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HomeMy WebLinkAboutPermit D09-110 - DRA PROFESSIONAL CENTER - OFFICE BUILDINGDRA PROFESSIONAL CENTER 13530 53 AV S D09 -110 doc: Certcompl Tenant: Address: Parcel No.: Property Owner: Occupant Load: 130 Type of Construction: VB 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. <uov 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 regulating the building construction or use for an unoccupied building shell. DRA PROFESSIONAL CENTER 13530 53 AV S TUKW 0003000038 PRATEJ LLC 17000 SE 65TH PL , BELLEVUE WA 98006 Permit No.: D09 -110 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 as complete a 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. gnature of Buildi fficial Date 7/foiZa // THIS CERTIFICATE MUST BE CONSPICUOUSLY POSTED ON THE PREMISES D09 -110 Printed: 11 -18 -2011 Parcel No.: 0003000038 Address: 13530 53 AV S TUKW Suite No: City ol Tenant: Name: DRA PROFESSIONAL CENTER Address: 13530 53 AV S , TUKWILA WA Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Owner: Name: PRATEJ LLC Address: 17000 SE 65TH PL , BELLEVUE WA 98006 Phone: Contact Person: Name: AUSTIN KOVACH Address: 2115 COLBY AVE , EVERETT WA 98201 Phone: 206 617 -2899 DEVELOPMENT PERMIT Contractor: Name: HMS COMMERCIAL CONST INC Address: 4031 AURORA AVE N SUITE #100 , SEATTLE WA 98103 Phone: (206)440 -8969 Contractor License No: HMSCOCC913P9 doc: IBC -7/07 * *continued on next page ** • Permit Number: D09 -110 Issue Date: 06/09/2010 Permit Expires On: 12/06/2010 Expiration Date: 10/29/2011 DESCRIPTION OF WORK: SHELL ONLY: CONSTRUCTION OF NEW 12,672 SF PROFESSIONAL OFFICE BUILDING - 3 STORIES OVER DAYLIGHT BASEMENT FOR A TOTAL OF 4 STORIES. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, 1.5" DOMESTIC WATER METER, 2" RPPA FOR DOMESTIC BACKFLOW, 1" DEDUCT WATER METER, 1" IRRIGATION BACKFLOW, 4" FIRE SERVICE LINE, FIRE VAULT W /DCDVA FOR FIRE BACKFLOW INSIDE OF BUILDING, SANITARY SIDE SEWER, AND STORM DRAINAGE; STREET IMPROVEMENTS INCLUDING PAVING, PAVEMENT CUT, LANDSCAPING, CURB /CUTTER/SIDEWALKS, UNDERGROUNDING OF POWER FROM POWER POLE TO BUILDING, AND STREET USE.. TRANSPORTATION IMPACT FEE TRAFFIC CONCURRENCY PAID IN THE AMOUNT OF $3,600.00 UNDER (C09 -005). PAVEMENT MITIGATION FOR OPEN CUT WITHIN 52ND AVE. SOUTH. Value of Construction: 1,444,289.13 Fees Collected: $90,828.53 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2006 Type of Construction: VA Occupancy per IBC: 8 D09 -110 Printed: 06 -09 -2010 City of Tukwila 410 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 - 431 - 2451 Web site: http: / /www.ci.tukwila.wa.us Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Y Number: 1 Size (Inches): 6 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Y Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: Water Meter: Permit Center Authorized Signature: The granting.Qf thi constructio Signature Print Name: doc: IBC -7/07 Iwo N) N Y Private: Public: Permit Number: D09 -110 Issue Date: 06/09/2010 Permit Expires On: 12/06/2010 Date: 0‹,(04// I hereby 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. does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating rr ce of work. I am authorized to sign and obtain this development permi , Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D09 -110 Printed: 06 -09 -2010 Parcel No.: 0003000038 Address: Suite No: Tenant: 13530 53 AV S TUKW 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.ci.tukwila.wa.us DRA PROFESSIONAL CENTER 1: ** *BUILDING DEPARTMENT CONDITIONS * ** PERMIT 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. Permit Number: Status: Applied Date: Issue Date: D09 -110 ISSUED 06/26/2009 06/09/2010 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: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: 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. 9: 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. 10: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 11: 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. 12: 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. 13: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 14: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. doc: Cond -10/06 D09 -110 Printed: 08 -18 -2010 • 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:/lwww.ci.tukwila.wa.us 15: 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. 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All wood to remain in placed concrete shall be treated wood. 18: Masonry construction shall be special inspected. 19: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 20: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 21: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 22: 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. 23: 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. 24: 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). 25: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 26: 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. 27: 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. 28: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 29: Schedule and attend a Preconstruction Meeting with the Public Works Department and (Stacy MacGregor, Planning Division), prior to start of work under this permit. To schedule call Public Works at (206) 431 -0179. 30: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206) 433 -0179 of commencement and completion of work at least 24 hours in advance. 31: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 32: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the structure. doe: Cond -10/06 D09 -110 Printed: 08 -18 -2010 • 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.ci.tukwila.wa.us 33: Coordinate relocation of power poles with Power Provider. 34: The deduct meter shall read flow quantities in 100's of cubic fee and shall have a TRPL register that is compatible with the Sensus automatic reading system. 35: (1) Sidewalk Easement (2) Conveyance of Public Improvements and (3) Material List; shall be signed by the Owner /Applicant - as part of the Turnover process; all prior to Public Works final. As part of the turnover, Owner shall provide As- Builts & an ACAD CD. Owner shall also provide a two (2) year maintenance bond in the amount of 10% x cost of work within the Public right -of -way. 36: The new sidewalk on private property shall be turned over to the City along with appropriate recorded easement documentation prior to the Final Inspection. 37: PAVEMENT MITIGATION FEE SHALL APPLY TO THIS PERMIT. AMOUNT TO BE DETERMINED PRIOR TO PUBLIC WORKS FINAL. FEE TO BE BASED ON (2 -5 YRS. OF PAVEMENT LIFE REMAINING) $2.50 PER SQ. FT. PUBLIC WORKS PROJECT INSPECTOR TO MEASURE PAVEMENT CUT FOR FEE CALCULATION. 38: Owner shall enter into a Developer Agreement with the City prior to receiving any credit for dedication of right -of -way & public sidewalk easement; under City of Tukwila Chapter 9.48. If a Developer Agreement is not executed, then the entire amount of the Transportation Impact Fee sall be paid prior to Public Works final of this permit, in the amount of $60,129,95. 39: Transportation Impact Fee shall be paid prior to Public Works final. Impact fee is based on Gross floor area (GFA) for each floor as provided by the Owner /Applicant. (First floor = 3,135 s.f.; second floor = 3,329 s.f., and third floor = 3,913 s.f.) Fee is $4.91 @ 3,913 s.f. = $19,212.83 plus $6.33 @ 6,464 s.f. = $40,917.12. Total Transportation Impact Fee is $60,129.95. Fee shall be off -set by any credit allowed under City of Tukwila Chapter 9.48 for Dedication of Right -of -Way & Public Sidewalk Easement. 40: Sidewalk easement shall be executed between the Property Owner and the City of Tukwila, prior to Public Works final. 41: Owner shall sign with Notary, a Storm Water Easement and Maintenance Agreement - prior to permit final by Public Works. Public Works will prepare document for execution. 42: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 43: Any material spilled onto any street shall be cleaned up immediately. 44: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 45: A bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 46: OWNER/APPLICANT SHALL SIGN WITH NOTARY, A HOLD HARMLESS AGREEMENT FOR WORK WITHIN THE PUBLIC RIGHT -OF -WAY. 47: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 48: 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. doc: Cond -10/06 D09 -110 Printed: 08 -18 -2010 • 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.ci.tukwila.wa.us 49: The Land Altering Permit Fee is based upon an estimated 3,800 cubic yards of cut and 150 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. 50: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV 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. 51: 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. 52: ** *FIRE DEPARTMENT CONDITIONS * ** 53: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 54: 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) 55: 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) 56: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 57: 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) 58: 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) 59: Maintain fire extinguisher coverage throughout. 60: No point in a building may exceed the maximum exit access travel distance listed in Chapter 10, section 1015, Table 1015.1 of the International Fire Code and International Building Code. 61: Minimum widths of corridors shall be maintained in accordance with Chapter 10 of the International Building Code and the International Fire Code. 62: Doors shall swing in direction of egress travel where serving an occupant load of 50 or more persons or a Group H occupancy. (IFC 1008.1.2) 63: The path of egress travel along a means of egress shall not be interrupted by any building element other than a means doc: Cond -10/06 D09 -110 Printed: 08 -18 -2010 • ,� ,� ►LA City of Tukwila :+fit q s o � Department of Community Development G 6300 Southcenter Boulevard, Suite #100 4 Tukwila Washington 98188 vl Phone:206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us of egress component as specified in this chapter. Obstructions shall not be placed in the required width of a means of egress except projections permitted by this chapter. The required capacity of the means of egress system shall not be diminished along the path of egress travel (IFC 1003.6) 64: 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) 65: 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) 66: 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) 67: 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) 68: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 69: 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) 70: 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) 71: 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) 72: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot - candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) The path of egress shall require emergency lighting until exit discharge is accomplished. 73: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 74: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 75: U.L. central station supervision is required. (City Ordinance #2050) 76: 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 the W.S.R.B., Factory Mutual, Industrial Risk doc: Cond -10/06 D09 -110 Printed: 08 -18 -2010 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.ci.tukwila.wa.us Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 77: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2050) 78: 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) 79: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) 80: 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 #2050) 81: Maintain minimum 40 degrees F. temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage. (NFPA 13- 7.6.1.3.2, NFPA 25.5.2.5) 82: 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) 83: 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) 84: 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 Greg Villanueva, 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) 85: 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) 86: Sprinklers subject to mechanical injury shall be protected with listed guards. (NFPA 13- 6.2.8) 87: 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 #2050) 88: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 89: 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.(The FDC shall face 53rd Ave S.) 90: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 91: The height of the PIV to be 36 inches above grade 92: 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) 93: An approved manual fire alarm system including audible /visual devices and manual pull stations is required for this doc: Cond -10/06 D09 -110 Printed: 08 -18 -2010 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.ci.lukwila.wa.us 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 #2051. 94: 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 #2051) (IFC 104.2) 95: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 96: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2051) 97: 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 #2051) 98: Where elevators require smoke detectors to initiate recall, the detectors shall report to a fire alarm panel supervised by a City approved U.L. central station. (City Ordinance #2051) 99: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 100: Duct smoke detectors shall be capable of being reset from a single point near the alarm panel. (City Ordinance #2051) 101: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2051) 102: Duct detectors shall send a supervisory signal only upon activation. (City Ordinance #2051) 103: 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 #2051) 104: 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 #2051) 105: 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 #2051) 106: 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. 107: 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) 108: 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) 109: 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) 110: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of doc: Cond -10/06 D09 -110 Printed: 08 -18 -2010 construction. (IFC 503.1, 508.1) 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.ci.tukwila.wa.us 111: 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) 112: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 113: Fire hydrant installation requires a Public Works permit. 114: Fire hydrants shall be oriented in the direction of fire apparatus access.( The hydrant to face 53rd Ave S.) 115: 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) 116: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 117: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 118: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 119: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 120: * * ** *PLANNING DEPARTMENT CONDITIONS * * * ** 121: Minor Modification to Design Review (L10 -050) is approved. Permit Revisions shall be executed to reflect approved changes to Design Review plans. doc: Cond -10/06 * * continued on next page ** D09 -110 Printed: 08 -18 -2010 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this construction o Signature: Print Name: doc: Cond -10/06 • 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.ci.tukwila.wa.us d.es not presume to give authority to violate or cancel the provision of any other work or local laws regulating e ce of work. Date: Id D09 -110 Printed: 08 -18 -2010 Parcel No.: 0003000038 Address: Suite No: Tenant: 13530 53 AV S TUKW City of Tukwila 1: ** *BUILDING DEPARTMENT CONDITIONS * ** Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tulcwila.wa.us DRA PROFESSIONAL CENTER PERMIT CONDITIONS I Permit Number: Status: Applied Date: Issue Date: D09 -110 ISSUED 06/26/2009 06/09/2010 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: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: 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. 9: 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. 10: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 11: 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. 12: 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. 13: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 14: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. doc: Cond -10/06 D09 -110 Printed: 06 -09 -2010 doc: Cond -10/06 • � wqs 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.ci.tukwila.wa.us 15: 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. 16: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 17: All wood to remain in placed concrete shall be treated wood. 18: Masonry construction shall be special inspected. 19: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 20: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 21: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 22: 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. 23: 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. 24: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 25: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 26: 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. 27: 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. 28: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 29: Schedule and attend a Preconstruction Meeting with the Public Works Department and (Stacy MacGregor, Planning Division), prior to start of work under this permit. To schedule call Public Works at (206) 431 -0179. 30: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206) 433 -0179 of commencement and completion of work at least 24 hours in advance. 31: Work affecting traffic flows shall be closely coordinated with the Public Works Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 32: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the structure. D09 -110 Printed: 06 -09 -2010 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.ci.tukwila.wa.us 33: Coordinate relocation of power poles with Power Provider. S 34: The deduct meter shall read flow quantities in 100's of cubic fee and shall have a TRPL register that is compatible with the Sensus automatic reading system. 35: (1) Sidewalk Easement (2) Conveyance of Public Improvements and (3) Material List; shall be signed by the Owner /Applicant - as part of the Turnover process; all prior to Public Works final. As part of the turnover, Owner shall provide As- Builts & an ACAD CD. Owner shall also provide a two (2) year maintenance bond in the amount of 10% x cost of work within the Public right -of -way. 36: The new sidewalk on private property shall be turned over to the City along with appropriate recorded easement documentation prior to the Final Inspection. 37: PAVEMENT MITIGATION FEE SHALL APPLY TO THIS PERMIT. AMOUNT TO BE DETERMINED PRIOR TO PUBLIC WORKS FINAL. FEE TO BE BASED ON (2 -5 YRS. OF PAVEMENT LIFE REMAINING) $2.50 PER SQ. FT. PUBLIC WORKS PROJECT INSPECTOR TO MEASURE PAVEMENT CUT FOR FEE CALCULATION. 38: Owner shall enter into a Developer Agreement with the City prior to receiving any credit for dedication of right -of -way & public sidewalk easement; under City of Tukwila Chapter 9.48. If a Developer Agreement is not executed, then the entire amount of the Transportation Impact Fee sall be paid prior to Public Works final of this permit, in the amount of $60,129,95. 39: Transportation Impact Fee shall be paid prior to Public Works final. Impact fee is based on Gross floor area (GFA) for each floor as provided by the Owner /Applicant. (First floor = 3,135 s.f.; second floor = 3,329 s.f., and third floor = 3,913 s.f.) Fee is $4.91 @ 3,913 s.f. _ $19,212.83 plus $6.33 @ 6,464 s.f. = $40,917.12. Total Transportation Impact Fee is $60,129.95. Fee shall be off -set by any credit allowed under City of Tukwila Chapter 9.48 for Dedication of Right -of -Way & Public Sidewalk Easement. 40: Sidewalk easement shall be executed between the Property Owner and the City of Tukwila, prior to Public Works final. 41: Owner shall sign with Notary, a Storm Water Easement and Maintenance Agreement - prior to permit final by Public Works. Public Works will prepare document for execution. 42: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 43: Any material spilled onto any street shall be cleaned up immediately. 44: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 45: A bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 46: OWNER/APPLICANT SHALL SIGN WITH NOTARY, A HOLD HARMLESS AGREEMENT FOR WORK WITHIN THE PUBLIC RIGHT -OF -WAY. 47: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 48: 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. doc: Cond -10/06 D09 -110 Printed: 06 -09 -2010 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.ci.tukwila.wa.us • 49: The Land Altering Permit Fee is based upon an estimated 3,800 cubic yards of cut and 150 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. 50: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1 V 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. 51: 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. 52: ** *FIRE DEPARTMENT CONDITIONS * ** 53: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 54: 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) 55: 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) 56: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 57: 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) 58: 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) 59: Maintain fire extinguisher coverage throughout. 60: No point in a building may exceed the maximum exit access travel distance listed in Chapter 10, section 1015, Table 1015.1 of the International Fire Code and International Building Code. 61: Minimum widths of corridors shall be maintained in accordance with Chapter 10 of the International Building Code and the International Fire Code. 62: Doors shall swing in direction of egress travel where serving an occupant load of 50 or more persons or a Group H occupancy. (IFC 1008.1.2) 63: The path of egress travel along a means of egress shall not be interrupted by any building element other than a means doc: Cond -10/06 D09 -110 Printed: 06 -09 -2010 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.ci.tukwi la. wa. us • of egress component as specified in this chapter. Obstructions shall not be placed in the required width of a means of egress except projections permitted by this chapter. The required capacity of the means of egress system shall not be diminished along the path of egress travel (IFC 1003.6) 64: 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) 65: 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) 66: 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) 67: 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) 68: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 69: 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) 70: 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) 71: 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) 72: Means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. The means of egress illumination level shall not be less than 1 foot -candle (11 lux) at the floor level. The power supply for the means of egress illumination shall normally be provided by the premise's electrical supply. In event of a power failure an emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) The path of egress shall require emergency lighting until exit discharge is accomplished. 73: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 74: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 75: U.L. central station supervision is required. (City Ordinance #2050) 76: 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 the W.S.R.B., Factory Mutual, Industrial Risk doc: Cond -10/06 D09 -110 Printed: 06 -09 -2010 • 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: hty,://www.ci.tukwila.wa.us • Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 77: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2050) 78: 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) 79: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) 80: 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 #2050) 81: Maintain minimum 40 degrees F. temperature in all areas to prevent sprinkler pipe from breaking and causing unnecessary damage. (NFPA 13- 7.6.1.3.2, NFPA 25.5.2.5) 82: 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) 83: 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) 84: 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 Greg Villanueva, 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) 85: 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) 86: Sprinklers subject to mechanical injury shall be protected with listed guards. (NFPA 13- 6.2.8) 87: 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 #2050) 88: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 89: 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.(The FDC shall face 53rd Ave S.) 90: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 91: The height of the PIV to be 36 inches above grade 92: 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) 93: An approved manual fire alarm system including audible /visual devices and manual pull stations is required for this doc: Cond -10/06 D09 -110 Printed: 06 -09 -2010 • 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.ci.tukwila.wa.us • 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 #2051. 94: 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 #2051) (IFC 104.2) 95: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 96: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2051) 97: 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 #2051) 98: Where elevators require smoke detectors to initiate recall, the detectors shall report to a fire alarm panel supervised by a City approved U.L. central station. (City Ordinance #2051) 99: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 100: Duct smoke detectors shall be capable of being reset from a single point near the alarm panel. (City Ordinance #2051) 101: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2051) 102: Duct detectors shall send a supervisory signal only upon activation. (City Ordinance #2051) 103: 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 #2051) 104: 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 #2051) 105: 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 #2051) 106: 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. 107: 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) 108: 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) 109: 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) 110: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of doc: Cond -10 /06 D09 -110 Printed: 06 -09 -2010 construction. (IFC 503.1, 508.1) • 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.ci.tukwila.wa.us 111: 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) 112: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 113: Fire hydrant installation requires a Public Works permit. 114: Fire hydrants shall be oriented in the direction of fire apparatus access.( The hydrant to face 53rd Ave S.) 115: 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) 116: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 117: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 118: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 119: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond -10/06 * * continued on next page ** D09 -110 Printed: 06 -09 -2010 Print Name: • ► w City of Tukwila y Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: ht4x/Iwww.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any construction or the pert ce of work. !1,i. Signature: „ �e . Date: 06 • 4 doc: Cond -10/06 D09 -110 • of law and ordinances governing other work or local laws regulating Id Printed: 06 -09 -2010 CITY OF TUKWILl Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us SITE LOCATION Site Address: 13530 53rd Ave S Tenant Name: Property Owners Name: Dr. Raj Angolkar Mailing Address: 17000 S.E. 65th Place CONTACT PERSON - who do we contact when your permit is ready to be issued Name: Austin Kovach Mailing Address: 2115 Colby Ave E -Mail Address: Austin Cam? KovachArchitects.com Company Name: Kovach Architects Mailing Address: 2115 Colby Ave Contact Person: Andrew Kovach E -Mail Address: Andrew@KovachArchitects.com Company Name: DCI Mailing Address: 10900 N.E. 4th St. #1200 Contact Person: Chris White E - Mail Address: cwhite@dci- engineers.com 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 ** H:\Applicmions\porms- Applications On Line12009 Applications \I-2009 - Permit Application.doc Revised: 1 -2009 bh Buildin g Peo. Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (For office use only) King Co Assessor's Tax No.: 0003000038 Suite Number: Bellevue City New Tenant: ❑ Yes ❑..No WA State Day Telephone: 206.627.2899 Do 0 Floor: 98006 Zip Everett WA 98201 City Everett Bellevue State State City State Day Telephone: 425.827.2238 Fax Number: 425.827.8986 Zip Fax Number: GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Mailing Address: city Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Zip ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record WA 98201 City State Day Telephone: 425.259.0609 Fax Number: Zip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record WA 98004 Zip Page 1 of 6 BUILDING PERMIT INFORMMION - 206 -431 -3670 • Valuation of Project (contractor's bid price): $ 1,500,000.00 Existing Building Valuation: $ Scope of Work (please provide detailed information): New 12,672 sf professional office building 3 stories over daylight base for a total of 4 stories. Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DMSION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If `yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm ❑ None Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ 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 ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:WPPlications \Forms - Applications On Line \2009 Applications \1-2009 - Pumit Applicatim,dac Revised: 1.2009 bh ❑ Other (specify) Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1 Floor 3135 V A B 2 Floor 3329 V - A B 3' Floor 3913 V A B Floors thru Basement 2295 V - A S Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORMMION - 206 -431 -3670 • Valuation of Project (contractor's bid price): $ 1,500,000.00 Existing Building Valuation: $ Scope of Work (please provide detailed information): New 12,672 sf professional office building 3 stories over daylight base for a total of 4 stories. Will there be new rack storage? ❑ Yes 0.. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below PLANNING DMSION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If `yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0 Sprinklers ❑ Automatic Fire Alarm ❑ None Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ 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 ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:WPPlications \Forms - Applications On Line \2009 Applications \1-2009 - Pumit Applicatim,dac Revised: 1.2009 bh ❑ Other (specify) Page 2 of 6 PUBLIC WORKS PERMIT INSSMATION - 206 - 433 -0179 Scope of Work (please provide detailed information): Clear and grade for new professional building, Utility hook -ups and frontage improvements. Water District 0...Tukwila 0... Water District #125 ❑ ...Water Availability Provided Sewer District ... Tukwila ❑ ...Sewer Use Certificate Please refer to Public Works Bulletin #1 for fees and estimate sheet. ❑...Valley View ❑ .. Renton 0... Sewer Availability Provided Septic System: On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): 0 ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance O ...Construction /Excavation/Fill - Right -of -way 0 Non Right -of -way ❑ 0 ...Total Cut 3800 cubic yards ❑ .. Work in Flood Zone 0 ...Total Fill 150 cubic yards 0 .. Storm Drainage ❑...Sanitary Side Sewer 0 ...Cap or Remove Utilities 21 ...Frontage Improvements ❑ ...Traffic Control ❑...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line H:\ Applications\ Forms- Applications On Line\2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh Call before you Dig: 1- 800 - 424 -5555 ❑ .. Highline 0 .. Geotechnical Report ❑ .. Maintenance Agreement(s) ❑ .. Renton ❑ .. Seattle ❑...Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑...Hold Harmless — (ROW) ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Permanent Water Meter Size... 1, WO # ❑...Temporary Water Meter Size.. If WO # ❑...Water Only Meter Size 99 WO # ❑...Deduct Water Meter Size ❑...Sewer Main Extension Public ❑ Private ❑ ❑...Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water ❑ ...Sewer ❑ ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: City State Zip Page 3 of 6 PERMIT APPLICATION NOTES — Applicable to all permits in this application 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. Building and Mechanical Permit 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). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Print Name: Mailing Address: 2-ltb Cal..t3 1�c> Date Application Expires: rditi I ol Date Application Accepted: aillt/1061 H:\ApplicationslForms- Applications On Line \2009 Applications\1 -2009 - Permit Application.doc Revised: 1 -2009 bh City Date: (o •Z6 act Day Telephone: 7d.D • Lo i • 2S't `t State Zip Staff Initials: Page 6 of 6 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 — 1 00,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 s r 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME U4 Q VC r...(/ t (A/ CI \ Cb1 PERMIT # pool ' l,',O 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 t, y S �° 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) 5. Enter total excavation volume MOO cubic yards Enter total fill volume Use the greater of the excavation and fill volumes. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2009 iGD cubic yards 1 (75,600 Use the following table to estimate the grading plan review and permit fee. $250 (1) 1 000 21- 0( zsoo it, 91s °= $ S q 1S (4) $ L113 (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 5 -(. z' 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. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof 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 6. Permit Issuance/Inspection Fee (B +C +D) 8. GRADING Permit Review Fee BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 7. Pavement Mitigation Fee $ 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 Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Last Revised Jan. 2009 2 $ (6) (7) $ (8) Parcel No.: 0003000038 Address: 13530 53 AV S TUKW Suite No: Applicant: DRA PROFESSIONAL CENTER Receipt No.: R11 -01963 Initials: LAW User ID: 1632 Payee: TRANSACTION LIST: Type Method dnn Receint -06 PRATEJ LLC Payment Check Authorization No. City of Tukwila Department of Community Development 6300 Southcenter B oulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov Descriptio Amount 1080 1,981.60 ACCOUNT ITEM LIST: Description Account Code BONDS /DEPOSITS 000.239.100 RECEIPT Total: $1,981.60 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $1,981.60 Payment Date: 09/09/2011 08:24 AM Balance: $0.00 Current Pmts 1,981.60 D09 -110 ISSUED 06/26/2009 06/09/2010 Printed: 09 -09 -2011 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: TRANSACTION LIST: Type Method Descriptio doc: Receiot -06 0003000038 13530 53 AV S TUKW R11 -01630 WER 1655 Payment Check Authorization No. e • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206-431-3665 Web site: http: / /www.TukwilaWA.gov DRA PROFESSIONAL CENTER HMS COMMERCIAL CONSTRUCTION INC 5708 ACCOUNT ITEM LIST: Description Account Code PLAN CHECK - NONRES 000.345.830 RECEIPT Amount 60.00 Total: $60.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $60.00 Payment Date: 08/01/2011 07:33 AM Balance: $0.00 Current Pmts 60.00 D09 -110 ISSUED 06/26/2009 06/09/2010 Printed: 08 -01 -2011 Parcel No.: 0003000038 Address: 13530 53 AV S TUKW Suite No: Applicant: DRA PROFESSIONAL CENTER Receipt No.: Initials: User ID: doc: Receiot - 06 R11 -01298 WER 1655 Payee: HMS TRANSACTION LIST: Type Method Payment Cash Authorization No. ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES 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 Descriptio Amount Account Code 000.345.830 RECEIPT 60.00 Total: $60.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $60.00 Payment Date: 06/24/2011 07:45 AM Balance: $0.00 Current Pmts 60.00 D09 -110 ISSUED 06/26/2009 06/09/2010 Printed: 06 -24 -2011 Parcel No.: Address: Suite No: Applicant: Receipt No.: R11 -00109 Initials: User ID: Payee: doc: Receipt - 06 0003000038 13530 53 AV S TUKW DRA PROFESSIONAL CENTER JEM 1165 RICK PETERSON TRANSACTION LIST: Type Method Payment Cash Authorization No. 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.ci.tukwila.wa.us Descriptio ACCOUNT ITEM LIST: Description Account Code PLAN CHECK - NONRES 000.345.830 RECEIPT Amount 60.00 Total: $60.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $60.00 Payment Date: 01/21/2011 09:33 AM Balance: $0.00 Current Pmts 60.00 D09 -110 ISSUED 06/26/2009 06/09/2010 Printed: 01 -21 -2011 Receipt No.: Initials: User ID: Payee: ACCOUNT ITEM LIST: Description ► wqs 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: ht4,://www.ci.tukwila.wa.us Parcel No.: 0003000038 Address: 13530 53 AV S TUKW Suite No: Applicant: DRA PROFESSIONAL CENTER R10 -01910 LAW 1632 RICK PETERSON TRANSACTION LIST: Type Method Payment Cash Authorization No. PLAN CHECK - NONRES Descriptio Amount Account Code 000.345.830 RECEIPT 60.00 Total: $60.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $60.00 Payment Date: 09/28/2010 11:07 AM Balance: $0.00 Current Pmts 60.00 D09 -110 ISSUED 06/26/2009 06/09/2010 doc: Receiot -06 Printed: 09 -28 -2010 Parcel No.: Address: Suite No: Applicant: doc: Receiot -06 Receipt No.: R10 -01615 Initials: User ID: Payee: 0003000038 13530 53 AV S TUKW JEM 1165 HMS Payment Cash Authorization No. • 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.ci.tuk DRA PROFESSIONAL CENTER TRANSACTION LIST: Type Method Descriptio ACCOUNT ITEM LIST: Description Account Code PLAN CHECK - NONRES 000.345.830 RECEIPT Amount 60.00 Total: $60.00 • Permit Number: Status: Applied Date: Issue Date: Current Pmts 60.00 D09 -110 ISSUED 06/26/2009 06/09/2010 Payment Amount: $60.00 Payment Date: 08/18/2010 10:17 AM Balance: $0.00 PAYMENT RFCFIVED Printed: 08 -18 -2010 Parcel No.: Address: Suite No: Applicant: Receipt No.: R10 -01532 Initials: User ID: Payee: doc: Receipt -06 0003000038 13530 53 AV S TUKW DRA PROFESSIONAL CENTER WER 1655 RICK PETERSON TRANSACTION LIST: Type Method Descriptio Payment Cash Authorization No. 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.ci.tukwila.wa.us ACCOUNT ITEM LIST: Description Account Code PLAN CHECK - NONRES 000.345.830 RECEIPT Amount 60.00 Total: $60.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $60.00 Payment Date: 08/09/2010 03:45 PM Balance: $0.00 Current Pmts 60.00 D09 -110 ISSUED 06/26/2009 06/09/2010 P / 4 YMENT RFCFIV� Printed: 08 -09 -2010 Parcel No.: 0003000038 Address: 13530 53 AV S TUKW Suite No: Applicant: DRA PROFESSIONAL CENTER Receipt No.: Initials: User ID: Payee: doc: Receiot - 06 R10 -01337 JEM 1165 HMS TRANSACTION LIST: Type Method Payment Cash Authorization No. ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES � 4 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.ci.tukwila.wa.us Descriptio Amount Account Code 000.345.830 RECEIPT 60.00 Total: $60.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $60.00 Payment Date: 07/19/2010 10:24 AM Balance: $0.00 Current Pmts 60.00 D09 -110 ISSUED 06/26/2009 06/09/2010 PAYMENT RECEIVED Printed: 07 -19 -2010 Parcel No.: 0003000038 Address: 13530 53 AV S TUKW Suite No: Applicant: DRA PROFESSIONAL CENTER Receipt No.: R10 -00965 Initials: User ID: Payee: TRANSACTION LIST: Type Method Descriptio Amount ACCOUNT ITEM LIST: Description doc: Receiot -06 WER 1655 Payment Check 5562 78,815.92 Authorization No. r � 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.ci.tukwila.wa.us PADMARAJ V ANGOLKAR BUILDING - NONRES CASCADE WATER ALLIANCE FIRE IMPACT FEES PARK IMPACT FEES PLAN CHECK - WATER METER PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE RECEIPT Account Code Current Pmts 000.322.100 640.237.500 90830402.5000.5304.XXXXX 90930101.5000.5301.XXXXX 000.345.830 000.322.100 000.342.400 640.237.114 401.379.002 401.342.400 401.245.100 401.343.405 Total: $78,815.92 Permit Number: D09 -110 Status: APPROVED Applied Date: 06/26/2009 Issue Date: Payment Amount: $78,815.92 Payment Date: 06/01/2010 02:12 PM Balance: $0.00 9,765.55 30,025.00 20,576.08 10,604.79 10.00 25.00 5,415.00 4.50 225.00 15.00 2,125.00 25.00 PAYMEkIT RECEIVED Printed: 06 -01 -2010 Receipt No.: R09 -00989 Payee: PRATEJ LLC TRANSACTION LIST: Type Method Descriptio Amount ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES PW BASE APPLICATION FEE PW PLAN REVIEW � r 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.ci.tukwila.wa.us Payment Check 1522 12,012.61 Authorization No. 000/345.830 000/322.100 000/345.830 RECEIPT Parcel No.: 0003000038 Permit Number: D09 -110 Address: 13530 53 AV S TUKW Status: PENDING Suite No: Applied Date: 06/26/2009 Applicant: DRA PROFESSIONAL CENTER Issue Date: Account Code Current Pmts Payment Amount: $12,012.61 Initials: JEM Payment Date: 06/26/2009 04:38 PM User ID: 1165 Balance: $15,472.30 6,347.61 250.00 5,415.00 Total: $12,012.61 PAYMENT RECEIVED doc: Receiot -06 Printed: 06 -26 -2009 Project: ,.32 It Type of A of Inspection: 1 30• id•/lam Address: , 13ti O 3 Date Called: Special Instructions: Date Wanted:. /° a.m. / 0 ` it '- / / 7 p.Fri' Requester: Phone No: 7.o (o -31 3 -//4 I 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 INSPECTION RECORD Retain a copy with permit Dog.- log' < < D INSPECTION NO. PERMIT NO. CITY OF•TUKWILA BUILDING DIVISION (206) 431 -3670 .Approved per applicable codes. 0-Corrections required prior to approval. COMMENTS: " ,►�,;# (' - 1 ( ," 1 Date: “.1-1 1- r ) I� EI PECTION FEE R UIRE,f. Prior to next inspection, fee must be .i at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: . C3 fj F. vJ .- t Art-- CLA O 2-T r . t . . L 1TO ' - ' A " V X 1 . C . • - CO J ey..\d.r:u %>_..,-.4 N 3<stt . - A,fat1 JJ 4 Oev vs ,r t,0 i-Ar 11., ' -2(- l I 3 l a , Litz, ..4 (n - 149 riVee M AIN A % i c,41 c. -C?" vft e.) c. .,,,- t r s .to o r IM44-! Gip " Yew vkt v4.44.4 Protect: Type of Inspection: 1AQ,q / F 1 ,+091..■ Address: Das.Called: /353? .5'34u 5 Special Instructions: Date Wanted i t. a /./ Ae) 0 /9/7 AWer;19 ' ` Requester: Phonetgo: Onl / O 1 10 4.3 /3 / 5,4 i 13 INSPECTION NO. Retain a copy with permit INSPECTION RECORD PERMIT NO. CITY OF TUKWILA BUILDI DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 .. Jj Approved per applicable codes. nspec r: WA, I �},t. lea • NSPECTION FEE RE UIRE id at 6300 Southcenter Blvd.. ® Corrections required prior to approval. Date: 10 D. rior to next inspection, fee must be S ite 100. Call to schedule reinspection. 13 INSPECTION NO. Retain a copy with permit INSPECTION RECORD PERMIT NO. CITY OF TUKWILA BUILDI DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 .. Jj Approved per applicable codes. nspec r: WA, I �},t. lea • NSPECTION FEE RE UIRE id at 6300 Southcenter Blvd.. ® Corrections required prior to approval. Date: 10 D. rior to next inspection, fee must be S ite 100. Call to schedule reinspection. P.ro'ect: B , -A n o eSS. n«.I Type Inspection: • lJhM 5)1A- A./A.4 ^E:t Address: _ 3. 36 `a 3 ----- m"..----- Date Called: Special Instructions: OS 3 2-.S 8- • V / 4 Date Wanted: " 9 r / 3—/ p.m. Requester: Phone 2..04 - x73-3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Dog— 110 (206) 431 -3670 Approved per applicable codes. a Corrections required prior to approval. COMMENTS: \cic_ �� �•Ct� "t ' kV0 _ \, 'Inspector: Date: 01 tc9 tl REINSPECTIOI1 FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Prgea Type f Inspection: Address: - 1 .SS3 53 dc-- Date ate Called: Special Instructions: Date Wante d t „ t p.m. Requester: Phone No , -4 1 3 4<3 9 3 1)01 -f INSPECTION RECORD Retain a copy with permit SPECTIO NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 LE (206) 431 - 3670 •' Permit Inspection Request Line (206) 431 -2451 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Date: ri RE PECTION FEE REQUI ED. Prior next inspection, fee must be pa at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. COMMENTS: (1 trOS ,C7 Z4- Arefi,4 7 4 j ) 45 1 y u..-tz A JH. / /yr ( h....4.xy . j apt) 4"./44/Y-7 .7//.$);. 4' A,) ) Lt /2"z,,,.: 4,t. i g Spec a n ructions: c 4 t , 52 83L , - v i Date Wanted:. P1-3k-11 a�f"m. p.m. Requester: ■ Project: a A lb Type of Inspection: f g rINF R�Gw1C'C1 L1 Date Called: ►i 1 _K/6 Address: 1520 �A AU Sri Spec a n ructions: c 4 t , 52 83L , - v i Date Wanted:. P1-3k-11 a�f"m. p.m. Requester: Phone No: ..q n 67 - u `73,- %-137 '-, 3 2 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) 431 -2451 J Approved per applicable codes. Inspect -110 Corrections required prior to approval. 13 I Date 1 SPECTION FEE RHQUIRED. d at 6300 Southcenter Blvd.. uite 100. Call to schedule reinspection. nor to next inspection, fee must be COMMENTS: 0 idti/ n ,4 / /iA/ .5 t/ /S,'o - ' J — 1, dn'.. ° cL tqa of (11 , ov„. p si, r'.ti , t e-,.i — , 41 } 3 32($iFA/4 ���`OP; /, Ai + DAAVZ - (m� p.m. Special Instructions: S :1"5 Requester: Phone No: - c -m? '/.2 r7355 Project: 4 A ? A ' S / A//9L Type of Inspection: liS: 4 () / Address: �_: .'W) \--57? Av s Date Called: . Date Wanted: - l 2— // (m� p.m. Special Instructions: S :1"5 Requester: Phone No: - c -m? '/.2 r7355 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R' • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 • E1 Approved per applicable codes. sVecto : Date: t t 7 —i NSPECTION FEE R ?QUIRED. P ior to next inspection. fee must be id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. El Corrections required prior to approval. . Project: o k 4 ppli ff�S /oAJt9/ Type of Inspection: ..__Z &ti 6 Address: /353i 52 /91/ S Date Called: Special Instructions: Date Wanted: d --,/ m� Requester: Phone No: r - �oG -e2 V2 --93 5 - 5 INSPECTION NO. 'INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Et Approved per applicable codes. Corrections required prior to approval. / COMMENTS: - ; - 1418 oitiAif72 El I NSPECTION FEE REWIRED. P or to next inspection. fee must be d at 6300 Southcenter lvd.. Sete 100. Call to schedule reinspection. Project: _ 4 A felt') ne s-si' 0A At..--- Type of Inspection: < v tut s h t Address: 1 - 1 3 530 5 3 Date Called: Special Instructions: 04 97 '1 2 - o l ' —S : Date Wanted: y — 6 ! I� r _a.m. p.m. . I64 Requester: Ph No: 12 -9355 INSPECTION RECORD, b Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 li (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 00 S Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ri RE SpECTION FEE REQUIRED. Prior to rfext inspection. fee must be pal 6300 Southcenter vd., Suite 100. Call to schedule reinspection. Project: Type of Inspection: Address: /-? 5 v sd ,9u 5 Date Called: _. Special Instructions: Date Wanted: '7' ` /g- N (a.m.. p.m. Requester: Phone No: 41 - 7 6 — a 1 72 — 935- .29 . . told 7 -l/O INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 IZ (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 n ' E SPECTION FEE REQ IRED. Prior o next inspection. fee must be Id at 6300 Southcenter Blvd.. Suit 00. Call to schedule reinspection. D Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Cu/9//5 ..J,J 7,1d /'vv' j4s emifat/- 1,4 1d COMMENTS: p 4 . Type of Inspection: (/J 1 /# r' em 12 , - loyeivC - 1130Pevhkoc7 chli. c4 '''.10i/4 cv4- //5 , L4e -1-i C S he' d9 r. '% / L r,�'ftefiian/ .' /¢ //o4/dam a.m P. 3 3 /s f i /o "/ / 1. Rc1 , ✓ / 4/ /.V4 0 F/f!r/4 ',Jill/ Project: Type of Inspection: Address: /3.531 ills so Date Called: Special Instructions: D YE? X /. Date Wanted: V— / 8 -•AC)// a.m P. Requester: Phone No: G -a 42 9,35: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 tz- (206) 431 -3670 Permit In Request Line (206) 431 -2451 Approved per applicable codes. Corrections required prior to approval. SPECTION FEE REQ LRED. P or to next inspection. fee must be at 6300 Southcenter B d.. Site 100. Call to schedule reinspection. Project: Type of Inspection: Address: /3.57U �� 4/ C Date Called: Special Instructions: Date Wanted: a.m Requester: Phone No: a20 ‘- 2_ y2 - c3545 . INSPECTION RECORD . Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Approved per applicable codes. 40 0l - / /t7 El Corrections required prior to approval. COMMENTS:9 A (1,2 FLR l4e a,A/ /S - /5-7/ .tl °e Date: 13 1 INSPECTION FE REQUIRED. Prior to next inspection, fee must lit /aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectiorl. s- COMMENTS: A 6h I / ?4,..v to - Ap, 4rv& A ..m./.• 3 T, eb✓SA,4 IJv J?- 2AS1)oo "- *AK/ oil TO _7 i (S 2'L A /1 'fl "'FA7r Date Called: Special Instructions: oy8dea -4) / Date Wanted: '4/—,// a. Requester: Phone No: aOG - ?92 PJ55 Project: Type of Inspection: Address: /2530 s.& ,1 j ' Date Called: Special Instructions: oy8dea -4) / Date Wanted: '4/—,// a. Requester: Phone No: aOG - ?92 PJ55 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 \ RApproved per applicable codes. El Corrections required prior to approval. S INSPECTION FEE R � UIRED. Prio to next inspection. fee must be id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Project: OA 4 >a,1vry SidA/A4 Type of Inspection: . (/qLL _ZAIS22ATidiV Address: /3530 53 40 S® Date Called: Special Instructions: Date Wanted: Z / — // // (Cm; p.m. Requester: Phone No: ep2C6- .,?/3 /S6/ 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) 431 -2451 Ei Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: + P 124' � l 6 UskA J t t7-tni - Agealkfofi_ spec.0 Date: y -/ / -f/ binA405 i . .cam REI SPECTION FEE REQUIRhl. Prior to ext inspection. fee must be pai at 6300 Southcenter Blvd.. Suite 10 . Call to schedule reinspection. COMMENTS: p - s,v4 41 tea. Gtt.a,. ,...a ( I Sh e . , a - , . o.e us s % c ,r ..a,§ e 10oP r n4 .4R,..,S 1 S LeAv 6%3.44 Is-1r 1 7 1..,-1 tr 1ou R r i?dbm 1,.l,b - 1 44)./01.1 1 - 6- -p 4)./0 - Okra % f.1 SU( V . S f f. Le i i -c ve4s 6. N4 }'J 3-29- 1 I Q 4 c eqJ 4.JA -4* ‘ () r a e ovr -1 33 za Date Wanted: _ '' Vim. Requester: Phone No: r - - - yam' --�-- Proj ct: L3?, ?o r, Fsio q/_ Ai Type of Inspection: F, ? A'r , w./( Address: I.? 5 3 s, ? /90 Date Called: Special Instructions: 0 - / c 9 3 , 9 3 - 0 1 Date Wanted: _ '' Vim. Requester: Phone No: r - - - yam' --�-- INSPECTION RECORD • . Retain a copy with permit - / 1 V INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 tor: Approved per applicable codes. El Corrections required prior to approval. Date: SPECTION FE REQUIR D. Prior to next inspection. fee must be aF • at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Project: Type of Inspection: . Address: /353 O 5 3 '9v 5 Date Called: Special Instructions: Date Wanted: y — / — - i/ a.nr Requester: Phone No: v6 -:z y 2— 9 3C INSPECTION RECORD: - Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., W100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 ef b09 ii v Ei Approved per applicable codes. Corrections required prior to approval. COMMENTS: ? / AS - - ?, / 1 iirlY/ �.r.1S Ile - Aff 4J n NSPECTION FEE REQb IRED. Pri to next inspection. fee must be id at 6300 Southcenter B d.. Su' a 100. Call to schedule reinspection. Project: Type of Inspection: Address: /33'? .53 190 S Date Called: Special Instructions: o /9.zCam Date Wanted: .3 --30 -// P.m. Requester: Phone No: gR 06 .2. - 53'35 t ft I t '. . ❑ Approved per applicable codes. 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) 431 -2451 El Corrections required prior to approval. COMMENTS: 73. 4a & /"/6 10.044 X7 - g £ 7:A/1. s Agi Sctifs' Da, , ex../ i I NSPECTION FEE REQUI ° ED. Prior t next inspection. fee must be id at 6300 Southcenter Blvd.. Suite • '0. Call to schedule reinspection. COMMENTS: p Types Inspection: F-R401/1v6 aie : V I Ji'lr / - -P- ar afe ch s y// &71 -/ J'k g bu r` ,._4 °ri' L0°r _ 40m A/Pt / . Red .576 G / SW0, -4 j,..i50• /107 Special Instructions: Date Wanted: �+ j - / // of m p.m. Requester: Phone No: C g 3 Project: b, 4 Types Inspection: F-R401/1v6 Address: / 3 5 30 ,,3 Rd -5 Date Called: Special Instructions: Date Wanted: �+ j - / // of m p.m. Requester: Phone No: C g 3 • 0%2_1 b - INSPECTION RECQRD. Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION A 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 El Approved per applicable codes. U Corrections required prior to approval. INSPECTION FEE F QUIRED. Prior next inspection, fee must be pa id at 6300 Southcenter Blvd., Suite 0. Call to schedule reinspection. COMMENTS: Type of Inspection: ,rvrD J /7 S" i 1 h ii`n Os - [ A 'GP . -1 r 4 , : Al Jr J� v a r .Q • 1 i/ (( (i-c .A A • ( i t n-eS — Date Wanted: 3 a. m._ ~Z �� p m . i wl P JJ L I (t 8 eA'.I /ore �� ,S� a1f' ' �- � i r r , rt M�a` f /1 ' ( e. /V 1') d'A ( r it i k- 6.4f r 4 t l7 /' City / j r :i 74: ..l ht3si A (' P'. bile. 0.d !1 r) " _S, . A-4? ii t, ti f\ -ri f 7v or? . 1 2 A ,tJA( /.f)vf._ 1 Projec • Type of Inspection: Address: 13 ,S 30 S3 ,mss Date Called: Special Instructions: C.J ��� 4 - v � A Date Wanted: 3 a. m._ ~Z �� p m . Requester: Phone._ 24 Z - /J lc �7a INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 009 - I PERMIT NO. • CITY OF TUKWILA BUILDING DIVISION 12 • 6300 Southcenter Blvd,, #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee: must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • •r • • Projec -t n A Type r Inspection: rn J r Ad 1 3s` J 30 53 3 4 E S J , Date Called: Special Instructions: Date Wanted _ 2_3 _ , I / air p.m. Requester: Phone N 20 — 2.4 2 —x- 1 3 35 -4t (9 INSPECTION NO. INSPECTION RECORD Retain a copy with permit 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Qo — 110 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 e. • Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: I�r � ` �.c A Ppi i A P s `9 e Si) r_. s AJ - Inspector 0 Date3 — 2 , 3 / f n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. COMMENTS: A. frr p/r )JL4( o 4. (..t r . J es ri) !J, , s y e J o - : r () a ,.. j 'k `l.A /) 't r (' 14 6/0,, � Date Called: Special Instructions: 0.4 woo 3_0( Date Wanted: 3 - z3 -(( pa) p.m. Requester: Pr ' ct Type of Inspection: p Address: rt t 13530 53 — Wyk- S. Date Called: Special Instructions: 0.4 woo 3_0( Date Wanted: 3 - z3 -(( pa) p.m. Requester: Phone No 240 (00 - 2. 2 -9333" INSPECTION RECORD Retain a copy with permit 0 09. -1 t INSPECTION O. PERMIT NO. c ,� A CITY OF TUKWILA BUILDING DIVISION �" 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 430670 670 Permit Inspection Request Line (206) 431 -2451 �. Approved per applicable codes. Corrections required prior to approval. Ins t)ector: Date: 3 1-1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Pro• ct: A Q Type of nspection: Address: r8 135 5Y Auf„ S Date Called: s ti L) ,` Special Instructions: �t r - � ., 0 4, cis- 3 ' (3r Date Wanted: 3 " - 2-1 —(r p.m. Requester: Phone No: Zc0 2-12 -9 335. COMMENTS: �MAt ,, firbJ r. P 6ir--- 6 -c.) Li el' p „A-rt., .:Lsow CV R & o Ire, - - 'pit. S- A Y ,- e 9 Inspect ect r: p � Date: 3 — z - ti 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) 431 -2451 El Approved per applicable codes. 1)0 U Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: Type of Inspection: AApA s OA C ,) f,N,;71-.,I!. 4 4r"-As /\ .e e ` b-e ti g,_11 I /)P,o 'ri�D V !L �r — AS 4 ,A,,,,J ---_,-,st,( A s (e - f Date Called: 5 , * A 1 s e ( s elL 1e 6—A ft( »ter R. - (1 iiA(And,.1.4ArAC pAz.to OA I - - 5 pAr , AS e) te4 ' f( r:11 a - _5 . 1 Pro'ect: Type of Inspection: W A ) 2 ,' 'ri�D V !L �r — AS Ad ress: di 1 3530 53 44... j Date Called: Special Instructions: V 4 g {O + - 0 f $ _5 (0A ( 1 Date Wanted: ^ - �' s Requester: Phone No: — 24 2 -/33c INSPECTION RECORD Retain a copy with permit INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6.°1 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 El Approved per applicable codes. Corrections required prior to approval. Inspect Date: — I k - t( n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. T COMMENTS: Type U A Off n c9 R. f fA)4 � c Address:— 135 jfr ( t/41 Date Called: rip-144-1 I Special Instructions: O `[ (t03 - 01 A S k4( o A. ( 7 q ® J A.-y► Date Wanted: 3 d , (1/ a 3 A, . 0 r7/i .S et e 2,- #fe-"vi Ph , � (0 24t, -' 335 ‹..3.0 . , - - ) 2 . G-'? / 4 , : 6 1 A , / s -t I A/ o iZ. (4-r` ems, 0 ��_ � 47u R Proje 2 A /-r Type U A Off n c9 R. f fA)4 � c Address:— 135 S, Date Called: Special Instructions: O `[ (t03 - 01 A S k4( o A. ( 7 q ® J A.-y► Date Wanted: 3 d , (1/ a Requester: Ph , � (0 24t, -' 335 • INSPECTIO NO. Approved per applicable codes. Inspector: ate INSPECTION RECORD Retain a copy with permit PERMIT NO. v(l CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 0 Corrections required prior to approval. Date: s .. ( �� t1 ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Project: _ • i?4 P1?+a SiD441 Type of Inspection: editor sifm-M•Avf , • Address: / 3 ' , 7 - 3 ( ) s'J >41/ g Date Called: • Special Instructions : -'" '---:. +. "1 ` Date Wanted: Requester: • . Phone No: (� 4 .'' 2 2 c- , �y , ""7' 35_ i` • INSPEC ON NO- • INSPECTION RECORD " Retain a copy with permit a" PERMIT N0. -4 CITY TUKWILA BUILDING DIIVIS'ION`:'_ 6300 Southcenter Blvd:, #100, Tukwila: WA 98188 (200-431:=3670 Permit Inspection Request Line (206) 431 -2451 Approved per applicable codes. COMMENTS: . ox 1 situp'/ ,/S hid*, 8 A ' Date: ' ! J/' REINSP ION FEE REQUIRED. Pr r to nett inspection, fee must.be paid a 0 Southcenter Blvd.. Suite 00- ll to schedule reinspection. • Corrections required prior to approval. COMMENTS:? A. . — 62 ‘,. 04 ott.. Date Called: 616vVoil 4 ;6 ay.-) kett-44 * Date Wanted: - / 2 . _— _ id. eav 4..Lk 44 Phone Np: eol 0 6v-itta 6 /2 -1-V525 L. --ri, ‘0.; ertue,,,--r.t..) . . •/•( r ••••• t lit.1C9 410eNi t t&) a ritual _ t \02 - 2m3 w_GA-- vitt2 c.k 4414 .14.4,44 V-AutvtA4A1.0 rat 2A40 fnmerV__ 0 IL *2 , - t .L. f), tat. -cignse- va " J5 44J. . t - „„,,.... Project: b IR 4- Type of InSpeltion: atttem .r.heAswildtis Address: L35/ d a s Date Called: Special.lnstructions: ' . • Pebuesr // eti 4/ b i 2 —0/ Date Wanted: - / 2 . _— Requester: Phone Np: eol 0 6v-itta 6 /2 -1-V525 p. • INSPECTION CI • ' INSPECTION RECORD Re fain a copy with permit 0. PERMIT NO. Y OF TUKWILA BUILDING DIVISION! 42 " 6300 Southc- njet Blvd., #100, Tukwila WA 98188 (206) 431-3670 Permit Insfl.ection. Request Line (206) 431=2451 - Approved per applicable codes. • specto Date: Amu.% ii 14,..". 'Jerk- i %.-0,t4.-\• PECTION FEE REQUIRE. Prior to n xt inspection, fee ust be /pa t 6300 Southcenter Blvd.. Suite 100. TaLL to schedule reinspection. Corrections required prior to approval. COMM3 mar- ..�. (,.d '. p G� +� i tutu Sr Artiv, 4-0 flair OS& *ft I 6 r7ALI LO U d d per eilive A.la r � ''•...3 ism . - - L 4) ,_-_, _ . .:_ @ Atk.eloortt sitt--s% 14A4_ [ ``r ( e o;,N. e_45 6,0 1 p A-ela or, A /- Are M -1-1 . L..r 7 - i ' , s k wren t As `'' U t -D r_.. 0ea jo - Projey(: A A t..1 i Type nspe do ,p Address: _ ._. 1.35J0 534 4 Date C alled: Special .Instructions: �" 2-- 10(49 0 -4 `o c "` -O 1 . " ' A' 4 ( - Date Wanted: i T P a _m. Requester: Phone No ►� . INSPECTION RECORD Retain. a copy ,with •permit INSPECTION NO. PERMIT NO. . . CITY OF TUKWILA BUILDING DIVISION •• 6300 South Blvd., #100, Tukwila. WA 98188. (206) 431 -3670 ti • Permit Inspection Request Line (206) 431 -2451 . Approved per applicable codes. . a i i _;iti. _e. 1 lnsper: 'Date: d 40x I Correct tons•required prior to approval: • • . It REINSPECTION FEE REQUIRED..Prior to next inspection: fee must be • L"=l paid at 6300 Southcenter , 86vd.. Suite 100. Call to schedule re'inspection. • • Project: '• •' Type of Ins ection: ±!�� Address: • 43'421.4? . S 40 5 Date�Called: ,4 ' - ., Special Instructions: /01.0117 © 416226- , i Date Wanted: .,. / 4 '"' .17 mom p.m. Requester: Phone No: colo G- l/Z -5.. 6I INSPECTION NO. = CITY OF TUKWILA. BUILDING DIVISION . 6300 Southce Blvd:, #1 00, Ttikwile. WA 98188 • _'• (206) 431 =3670 Permit.lnspection Request Line (206) 431 =2451 Approved per applicable codes. Corrections required prior to approval. ED 1 P COMMENTS: • I NtP ECTI O N 'R.E CO IR`D Retain a copy with permit! `""?~ ''PERMIT NO • maga • : -. • - !Date: PECTION FEE RE UIRED. Prior o next inspection. fee must be at 6300 Southcenterjjgglvd.. Suite 00. Call to schedule reinspection: • Project: • • 40R P o . 1 / * lir e Type of Inspection: .a l _ Address: / / -. .. 4a ,5 ate Call €d: Special Instructions: . Date Wanted: Li — /d • sm~ p.m. Requester: Phone No: 02 1 /7 3 e/373 • • ' INSPECTION'NO. •' CITY OF TUKWILA.BUILDING DIVISION .' • 6300 Southcenter B1Vd., #1:00• Tukwila. WA 98188 ' (206) 431 -3670 Permit Inspection Request Line (206) 431 =2451 Approved per applicable codes. INSPECTION RECORD • Retain a copy with permit P�L PERMIT N0. Corrections required prior to approval. COMMENTS: 4y airs . ?oss$.00,/ 440 efe# Date: . 6 - /o . INSPECTION FEEREQUIRV/Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Pot : - I n Type of Ispection: Address: - Date Ca led: —•• 24/ Special Instructions: . - Date Wanted: 1 a _.4 —� 0 a.m. Requester: l Phone No 2.46 -- 242 - INSPECTION RECORD Retain a copy with permit INSPECTION NO PERMIT NO CITY TUKWILA.B DIVISION 6300 Southcenter Blvd. #100 Tukwila: WA 08188 (206) 431 =3670 Permit Inspection Request Line (206)'431 -2451 Approved per applicable Lodes. Corrections required prior4to approval. COMMENTS: 01. • SPECTION FEE REQ IRED. Prior to next inspection. fee must be . id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 1* 11'1...4 Project: /Z..- Pro e. lA44 Type of I spection: : T. , 3+`r A Co; fk Ad ess: _ �{ ' 353 - td , (Date - Avg—C r Called: -� Special Instructions: Date Wanted ; - jq 3 � Requester: Phone No: i, 6 '2 2- 3 SS • INSPECTION RECORD • • 1 - Retain a copy with permit _ 0. . INS ECTION NO. • PERMIT NO. CITY OF TUKWILA BUILDING DIVISION: 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 44 Approved per applicable codes. Corrections required prior•to approval. • • COMMENTS: • • I IN ' ECTION=FEE R�QUIRED. for to next inspection, fee must be ai • at r Blvd.. Suite 100. Call to schedule reinspection. ..r._ _:..:ate.. Projec b R A Type of Inspection: FOvod - r tJ Address: • F3 6_3 .iii Date Called: Special Instruetiont . 1 I ..-. . Date Wanted: • 9_' 3 1 • a.m. Reqqesten . : . Pbdhe No: 4-0<so .--C/S 5 -- • Approved per applicable codes. kt; . • • • • I INSPECTION NO. CITY 6300 Southcenter Permit Inspection J s • •:. INSPECTION RECORD Retain a copy w ith-permit gF TUKWILA D Blvd., #100, TukWila:.WA 98+88 • Request Line (206) 431-2451 El Corrections required prior to.approval. • „.4 COMMENTS: — cneRe;A I iocitoo-teci 6(. arro 2.4 J In RE SP -CTION•FEEIIECI RE). Pr r to next inspeoliop. fee must be pai at 300 Southcenter Blvd.. Suite 100. Call to schecibte reinsoection. • I PERMIT Nit,. ivisioN (96) it1-3670 Project _ •• i b R..fr Pfilfe...14.% ott*f Type Inlctipn: rt .4 CI Address: .5_ ju ddress: Date Called: Special Instructions: ' 435 82 - Or VZ • Date Wanted: a.m. Requester: - Phone No: 24.) 40 - Zei 2. —q35S 'COMMENTS:0 A i ,-- -- N - , • l_,./ enT CI t evSE.1.1 ANA - ..-1-e(104 • . • . - • .." ) . / . . I . • .11. I - / . • spect. Date: Ql... 2 0 _ in R IN PECTION _.J a. 1"0.1.1 I. _ FEE REQUIRED. KO_ _ _ _ • _ _ rsk G P. , r to next inspection. fee mustAbewly.— ad,. A_MI a_ I I • • .• Re 0 (0. INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIIVISiCIN ' • •• 6300 SOuthCenter Blvd:, #100, Tukwila, WA 98188 (206) 431=3670 Permit Inspection Request Line (206) 431-2451 . . • D•Approved \ Per applicable,codes. • t O Corrections required prior to approval: Project: 4 APot 'Xsum/'9L Type of Inspection: zliMmi _ 'S r 6. ' OA) A ress: /. 19/1A Date Called: .6,3/) Special Instructions: Date Wanted: Requester: . Phone No: X64. -210- . .? 5 • INSPECTION. RECORD Retain a copy with permit INSPE ON NO. PERMIT NO. CITY OF TUKWILA 'BUILDING DIVISION 6300 Southcenter Blvd.,. #100, Tukwila: WA 98188 �b( 431 -3670 Permit Inspection Request Line (206) 431 =2451 . Approved per applicable codes. COMMENTS: 1 1 \ PECTION FEE REQUI . Pridr to next inspection: fee must be i at 6300 Southcenter Blvd.. - uite 100. Call to schedule reinspection. i Corrections required prior to approval. . Pro' ct: Type f Inspection_, Address: 4 13 53 53",aw S. Date Called: Special Instructions: V 2 f r C� ( Date Date Wanted - — -( t� warm` p-rrl' Requester: Phone No: 2-06 — 242. —?S5 t � � aa -t 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 ' Approved per applicable codes. Corrections required prior to approval. COMMENTS: o OTrO ROSE r.iA ( 5Pol AC. 1r1/41S T 6 Date: 6- zO —i( ) r7 6 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be Id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: P,r� J / �/ � sS 64 s Type of Inspection: � p eC.� h '� C—<w .Id ( Andress: L 13530 53 AE.--__C Date Called: Special Instructions: Date Wanted: ' 0 _ ( 0 ` .m r .. m. Requester: Phone No: INSPECTION RECORD n (� '. Retain a copy with permit U0 - 1 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 E Approved per applicable codes. Corrections required prior to approval. COMMENTS: Ipspector ❑ $60. pai Receip t o.: O 7 Ta P t S e-tv,A, t 214/6 (14 /A Date t9 - 'Date: REINSPECTION FE REQUIRED. Pr' 'or to inspection, fee must be 6300 Southcenter vd., Suite 100. Call to schedule reinspection. Project: t ,6 /) 4 Pt ? !J r=fS5/4414 Type of Inspectipn: , Sp PC— n cid (' Address: J- /3.0o 53 itiAl, Date Called: Special Instructions: 04 23 q -2 ,..d i 4 Date Wanted: ` c' a.m. rc4' -rr1� Requester: Phone :'_I - �3 !3 7J 005 - f f� 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 Ei Approved per applicable codes. Corrections required prior to approval. COMMENTS: OTT 0 SFA)00( 7wSPcr*rFi') t• w CI, R c ipt No.: Dat .00 REINSPE TION FEE R�EQUIRED. Prior to inspection, fee must be d at 6300 Sout center Blvd., Suite 100. Call to schedule reinspection. Date: Project: DAit P rofysS )A Type of Inspection: 3 DP<.V i CAclew Address � � rd (.3 30 3 - . S Date Called _—. Special Instructions: Of 21,-- ( —vr li'` Date Wanted: - 7 - 2 r ? _(0 Requester: Phone ( . 2...11 -13 4 INSPECTION NO. INSPECTION RECORD Retain a copy with permit ,COI,- 116 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ' 1'• 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. r Corrections required prior to approval. 7 COMMENTS: - a_ I A %A l / p,lit i 4 077 0 ,t AIM tr Inspe ' r: Date: ! ._.. - 2 7 - -i(� ' $600 REINSPECTION E REQUIR . Prior to inspection, fee must be p Id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. R�f eipt No.: I Project: bA Pi 5sa w4 / Type of Inspection: __57- el eVe Address: /3 530 Av 5 Date Called: Special Instructions: 0U 7-02 Date Wanted: 7— -2 4 - /6 GO p.m. Requester: Phone No: & 0( - 24/2 - 6 5 INSPECTION RECORD Retain a copy with permit 4)(39"/ / 9 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 12- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. ❑ Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: I ecto 1 Recipt No.: 00 REINSPECTION F E REQUJRED. Prior to inspection, fee must be d at 6300 Southcenter Blvd., S ite 100. Call to schedule reinspection. Date / -2 ' O Date: Project: .d ,2 A 1).20 FSsiclAh L Type of Inspection: roar,✓( Address: /35- 30 '3 "la 5 Date Called: Special Instructions: Date Wanted: 7 - /S -/U a.m. EcIP Requester: Phone No: d 0 G - 2 f' -935-.5 INSPECTION RECORD R etain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per - applicable codes. COMMENTS:11 — 077 4 dd Sfdd Inspector: _/ 0 $b ' 00 R ` NSPECTION FEE REQUI ED. ° nor to inspection, fee must be pa* . at • 300 Southcenter Blvd., Suit _ 100. Call to schedule reinspection. Receip o.: Date: Date: Corrections required prior to approval. /� COMMENTS: (...,) // 41' L&5 /0 Jn/ A Aat (-,-- i ,, ) e , ,/9•x/' -v c I // --7/ o 4..), rthr( 7 . 1 /7t7 __ s - v. - / - ,L) ise-Q.,#: :..? , e , /.?("J'107 • U,A . l '/ a Jb1CS1/1i / OA/ 2/A174 f, 4 &t. /.00. g .cl+tiJ .,s iSS7ifc+ Date Called: Special Instructions: Date Wanted: '7— /3 —/0 a. a Requester: Phone No: 0.26C 1 /7.7- G373' Project: _ ,t1/? q PRO r`FS.S/Q e Type of Inspection: f ooTi'f4 Address: /3530 53 At/ 5 Date Called: Special Instructions: Date Wanted: '7— /3 —/0 a. a Requester: Phone No: 0.26C 1 /7.7- G373' INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Ve-- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. Date: 7 3 - / 00 REINSPECTION ` E REQUIRED. Prior to inspection, fee must be d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ipt No.: Date: o .,, t ,,,, . 55 .11 N)N 1N CITY OF' TUKWILA BUI'L--DI :�1/ 6300 Southcenter Blvd., #100, Tukwila .'•1NA.48, 11 %.; . „.;3 Permit Inspection Request Line (206) 4 3 V - 2 4 5 1 : (29 6) 3 67 Ts10,N RAE C CYR> Q� /� 4 ,R is ��A�� ` � .`i Ff/ E�� �s1� ear with n arco o h errn p,t� !{�' �_ ( f PERMIT,NO Project: CIRA A-4 CO. e- Address: 1 1 ■8 53o S3 19 S Special Instructions: Type of.Inspectiori: ' kir? Date Called: (alit( Date Wanted: ( Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. COMMENTS: nc..(re A Inspector: vS Date: to /6 / t r ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. . .i • • • COMMENTS: of tnj ,spectio Address: fc.d 3 /i1t`V Special Instructions: i irtae ir d HA Date Wanted) l Req e r: CdJ la "t 7 Y24 fa t4 &) ma "` c- PJNA4. k qiiAl k ~ LA , k, (L» II 912(I (I fJ( 1,4 . &iK.,„, !! --,- ! -- - 1)4 t4c'kA/' r 15 02.4 P r13 of tnj ,spectio Address: Date Call Special Instructions: y� Date Wanted) l Req e r: Ph ne Ne ' 31s— 1 I 1. ❑ Approved per applicable codes. 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) 431 -2451 Corrections required prior to approval. Inspector: Date: EINSPECTION FEE REQI ,FRED. Prior to next inspection. fee must be p id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. di/e d0Comez...tS (CCuo ✓ e,( i`�"�or 17 l ( COMMENTS: - Curb t 6 r Sec i�rts 1-1-)a-4- are- bRa n Project: Type of Inspection: /� 9-� (i)Vf,1`.., < ,. ,, CCA Address: Date Called: ! ?' a I ( f ? � .iO /�ve- S Special Instructions: Date Wanted: r ' f r r Requester: Phone No: • • INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: Date: / / ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: Date: • • INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: Date: / / ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: Date: COMMENTS: Type of Inspection: . -. S(lrtetpAI L Vol s }vu red or Frfdet _ PI S`h 4o c:41 sgrA/lot ayes - C4'o e, _ Q d'ri i> A„ J 0 (to+jcery( 4 ,o cu-rb 4/10 lx.,- r. se. ft;e Were_- 19,07k-4r in half &Jo4.16eI dd�,f_ eon+ro r .4-11 0.4 .ej u..; t ( need ,ICU refl a r e rf • itt, fq- i fPY1 l'e.- ezt rf® _sec (ens were__ -den ' 1 _ 0 crc.- - etn6A �o ��, ��1 . y � � 14:f rt � - - 4-2 r- - a./fP\.Nir (o ri rro tc/ a _ _ - 1 Project: Type of Inspection: . Address: 13 __ .S- ilut., 5 11 Date Called: N Special Instructions: Date Wanted: f i s i I( Requester: Phone No: 015 • INSPECTION RECORD Retain a copy with permit INSPECTION NO: PERMIT NO: • CITY Of TUKWIL-A. DIVISION. 6300 Southcenter Blvd. #1'00, WA 98188 • .•.(206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 _ • • Approved per applicable codes. Corrections required +prior to approval. 'Inspector: Date: lit( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be . paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection; COMMENTS: Type of Inspection:_ FL.H Flashed 4" D.1-. -rite, vj?(A (/) •cs L( as ii/le- 41% FOc- line dr IC vim in . ill synod( arrow debris tai's - roiMof it 4ii. rya - 1 8 ,, a re, -clash corrir ed , pipe be d elorrs 4re&. gs *4J ue_ -k) ' . 1 -& Ws-fin in fle SfrE s (&1- d . ;;r,;, -�, p.m :: Requeste,c; n 1 Phone No: Project: bK4 Pco ' e5Slo i 04 Type of Inspection:_ FL.H Address: • � - c Ave ± S Date Called: 11 _, ._ 7-s.! t. I — — .r- Special Instructions: Date Wanted': I1 (15_1I ;;r,;, -�, p.m :: Requeste,c; n 1 Phone No: . INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100 Tukwila. WA 98188 • (206) 43,1 -3670 Permit Inspection Request Line (206) 431 -2451 i Approved per applicable codes. a Corrections required prior to approval. Inspector: 'JS IDate: I REINSPECTION•FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. -- b. • COMMENTS: Type of Inspection: - — &" 3 . -. sh..6 -From 1454- Fred -y (io!irJio) tabs picked of ar I (r,m l• l,) pre ctn.) Ore hydra ni- tUlr W.I4A i III r ,t s loi ei(Aron(. Pi je , S (e,fracned _IA?;-1—A over 1, 9 Ai' coa'fed ( O 5 . - _ f _ rg4 n LW S --- 1 on f c -t,,4 frvr4 - tin 1eaJz S - OOH. 4 - IL(...k- i (1. 14 n4 u)a le-rf ort yAra a !i d 1 Ttfe Special Instructions: • Date Wanted: 1o(2.1, Project: *Q- lq Q 4 L� '1 a- I Type of Inspection: Address: 135 . 53 Aim- & Date Called: • 10 1-7- 0 • : • t. Special Instructions: • Date Wanted: 1o(2.1, Requester: (nj' •. Phone No: INSPECTION NO. INSPECTION` RECORD Retain a copy with permit IC • DO PERMIT N0. : CITY TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Approved per applicable,codes. 0 Corrections required prior to approval!' - 'Inspector: Date: ( 0 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. COMMENTS: - • Type of Inspection: Spee—r Tar 5 Loa .s ors -s i-fe. -1.c>et Ady 4-. 14MA 4-ap -file- 6" Set ii i _,P- tie, e iiw Pi re., In oir4e14 A s 1, i V-1( u ct s 41 4 e 4" settric-e. fee,41,1 414 49 .y<1--.6.,en . .13,1-1- , 4.4 id cf.,. 141a de o r)4 o _ r-i41 A" 'Mi. 01 rA t ..) . 3-.14-% hf.S _4!i • . fefi.k-s . ThrfAs-i 10/ocie S fbared . 4.,ea pp -R c, ..54 A to bie .4 2A4 5'rd, __ cl-r reel eptiv_ay , .. 0 , - AA I to pa4c/4' +tie roctot- Project: . T)r Prtlfre s (of e.- i Type of Inspection: ' Address: .30__ sa nue— S Date Called: , 1 0 [mita_ ,. Special Instructions: . . Date Wanted: . /Off 5 1/6 :• ''' , - • Requester: g c Ay • Phone No: • • ,.„) Approved per applicable codes. • r • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO, •;.. • CITY 0 TUKWILA BUILDING DIVISION. 6300 Southcenter Bpd., #100, Tukwila. WA 98188 (206)431-3670 Permit Inspection Request Line (206) 4312451 . • a Corrections required prior to approval.. 'Inspector: !Date: fol(5-110 r7 REINSPECTION FEE REQUIRED. Prior to next inspection. feemust be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. V 1 • ocr Project: ... t g.JA Peecsron,J Type of Inspection: 1 _.SC, I Address: C3 3e !,c At/i__. 5 Date Called: to i 4- PO Special Instructions: _ Date Wanted: _-__ ill 1 4-10 a.m, • Requester: (ataty cu Phone No: Ssc INSPECTION RECORD Retain a copy with permit INSPECTION Na PERMIT NO. CITY OF:TUKWILA BUILDING DIVISION • 6300 SOUthcenter Blvd., #100, Tukwila. WA 98188 (206) 431=3670 Permit Inspection Request Line (200 El Approved per.applicable codes. W WI° Corrections required to approval. COMMENTS: b45- lott r (( yid riewteei - S-(1+ ,-CrAce. iud ofk-er s 1» p14c.e F )(Ale d Inspector: 'Date: I /0(1 //0 ri REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectiOn. ct: Proje 4 Pf • • �5S(t'nn,i Type of Inspection: ,S 5 -ST) • . Address: 140, S Date Called: / zit rig r Special Instructions: . _ Date Wanted: • a(ztINv Requester: 941/kilie Phone No: INSPECTION NO. ...- INSPECTION RECORD Retain a copy with permit t o 1 PERMIT N0: CITY. OF TUKWILA BUILDING DIVISION : • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (2(56) 431 - 3670'...;: • Permit i:r spection Request Line (206) 431 =2451 • • DApproved per applicable codes. Corrections required prior to approval. 5 17 COMMENTS: (C ( t1o'- "ppc,iA -t- - ebt lint ronile /4 -.0.0J -I.Ca g4 l /Y1 OK bnr -4 ;l1 4," ioC /C ea npiee p„( pk. 14 5hA J . - - IJ)4 —I- '. r_ +7 a, - in- Ok TO b4e4.il - NO 1!74.a9.< v i t p,fer yeAr- Inspector: s IDate: OA ifC) n REINSPECTION FEE REQUIRED. Prior to next inspection, fee' must be . paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: -- Cvf ft cc0r Sc+ CB 2 (pe ll , 54') t4 C nn -H o eri U O N N -4l , to i 44' ■ 54 .s - c'a f I7' C Pt P- b ( ccrr14 4oMc)rrarr cAn� 414 fc.i h ocx-F -f In.e tr . to il \ n-l orev) Special Instructions: Date Wanted: 0 7/r a. f 10 �a '' Cp.m% Requester: I C K �c f P Project: 1 A Type of Inspection: 51> Ad ress: /3536 34✓e S Date Called: OM q//a Special Instructions: Date Wanted: 0 7/r a. f 10 �a '' Cp.m% Requester: I C K �c f P Phone No: Ot 0 INSPECTION NO. INSPECTION RECORD P ®ail: Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ['Approved per applicable codes. Dog - 110 PERMIT NO. (206)431 -3670 ?, 4 /73- x,3773 Cacti Corrections required prior to approval. • Inspector: `)S Date: 7024 1 ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: CQMN!,ENTS: •, 4 Pct , t , ,,,; , el k�-r Type of Insppection: Address: i 7 i' (1 Suite #: _ 2 <. c Contact Person: Special Instructions: o Permits: Phone No.: .) V • � � .�. S !: ,— / : C . i V e r i !l V.-- i !. �,.� a aw l a t" - ' � .1 J „, - Tr i ,. ? +r 1 1:4,4, ... •1, - _ t t i - J .. 14) Li' /V.& �+� C � C 4 ?,. , {_' �.t' ) ,i_' � '�"�_.�. - ". 1 .- "(1.--:.� -4 Project: r`' w A ),, •, 4 Pct , t , ,,,; , el k�-r Type of Insppection: Address: i 7 i' (1 Suite #: _ 2 <. c Contact Person: Special Instructions: o Permits: Phone No.: Needs Shift Inspection: "-- Sprinklers: `T Fire Alarm: ,' Hood & Duct: ;L-' Monitor: --' p s Pre -Fire: o Permits: Occupancy Type: 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 INSPECTION NUMBER proved per applicable codes. Inspector: Date: / y,, 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 Word /Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit 001 110 CITY OF TUKWILA FIRE DEPARTMENT Attn: Company Name: Address: City: I State: Zip: 6/11/10 PERMIT NUMBERS Corrections required prior to approval. T.F.D. Form F.P. 113 Z COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Type ofinspection: Address: i j. Suite #: >> f G J I t - A ffj -, ( I •- Phone No.: Project: Sprinklers: Fire Alarm: Hood & Duct: Type ofinspection: Address: i j. Suite #: >> =; ic.rF Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 INSPECTION NUMBER CITY OF TUKWILA FIRE DEPARTMENT Approved per applicable codes. IN RECORD Retain a copy with permit 1)04- /10 t) 7; ,br -- /3 O ' T r a ! PERMIT NUMBERS Corrections required prior to approval. Inspector: --C, 5 (9 Date: `; / 72i/ ,' / '1 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: I State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 COMMENTS: Sprinklers: Type of InsDee tion: ,..,,:.,. . /,...-r -. = j•rr -- - Lt.. s Address: /2,5 ; Suite #: s,,,p Ale 5. Contact Person: i i-;..0 i cJLJ f t... 142., w y`z. v; ,;.-. /...;.- r— ,..a,—/ 4 rp firY1J` y ':* /5 / r � V a/ ..•• • I. CL -.,L, ./ !„M L_ I /'•, l li a / . iv Y✓. , U .MC jL 4 " ,, , ... „) ox,, ,. - , . kteA:r ; y/ car r. r .. 4 7wv /Y. H 4../44- - -{Gc-)'] Of 4. cif (..n . 1 .. ...,. q i G .L 1ve - i . ),. . • Project: D MA Sprinklers: Type of InsDee tion: ,..,,:.,. . /,...-r -. = j•rr -- - Lt.. s Address: /2,5 ; Suite #: s,,,p Ale 5. Contact Person: Special Instructions: Occupancy Type: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & D uct: _ Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER 4 Andover Park East, Tukwila, Wa. 9818 206- 575 -4407 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Inspector: .rot PA Date: ;lq //i Hrs.: /. $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 r;” 37,z 77 ,o--5 :94-s /.,. •* 7- e PERMIT NUMBERS Corrections required prior to approval. T.F.D. Form F.P. 113 a COMMENTS: d ve a . .r- , f /arm a`v c, L it 01, Fire Alarm: (G0e/v Address: ) - 57, Suite #: S 3 , i A v-e 5 - ContaPerson: .L / . ( 2/c' 4 / v i e i ( Z /sN , $ /e', . , (__0,Joiv (vd1'/ C , ) -Pair kOr41 1 I6 vek , -.)4L .e 1ocr • va ii■;ci /%-r - V A 5P uw�i. t rr o -1' o lt t -- c c e / / a C -e f /( � ( / � ry I ' b 4. 1 t, e , — ]x'..4[9 10 ., ■,2 tt 1 .1 4je_t 0 Go W v y 4 1L.' r c. 1 p / 4964II CA 5 pa c ,P - - -,-/1 q gok iv, 's 7 2 -mac /4 0 - f 4 ,n .1 " /'J tF, r10 flc iro h€ ,,A 4 o/ rYiG - 10 Aca..Q --- Jpt. 413 <o,.1 'av ;* cocac,lYcAc1 4 - C ern GrOl Vag tOt a-. Project: n , 1 Sprinklers: Type of In pection: I tit/ 6/o p Fire Alarm: (G0e/v Address: ) - 57, Suite #: S 3 , i A v-e 5 - ContaPerson: .L / . Permits: Special Instructions: Phone No.: 25 - 06, s ---- ,-e..) g $ /e', Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: • Monitor: . Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT plc- -2 7 -2 7Z -T7 // 5 05 - 11,E - (r 4 - r,+/4 PERMIT NUMBERS 444 Andover Park East Tukwila, Wa. 98188 206 - 575 -4407 y Approved per applicable codes. In C� vc spector:`4 i-wA P t 5 Date; ' j/ /, /,/ Hrs.: 7, c� • $80.00 REINSPECTION FEE REQUIRED, 3 You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc Corrections required prior to approval. 1/13/06 T.F.D. Form F.P 113 I NITIAL TEST I PASSED/6 FAILED 0 DC'VA / WA CHECK VALVE P10.1 LEAKED ❑ . - '� P SID DCVA / RPRA CHECK VALVE NO.2 LEAKED ❑ o 1- �i PSID Enti OPENED AT PSIC . PV RA/SV BA AIR INLET OPENED AT P51D #1 CHECK PSID DID NOT OPEN 0 AIR GAP OK? `CLEAN ` CL.tiMN NEW PA AND REPAIRS ' TEST xEI1ACE ❑ ❑ ■ 0 0 0 0 PAir ar:PIACIK 0 a 0 ❑ ❑ 0 ❑ ❑ PApr WWI vr?rrwt'E ❑ 0 CI ❑ ❑ 0 0 rare CHECK VALVE HELD AT PSID --- LEAKED • CLEANED ❑ REPAIRED ❑ AFTER REPAIRS PASSED ❑ FAILED 0 LEAKED IN PSID LEAKED ❑ PSID OPENED Al' PSID ( AIR INLET PSID #1 CHECK PSID CHIC VALVE PSID Sep 12 11 11:30a Landmark / Mark or Elisa Woodland Gardens 253 - 881393 253 - 840 -1157 Woodland Gardens Construction, INC. 253 -405 -0888 BACKFLOW PREVENTION ASSEMBLY TEST REPORT NAME OF PREMISE A a 01_44 L / 'L'JGO/,A/ Coopucrdidig R O SERVICE *DORMS /35 . S" 3 rd /Ad s CCTV , r t JJ 4 ZIP C h n5"3 CONTACT PERSON PHONE ( ) FAX ( ) LOCATION OF ASSENIRLY 4 „Veg o , Q f' rn.vk PREMISE ISOLATION ler) IN- PREMISE ISOLATION DOWNSTREAM PROCESS Z .1 a• 4 1 ?t-' DCVA IY'„ RPIIA 0 PVIIA 0 OTHER NEW INSTALL XISTINC ❑ REPLACEMENT ❑ 01.D SEE. N PROPER INSTALLATION' YE.Y &N[) ❑ MAKE OF ASSEMBLY 1,/ /LICJ..h.. MODEL 9s SERIAL NO. / 9 8 am. SIZE IJ AIR GAP INSPECTION: Ramiro, minimum air gap scpmrativa pmvided7 Yes 0 REMARKS: TESTERS SIGNATURE: CONFINED SPACE ? �Jt) No 0 Deloctor Meter Itendlag LINE PRESSURE /2-01 cf CERT. NO. 83354 DATE i . I) TESTERS NAME PR N TE D: JASON ANDERSON TESTERS PHONE Ir ( 253 ) *35 -0888 REPAIRED IIY: DATE FINAL TEST RY: CERT. NO. DATE CAURIIATION DATE GAUGE 107070431 MODEL MS SERVICE RESTORED? YES kif NO 0 I molly rhea rhis report it accurate, am I Aare ased WAC ldl -3 -d9Da pear svl rest aware& and rest cprdpuncut RECEIVED SEP 21 2011 TUKWILA PUBLIC WORKS p.1 a • T.S1 p. 1 ERSICO ROOFING SYSTEMS VersiWeld TPO /VersiFleece TPO /VersiFlex PVC MEMBRANE MATERIAL WARRANTY Subject to the following terms and conditions, Versico, a division of Carlisle Construction Materials Incorporated, warrants to the Buyer that the Versico membrane material (MEMBRANE) will not prematurely deteriorate to the point of failure because of weathering for a period of ten (10) or fifteen (15) years for 45 -mil membrane or greater or twenty (20) years for 60 -mil membrane or greater from the date of sales if properly installed, maintained and used for the purpose for which Versico intended. If upon inspection by Versico, the Membrane shows premature deterioration because of weathering within the designated warranty period stated herein, Versico's liability and Buyer's remedies are limited at Versico's option to the providing of repair material for the original Membrane or credit to be applied towards the purchase of a new Membrane, the value of these remedies being determined by Versico based upon the number of remaining months of the unexpired warranty used to pro -rate at the current prices for the Membrane. The maximum pro -rated value allowed by Versico for repair or credit shall not exceed the original Membrane purchase price. To validate this warranty, the registration information must be completed by the owner and mailed along with the copy of the invoice clearly indicating the material purchased within 10 days after the date of sale. Buyer shall give Versico notice of a claim under this warranty within thirty (30) days of discovering any premature deterioration of the membrane. Any claim under this warranty must be made in writing within the designated warranty period from the date of sale and must include a sample of the membrane for evaluation and response at the owner's expense. This warranty refers to the deck membrane material only. Flashings, adhesives and other accessories contained in a membrane system are not covered by this or any other warranty, express or implied. Versico shall not be responsible for the cleanliness or discoloration of the membrane material caused by environmental conditions including, but not limited to, dirt, pollutants or biological agents. Versico shall have no liability under any theory of law for any claims, repairs, restoration, or other damages including, but not limited to, consequential or incidental damages relating directly or indirectly, to the presence of any irritants, contaminants, vapors, fumes, molds, fungi, bacteria, spores, mycotoxins, or the like in the building or in the air, land or water serving the building. NO REPRESENTATIVE OF VERSICO HAS AUTHORITY TO MAKE ANY REPRESENTATIONS OR PROMISES EXCEPT AS STATED HEREIN. VERSICO DOES NOT WARRANT PRODUCTS UTILIZED IN AN INSTALLATION, WHICH IT HAS NOT FURNISHED; AND SPECIFICALLY DISCLAIMS LIABILITY, UNDER ANY THEORY OF LAW ARISING OUT OF THE INSTALLATION AND PERFORMANCE OF, OR DAMAGES SUSTAINED BY OR CAUSED BY, PRODUCTS NOT FURNISHED BY VERSICO. THERE ARE NO WARRANTIES EITHER EXPRESSED OR IMPLIED, INCLUDING THE IMPLIED WARRANTIES OF MERCHANTABILITY AND FITNESS FOR A PARTICULAR PURPOSE, WHICH EXTEND BEYOND THE WARRANTIES CONTAINED IN THIS DOCUMENT. VERSICO SHALL NOT BE LIABLE FOR ANY INCIDENTAL, CONSEQUENTIAL OR OTHER DAMAGE, INCLUDING BUT NOT LIMITED TO, LOSS OF PROFITS OR DAMAGES TO A STRUCTURE OR ITS CONTENTS UNDER ANY THEORY OF LAW. THIS WARRANTY IS NOT TRANSFERABLE OR ASSIGNABLE. 3057432 VERSICO VERSIWELD TPO /VERSIFLEECE TPO /VERSIFLEX PVC MEMBRANE MATERIAL WARRANTY Detach here and return completed form along with a copy of the bill of sale or invoice for the membrane to: VERSICO P.O. Box 1289 • Carlisle, PA 17013 DATE OF SALE. 30 -r ZO. 201( Attn: Warranty Services Department �- -� t Building Owner's Name: PRAT E.J L LC . Building Owner's Address: bO ) EAST SU//sET (MAY - 3S aU.N,WA• V5027 Address and Location of Building. s--3e1> AVE .SOUTI4 T U KWIL.4 , WA 9 tf Building Owner's Telephone Number: (ZO ) G 98 -1282 Cont'tct• D. lcl/Q.T A/g C OL KA2 � uL Y 2R, 201/ Date Project Completed: Roofing Contractor's Name. g 1 in t � !\ Roo - 6 91, r.t'1'11X. ien YI; °yl/ , y► n 7 Roofing Contractor's Address. c D 60 / ! J row i rd / i fl fft° t iJI'f 9 g / Type of Membrane: (circle one) VersiWeld TPO or VersiFleece TPO ❑ 45 -mil ® 60 -mil ❑ 72 -mil ❑ 80 -mil VersiFlex PVC ❑ 50 -mil ❑60-mil ❑ 80 -mil Warranty Requested: 10 year 45 -, 50 -, 60 -, 72 -, or 80 -mil 15 year 45 -, 50 -, 60 -, 72 -, or 80 -mil 20 year 60 -, 72 -, or 80 -mil Size of Project: �O Sq Ft 3057432 602353 03/10 CARE & MAINTENANCE INFORMATION The following items of maintenance information are not complete or exhaustive but are recommended for a single -ply roofing system. 1) Clogged drains should be avoided to insure equal load across your structure. 2) Ponding water that does not dry in 48 hours after a rain could cause damage to the roofing system. (The building owner is responsible for installing roof drains that meet this requirement. This includes new construction, reroofing, and structural distortion or sag requiring drain addition, relocation, or addition of tapered insulation.) 3) Petroleum products, if allowed to stand on the membrane, will have an adverse effect and may degrade the surface of the membrane. Keep all petroleum products off the membrane (solvents, greases, oils, or any other liquid containing petroleum). 4) Kitchen waste should not be exhausted onto the roof surface. They could reduce the life of your roof. 5) Foot traffic should be kept to a minimum. Any areas which require normal maintenance during a 30 -day period should have walkways to and from, as well as in the work area. 6) Under no circumstances should roofing cements be used in conjunction with the membrane. 7) Areas such as counterflashings, curbs, and pipes should be kept sealed at all times. 8) If a leak occurs, don't assume that it is the membrane. Leaks are often the result of curbs skylights, hatches, metal work, or plumbing problems. Carefully survey the problem first. 9) If any new installation is required on your roof, contact your preferred roofing company for a recommendation as to how the unit is to be tied in to your existing roof. New work should be completed by an Authorized Versico Contractor familiar with membrane systems. General maintenance trades working on your rooftop units, doing plumbing, welding, soldering, and other work, must use care and protection or they will could damage your roof. This type of damage is the owner's responsibility and not covered by the membrane warranty. Versico P.O. Box 1289 Carlisle, PA 17013 1- 800 - 992 -7663 H U N -3 E R SECTION 07222 POLYISOCYANURATE ROOF INSULATION Display hidden notes to specifier. (Don't know how? Click Here) Copyright 2005 - 2011 ARCA T, Inc. - All rights reserved PART 1 GENERAL 1.1 SECTION INCLUDES A. Flat Polyisocyanurate Roof Insulation. 1.2 RELATED SECTIONS A. Section 07200 - Building Insulation. B. Section 05300 - Metal Deck. C. Section 06114 - Wood Blocking. D. Section 06150 - Wood Decking. E. Section 07260 - Vapor Retarders. F. Section 07510 - Built -Up Roofing. G. Section 07520 - Cold Applied Bituminous Roofing. H. Section 07530 - Electrometric Membrane Roofing. I. Section 07540 - Thermoplastic Membrane Roofing. 1.3 REFERENCES A. ASTM C 209 - Methods of Testing Insulating Board, Structural and Decorative. B. ASTM C 518 - Standard Test Method for Steady -State Thermal Transmission Properties by Means of the Heat Flow Meter Apparatus C. ASTM C 1289 - Standard Specification for Faced Rigid Cellular Thermal Insulation Board. D. ASTM C 1303 - Standard Test Method for Estimating the Long Term Change in the Thermal Resistance of Unfaced Closed Cell Plastic Foams by Slicing and Scaling Under Controlled Laboratory Conditions. 07222,1 E. ASTM D 312 - Standard Specification for Asphalt Used in Roofing. F. ASTM D 1621 - Test Methods for Compressive Properties of Rigid Cellular Plastics. G. ASTM D 2126 - Test Method for Response of Rigid Cellular Plastics to Thermal and Humid Aging. H. ASTM E 84 - Surface Burning Characteristics of Building Materials. I. ASTM E 96 - Test Method for Water Vapor Transmission of Materials. J. ASTM E 108 - Standard Tests Method for Fire Tests of Roof Coverings. K. ASTM E 119 - Standard Test Methods For Fire Tests Of Building Construction and Materials. L. CAN /ULC S770 - Standard Test Method for Determination of Long Term Thermal Resistance of Closed Cell Plastic Thermal Insulating. M. FM Approval Guide - FM 4450 Approval Standard - Class I Insulated Steel Roof Decks. N. FM Approval Guide - FM 4470 Approval Standard - Class I Roof Covering. O. UL 263 - Fire Tests of Building Construction and Materials. P. UL 790 - Tests for Fire Resistance of Roof Covering Materials. Q. UL 1256 - Fire Test of Roof Deck Constructions. 1.4 SYSTEM DESCRIPTION A. Performance Requirements: 1. UL Assemblies: a. Component of Class A Roof System - UL 790. b. Hourly Rated P series roof assemblies (UL 263 foam core only) P 225, 230, 232, 259, 508, 510, 514, 519, 701, 713, 717, 718, 719, 720, 722, 723, 724, 727, 728, 729, 730, 732, 734, 735, 739, 801, 814, 815, 818, 819, 823, 824, 826, 827, 828, 832. c. Insulated metal deck assemblies - UL 1256 (nos. 120, 123). 2. Factory Mutual: a. FM 4450 Class I Insulated Steel Roof Decks (Foam Core Only). b. FM 4470 Approval Standard - Class I Roof Covering (Foam Core Only). c. FM Class 1 approval for steel roof deck constructions, Class 1 Fire and 1 -60 and 1 -90 windstorm classification (FM 4450). B. Physical properties (Foam Core Only): 1. Compressive Strength: ASTM D 1621 and ASTM C 1289, Type II, 20 psi (138 kPa) minimum for Grade 2 and 25 psi (172 kPa) for Grade 3. 2. Dimensional Stability: ASTM D 2126, 2 percent linear change (7 days). 3. Moisture Vapor Transmission: ASTM E 96, < 1 perm ((57.5ng /(Pa s m2)). 4. Water Absorption: ASTM C 209, < 1 percent by volume. 5. Service Temperature: Minus 100 degrees to 250 degrees F (Minus 73 degrees C to 122 degrees C). 1.5 SUBMITTALS A. Submit under provisions of Section 01300. 07222 -2 B. Product Data: Manufacturer's data sheets on each product to be used, including: 1. Preparation instructions and recommendations. 2. Storage and handling requirements and recommendations. 3. Installation methods. C. Shop Drawings: Roof plan showing slopes, layout of boards and fastening patterns. D. LEED Submittals: Provide documentation of how the requirements of Credit will be met: 1. List of proposed materials with recycled content. Indicate post- consumer recycled content and pre- consumer recycled content for each product having recycled content. 2. Product data and certification letter indicating percentages by weight of post- consumer and pre- consumer recycled content for products having recycled content. 3. List of proposed materials demonstrating that each material was extracted, harvested or recovered, as well as manufactured within 500 miles of the project site. E. Verification Samples: For each finish product specified, two samples, representing actual product. 1. Submit 6 by 6 inch (152 mm by 152 mm) samples of each board type required. 2. Submit samples of each fastener type required. F. Manufacturer's Certificates: Manufacturer's certification that materials meet or exceed specification requirements. 1.6 DELIVERY, STORAGE, AND HANDLING A. Store products in manufacturer's unopened packaging until ready for installation. B. Stack insulation on pallets above ground or roof deck. C. Slit or remove packaging to permit ventilation and cover with breathable tarpaulin or other suitable waterproof coverings. 1.7 PROJECT CONDITIONS A. Maintain environmental conditions (temperature, humidity, and ventilation) within limits recommended by manufacturer for optimum results. Do not install products under environmental conditions outside manufacturer's absolute limits. B. Do not install insulation on roof deck when water of any type is present. Do not apply roofing materials when substrate is damp or wet or when proper adhesive temperature cannot be maintained. 1.8 COORDINATION A. Coordinate work with installation of roof covering and associated roof penetrations and counterflashings installed by other sections as work of this section proceeds. PART 2 PRODUCTS 2.1 MANUFACTURERS A. Acceptable Manufacturer: Hunter Panels, which is located at: 15 Franklin St. ; Portland, ME 04101; Toll Free Tel: 888 - 746 -1114; Tel: 207 - 761 -5678; Email: 07222 -3 2.2 MATERIALS request info (schenkem(a�hpanels.com); Web: www.hunterpanels.com B. Requests for substitutions will be considered in accordance with provisions of Section 01600. A. Felt -Faced Foam Roof Insulation: Flat H- Shield; closed -cell polyisocyanurate foam core and bonded to fiber- reinforced facers on both sides; conforming to ASTM C 1289, Type II, Class 1 with square edges. 1. Blowing Agent: Zero ODP, 3rd generation. 2. Fire Ratings: a. UL 1256, No. 120 and 123. b. UL 790 (ASTM E 108), Class A. c. UL 263 (ASTM E 119). d. FM 4450/4470, Class 1. Fire Rating. 3. FM Approval, Wind Uplift Classification: 1 -90. 4. Compressive Strength: 20 pounds per square inch (138 kPa) Grade 2. 5. R Value: Provide Insulation with LTTR (Long Term Thermal Resistance) in accordance with ASTM C 1289, Annex Al. Minimum thickness of panels shall be as follows: a. Thickness 3.50 inch (89 mm), R Value 21.70, flute spanability 4 -3/8 inches (111.13 mm). 2.3 ACCESSORIES A. Approved Fasteners: Appropriate for purpose intended and approved by FM Approvals and system manufacturer; length required for thickness of insulation material and penetration of deck substrate, with distribution plates if required. --� B. Base Ply: As recommended by membrane manufacturer. C. Asphalt Bitumen: ASTM D 312, Type III, or Type IV. 1. Use only on approved board insulation types. 2. Provide with labels indicating flash point, softening point, finished blowing temperature and equiviscous temperature. D. Cant Strip and Tapered Edge Strip: Standard machine cut perlite or wood fiberboard strips in sizes indicated or required. PART 3 EXECUTION 3.1 EXAMINATION A. Do not begin installation until substrates have been properly prepared. B. Examine roof deck for suitability to receive insulation. Verify that substrate is dry, clean, and free of foreign material that will damage insulation installation. C. Verify that roof drains, scuppers, roof curbs, nailers, equipment supports, vents, and other roof accessories are secured properly and installed in conformance with drawings and submittals. D. Verify that deck is structurally sound to support installers, materials, and equipment .-- without damaging or deforming work. E. If substrate preparation is the responsibility of another installer, notify Architect of unsatisfactory preparation before proceeding. 07222 -4 3.2 PREPARATION A. Clean surfaces thoroughly prior to installation. B. Prepare surfaces using the methods recommended by the manufacturer for achieving the best result for the substrate under the project conditions. C. Apply vapor barrier and or retarder, as specified by the Architect or required by the local building code, to decking prior to installation of insulation. 3.3 INSTALLATION A. Install specified insulation in accordance with manufacturer's latest printed instructions and as required by governing codes and Owner's insurance carrier. B. Do not leave installed insulation exposed to weather. Cover and waterproof immediately after installation. C. Seal exposed insulation joints at the end of each day. Remove seal when work resumes. D. Remove installed insulation that has become wet or damaged and replace with new solid and dry insulation material. 3.4 CLEANING A. Remove trash and construction debris from insulation before application of roofing membrane. 3.5 PROTECTION A. Protect installed products until completion of project. B. Protect installed insulation traffic by use of protective covering materials during and after installation. C. Cover the top and edges of unfinished roof panel work to protect it from the weather and to prevent accumulation of water in the cores of the panels. Only apply enough Cool -Vent per day that can be covered by a number 15 or 30 pound (16.8 k or 13.6 k) roofing felt and approved shingles. D. Do not leave panels exposed to moisture. Wet panels shall be removed or allowed to completely dry prior to application of vapor barrier and /or roof covering. E. Repair or replace damaged products before Substantial Completion. END OF SECTION 07222 -5 April 6, 2011 City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila Washington 98188 -2544 Project: DRA Professional Center Permit Number: D09 -110 Address: 13530 53rd Ave S Job Number: 10 -0359 We herewith certify that we have completed the following special inspections. To the best of our knowledge, the work inspected was in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Reinforcing steel 2. Reinforced concrete 3. Structural steel fabrication /ultrasonic examination of welds 4. Structural steel erection (column base bolts) 5. Column base grout 6. Steel /wood beam connections 7. Holdown installation Sincerely, OTTO ROSENAU & ASSOCIATES, INC. e L. Parvin cc: Pratej, LLC fax c: HMS Commercial Construction, Inc. OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 - WBE W2F5913684 • WABO Registered Agency • Website: www.ottola Final Letter VED APR 0 6 2011 COMMUNtTY DEVELOPMENT OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 134890 Description: Steel Column to Wood Beam Connections Project: Address: Client: Inspector and Date John Reeder 3/30/2011 Copies to: X Client X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila Pratej, LLC Conforms CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: Remarks D -09-110 10 -0359 17000 SE 65"' PI, Bellevue WA 98006 On site to inspect the steel column to wood beam connections on 1 2 & 3rd floors. All of the connections were done with A307 bolts and are in a snug tight condition. The inspected work was found to be done as per City of Tukwila approved plans. X Owner /Contractor X Building Dept. Technical Responsibility: alter C. H nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Fonn No.: ADMIN- 100 -01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. s o Geotechnical Engineering, Construction Inspection & Materials Testing P 9 �� Report Number: 103302 Description: Installation of Holdown System, Column Base Plate Project: Address: Client: Inspector and Date Ross Bogle 1/21/2011 Copies to: X Client X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila Pratej, LLC The inspected work was found to be done as per approved plans. Conforms CONSTRUCTION INSPECTION REPORT Remarks X Owner /Contractor X Building Dept. Technical Responsibility: Permit Number: D -09 -110 Job Number: 10 -0359 Client Address: 17000 SE 65 PI, Bellevue WA 98006 Arrived on site for a reinspection of base plate for column at level 1. Repair to base plate done as per approved plans. I also inspected holdowns at both basement and level 1 and found them to be installed properly in accordance with approved plans and specifications. At basement, both HDU11 and HDU14 installed, and at level 1, line 4 at B.2, C, C.5, & D, line 3 at B.5 & C.5, and 2.5 at C line. Level 1 at grid lines A.9 and D.5 — HDU14, E at 3 & 3.5 — HDU14, line 2 at C.5 — HDU12, C.5 at 1.5 — HDU12, C.1 & C.2 on 1 — HDU11 and HDU14, and Bat 1 — HDU11. sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US — Fax (206) 723 - 2221 Form No.: ADMIN- 100 -01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 128637 Description: Structural Steel Fabrication Project: Address: Client: Inspector and Date Dusty Johnston 1/14/2011 Copies to: X Client X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila Pratej, LLC Conforms CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: Remarks X Owner /Contractor X Building Dept. Technical Responsibility: D -09 -110 10 -0359 17000 SE 65 PI, Bellevue WA 98006 At Monroe Welding, visual inspection was made of the welds on 4 roof handrail sections — 12A, 12Ax, 12B, & 12C. Welding performed by WABO certified welders (cards on file with fabricator) using AWS D1.1 procedures and found to be according to plan. 'ter C. ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN- 100 -01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Constwftion Inspection & Materials Testing ft eCe14 14°‘' .( NSTRUCTION INSPECTION REPORT .. Report Number: 127613 Description: Grout Under C. , r , Project: Address: Client: Pratej, LLC Inspector and Date Darren Reid 12/17/2010 Copies to: X Client X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila Conformance Pending X Owner /Contractor X Building Dept. Permit Number: D -09 -110 Job Number: 10 -0359 Client Address: 17000 SE 65 PI, Bellevue WA 98006 Remarks On site to inspect the application of non - shrink grout under column base plates and found that all grout had been placed prior to my arrival. Our inspection is therefore limited to what could be seen visually. The contractor appears to have placed Durabond non - shrink grout, #CRD -621, ASTM C1107, under 20 of 21 column base plates at grid lines A- E/2-4, level #1 and basement level. We can't verify the specified product was used but the contractor supplied paperwork for the Duragrout mentioned above. The column base plate at level #1, A/3, has grout placed beneath but grout does not appear to be bearing on concrete fully. The outer (2) bolts from column are affected and they are smaller than the others. Advised the superintendent that for column base plate bolts that did not have enough length for nuts to fully engage, washers to be placed per plans and engineer's direction. Contractor to review this situation with the engineer for correction /acceptance. Technical Responsibility: alt r C (sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN- 100 -01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0359 Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Ross Bogle Description /Location: Slab on grade at grid lines A to E/5 to 2. Reinforcing steel was inspected prior to concrete placement and was found to be as per approved plans. Resteel Verified: Yes 10/5/2010 Ross Bogle (Grade 60) Mfg: Nucor Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Placement Data Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1 -4 8:45 am Weather: Clear Date Samples Picked Up: 10/6/2010 Specimen Number 1 2 3 4 .= Discarded Tested in general accordance to: Copies to: Client ni Engineer r2 Building Dept ❑ Owner tg Contractor Batch Plant Architect ❑ Others Test Date 10/12/10 11/2/10 11/2/10 11/2/10 Corliss J15500B 5 " -6" 0.50 N/A 45 Pump No 3000 psi at 28 days. Field Cure CONCRETE REPORT Report Number: RC115207 Permit Number: D -09 -110 Age (Days) 7 28 28 28 Cubic Yards 22.00 15 gal. 6" Slump Range: 5 " -6" Air % Range: N/A Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Comments COMPRESSIVE TEST RESULTS ASTMC39 p ASTMC617 ❑ ASTMC1231 Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Design p Actual ❑ Batch Weights /Cubic Yard 517# Type: 1/11 1503# 896# 1/2" Slag (Ibs): 896# 3/4" Water Slump Added C 143 Technical Responsibility: Client: Pratej, LLC Address: 17000 SE 65th Place, Bellevue Date: 10/5/2010 268# 26 oz. GLENIUM 3030 Air% C 231 Conc.Temp C 1064 N/A 61 °F Ambient Tem p 55 °F REINFORCING / PLACEMENT: Conforms 0 Does Not Conform ❑ ASTM C31, Exclude C31- 10.1.2 Size Area Weight Max Load Strength Fracture Type (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 4 x 8 12.6 8.54 58,140 4610 4 x 8 12.58 8.56 66,060 5250 4 x 8 12.58 8.57 68,570 5450 4 x 8 12.58 8.61 68,700 5460 5 5 5 5 Project Manager NOV 11 2010 4V N' .\4.1 "1 Truck Ticket No. No. 148 53259 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 129175 Description: Structural Steel Fabrication Project: Address: Client: Inspector and Date Tom Maddock 11/1/2010 Copies to: X Client X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila NOV 2 9 2010 Pratej, LLC CONSTRUCTION INSPECTION REPORT COMMUN:T( Cyr :I ("JD. Permit Number: D - - 110 Job Number: 10 -0359 17000 SE 65 PI, Bellevue WA 98006 Client Address: Remarks At Monroe Welding Inc., performed visual inspection of fillet welded connections at (16) HSS 4 "x4 "x1/2" columns MK 5C, 6A, 6B, 7F, 8C, 8AR, 8AL, 9A, 9B, 9C, 10A, 10B, 10C, 11A, 11B, & 11C. These welded connections were in accordance with approved drawings including Monroe Welding Inc. drawings no. 5, 6, 7, 8, 9, 10, 11, and DCI's response by Steven S. Lidicker, PE dated 10/7/2010. Welds were performed by WABO certified welders Michael S. Mistal (certificate #W03141) and Christopher E. Russo (certificate #W09486) with workmanship per AWS D1.1 using ESAB Dual Shield 7100 Ultra electrodes. Conforms X Owner /Contractor X Building Dept. Technical Responsibility: ,‘ /% alter C -.'en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN- 100-01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 129177 Description: Structural Steel Fabrication Project: Address: Client: Inspector and Date Tom Maddock 11/2/2010 Copies to: X Client X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila Pratej, LLC Conforms CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Client Address: Remarks X Owner /Contractor X Building Dept. Technical Responsibility: D -09 -110 10 -0359 17000 SE 65 PI, Bellevue WA 98006 At Monroe Welding Inc., performed visual inspection of fillet welded connections at (7) HSS 4 "x4 "x1/2" columns MK 8B, (2) 7A, (2) 7B, & (2) 7. These welded connections were in accordance with approved drawings including Monroe Welding Inc. drawings no. 7 and 8, and DCI's response by Steven S. Lidicker, PE, dated 10/7/2010. NOV 2 9 2010 Welds were performed by WABO certified welders Michael S. Mistal (certificate #W03141) and Christopher E. Russo (certificate #W09486) with workmanship per AWS D1.1 using ESAB Dual Shield 7100 Ultra electrodes. It C. Hap ; Project Manager •.r r ' i , tT This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN- 100 -01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127170 Description: Structural Steel Fabrication Project: Address: Client: Inspector and Date Tom Maddock 11/4/2010 Copies to: X Client X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila Conforms CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Pratej, LLC Client Address: Remarks D -09 -110 10 -0359 17000 SE 65 PI, Bellevue WA 98006 At Monroe Welding Inc., performed visual inspection of fillet welded connections at (2) HSS 4 "x4 "x1/2" columns: (2) MK 7D. These welded connections were in accordance with approved drawings including Monroe Welding Inc. drawing no. 7 and DCI's response by Steven S. Lidicker, PE, dated 10/7/2010. Welds were performed by WABO certified welders Michael S. Mistal (certificate #W03141) and Christopher E. Russo (certificate #W09486) with workmanship per AWS D1.1 using ESAB Dual Shield 7100 Ultra electrodes. X Owner /Contractor X Building Dept. Technical Responsibility: nsen, Project Manager NOV .‘ 2 - : - 9 1 ;0 10 • T This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN- 100-01 (Rev 01/05) Job Number: 10 -0359 Report Nu Client & Owner 10 Contractor Project: DRA Professional Center Client: Pratej, LLC Address: 13530 53` Ave. South, Tukwila Address: 17000 SE 65 PI, Bellevue WA 98006 Date: 11/5/10 Technician: Isaac Ruoff / Level II lanai Indication Level Attenuation Factor Sound Path Length Depth Distance From X Distance From Y From Face 6ei Conforms Does Not Conform I Fabrication Shop ❑ Jobsite ITEM INSPECTED (Weld Location and Identification) Beam Bucket 4B 47 X Governing Code: ►5 AWS D1.1 2010 [ ] Other Instrument Mfg.: Krautkramer ORA # 0116 Procedure No.: ►5 NDT- OP -03- [ ] Other Model #: USN50[X] Serial # 007VR9 Transducer Mfg.: Krautkramer Deg. Size Frequency ►I Straight Serial # 00L5OF 0 1" 2.25 Mhz. e Shear Serial # 01T2FR 70 .75 "x.75" 2.25 Mhz. Calibration Block Type: ❑ IIW Ei DSC Couplant Type: Water Based Based @ • Oil • Other X Client & Owner X Contractor X Architect X Building Dept. X Engineer OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection ° Materials T__.:__ REPORT OF ULTRASONIC EXAMINATION OF WELDS Cosies to: This form is applicable to Statically and Cyclically Loaded Non - tubular Structures. AWS Section # 2 Parts B or C. Technical Responsibility: Page 1 of 1 NOV 2 9 2010 • it ter C ansen, Project Manager This eport applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: NDT -52 -03 LT (Rev 01/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127172 Description: Reinforcing Steel Project: Address: Client: Inspector and Date Tom Maddock 11/5/2010 Copies to: X Client X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila CONSTRUCTION INSPECTION REPORT Pratej, LLC Client Address: Performed reinforcing steel placement inspection at upper slab -on -grade at grid lines A to E from 1 to 2. The reinforcing steel was found to be placed in accordance with approved drawings including P5, S1.2 and S2.2 . Reinforcing steel is 60 grade from Cascade Mills. Conforms Permit Number: Job Number: Remarks i No v 2 J • o c(;_ ?410 D -09 -110 10 -0359 17000 SE 65 PI, Bellevue WA 98006 X Owner /Contractor X Building Dept. Technical Responsibility: alter . ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 OTTO - 4 - US - Fax (206) 723 - 2221 Fonn No.: ADMIN- 100 -01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127173 Description: Structural Steel Fabrication Project: Address: Client: Inspector and Date Tom Maddock 11/8/2010 Copies to: X Client X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila Conforms CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Pratej, LLC Client Address: Remarks G G 20, D -09 -110 10 -0359 17000 SE 65 PI, Bellevue WA 98006 At Monroe Welding, performed visual inspection of welds on HSS mechanical screen frame (1 MK 12A, 1 MK 12AX, and 1 MK 12B) and beam buckets (1 MK 4B and 1 MK 4C). These welded connections were in accordance with approved drawings including Monroe Welding Inc. drawings No. 12 and 4 and DCI Engineer's response by Steven S. Lidicker, PE, dated 10/7/2010 . Welds were performed by WABO certified welders Michael S. Mistal (certificate #W03141) and Christopher E. Russo (certificate #W09486) with workmanship per AWS D1.1, using ESAB Dual Shield 7100 Ultra electrodes. X Owner /Contractor X Building Dept. Technical Responsibility: er C. . nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN- 100-01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0359 Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Paul Kanikkeberg Description /Location: Slab on grade at grid lines A E/1 - 2. Resteel Verified: Yes 11/5/2010 Tom Maddock (Grade 60) Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: 3000 psi at 28 days. Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 -4 8:30 am Weather: Partly Cloudy Date Samples Picked Up: Specimen Number 1 11/15/10 = Discarded Tested in general accordance to: Copies to: Client P Engineer Building Dept ❑ Owner n Contractor Batch Plant Architect ❑ Others Placement Data Test Date Corliss J15500B 6" max. 0.50 max. N/A 33 Pump Yes CONCRETE REPORT Report Number: RC115457 Permit Number: D -09 -110 Time Cubic Made Yards 11/9/2010 Field Age Cure (Days) 7 11.00 Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): 51 Water Slump Added C 143 0 gal. 4 1/2" COMPRESSIVE TEST RESULTS Mfg: Cascade Actual ❑ 517# Type: I /II 1503# 896# 1/2" 896# 3/4" 260# 26 oz. GLENIUM 3030 Air% C 231 N/A 60 ° F Slump Range: 4 " -5" Air % Range: N/A Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms MI Does Not Conform [J Size Area Weight Max Load Strength Fracture Type (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 4 x 8 12.6 8.64 62,340 4950 ASTMC39 p ASTMC617 ❑ ASTMC1231 Technical Responsibility: Client: Pratej, LLC Address: 17000 SE 65th Place, Bellevue Date: 11/8/2010 Batch Weights /Cubic Yard Conc.Temp C 1064 Ambient Temp 41 °F Slag (lbs): ter ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 - 2221 Form No.: ADMIN -62 -04 (Rev 09/06) Truck Ticket No. No. 143 184521 Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0359 Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Rick Hardy CONCRETE REPORT Report Number: RC114054 Permit Number: D -09 -110 COMMUNT( Client: Pratej, LLC IDEVELOPtti Address: 17000 SE 65th Place, Bellevue Date: 9/24/2010 Description /Location: Walls and footings at grid lines 1 to 2/D to E; retaining wall. As per 9/S4.1, 6/S3.1, 5/S3.2. Resteel Verified: Yes 9/24/2010 Rick Hardy (Grade 60) Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Placement Data Required Strength: 4000 psi at 28 days. Sampling and Testing Data Time Cubic ASTM C 172, C 31 Made Yards Cast Samples: 1 -4 9:40 am Weather: Overcast Date Samples Picked Up: 9/27/2010 Specimen Number 1 10/1/10 2 10/22/10 3 10/22/10 4 10/22/10 = Discarded Tested in general accordance to: Copies to: Client (] Engineer En Building Dept ❑ Owner tn Contractor IN Batch Plant i Architect ❑ Others Test Date Corliss J15501ab 5" 0.38 5% +/- 1% 13 Pump Yes Field Cure 2.00 Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 0 gal. 4.5" Technical Responsibility: Actual ❑ Batch Weights /Cubic Yard 485# Type: 1/11 1206# 470# 1/2" Slag (lbs): 1393# 3/4" 100# 249# 21 oz. GLENIUM 3030, 6 oz. MBAE 90 Air % C 231 5.4% Age Size Area Weight Max Load Strength (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) 7 4 x 8 12.59 8.35 43,980 3490 28 4 x 8 12.61 8.35 56,050 4450 28 4 x 8 12.61 8.35 51,390 4080 28 4 x 8 12.61 8.32 52,640 4170 ASTMC39 p ASTMC617 ❑ ASTMC1231 Mfg: Cascade, Nucor Conc.Temp C 1064 71 °F Ambient Tem p 65 °F NOV 0 5 2010 Truck Ticket No. No. 120 17940 Slump Range: 5" Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31. Exclude C31 -101.2 Comments REINFORCING / PLACEMENT: Conforms I Does Not Conform COMPRESSIVE TEST RESULTS Fracture Type (other than cone) 2 5 5 5 alter H nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONC tETE REPORT Job Number: 10 -0359 Report Number: RC11535740 Permit Number: D -09 -110 Project: DRA Professional Center 1 � ~ Pro 4. J Client: Pratej, LLC Address: 17000 SE 65th Place, Bellevue Date: 9/21/2010 •• Address: 13530 53rd Avenue South, Tukwila • j CI" D Inspector(s): Darren Reid O` V w" G� Inspected reinforcing steel and concrete placement for pad footings at grid lines 1 /A -E and continuous footings at 1 -2 /A -E and also a pony wall located at 4 /B -D. The inspected work was found to be done per approved project documents. 8/19/2010 Anthony Allen (Grade 60) 9/20/2010 Joseph Chen Placement Data Description /Location: Resteel Verified: Yes Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: ASTM C 172, C 31 Corliss J15500 4" +/- 1" 25.5 Pump Yes 3000 psi at 28 days. Sampling and Testing Data Time Made Cast Samples: 1 -4 8:45 am Weather: Partly Sunny Date Samples Picked Up: 9/22/2010 Specimen Number 1 9/28/10 2 10/19/10 3 10/19/10 4 10/19/10 = Discarded Tested in general accordance to: Test Date Field Cure Cubic Yards 9.50 Age Size (Days) (in.) 7 4x8 28 4x3 28 4x8 28 4x8 Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 0 gal. 4" Actual LI 517# 1380# 1890# 3/4" 260# 13 oz. GLENIUM 3030 Air% C 231 N/A COMPRESSIVE TEST RESULTS ASTMC39 C ASTMC617 ❑ ASTMC1231 Mfg: Cascade, Nucor Copies to: Client [ I Engineer Building Dept 6/1 Owner [y; Contractor RJ Batch Plant Technical Responsibility: , Architect ! Others Batch Weights /Cubic Yard Conc.Temp C 1064 73 °F Ambient Temp 57 °F Slag (lbs): a s n, Project Manager Truck Ticket No. No. 111 52927 Slump Range: Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms 0 Does Not Conform [1 Area Weight Max Load Strength Fracture Type (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 12.6 8.64 62,370 4950 5 12.59 8.84 75,230 5980 5 12.59 8.85 82,590 6560 5 12.59 8.84 82,250 6530 5 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 ' OTTO ROSENAU & ASSOCIATES, INC . Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0359 Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Ross Bogle Description /Location: Slab on grade at grid lines A to E/5 to 2. Reinforcing steel was inspected prior to concrete placement and was found to be as per approved plans. Resteel Verified: Yes 10/5/2010 Ross Bogle (Grade 60) Mfg: Nucor Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 8:45 am Weather: Clear Date Samples Picked Up: 10/6/2010 Specimen Number 1 = Discarded Tested in general accordance to: Copies to: Client Engineer Building Dept ❑ Owner 0 Contractor Batch Plant Architect ❑ Others Placement Data Test Date 10/12/10 Corliss J15500B 5 " -6" 0.50 N/A 45 Pump No 3000 psi at 28 days. Field Age Cure (Days) CONCRETE REPORT Report Number: RC115207 Permit Number: D -09 -110 ASTMC39 Design n Actual ❑ 517# Type: 1/1I Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Water Slump Yards Added C 143 22.00 15 gal. 6" Air % C 231 N/A Slump Range: 5 " -6" Air % Range: N/A Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Size Area Weight (in.) (Sq.ln.) (Lbs.) 7 4 x 8 12.6 8.54 ASTMC617 ❑ Technical Responsibility: Client: Pratej, LLC Address: 17000 SE 65th Place, Bellevue Date: 10/5/2010 1503# 896# 1/2" 896# 3/4" 268# 26 oz. GLENIUM 3030 ASTMC1231 Batch Weights /Cubic Yard Conc.Temp C 1064 61 °F 58,140 4610 Ambient Temp 55 °F Slag (lbs): r Ha s n, Project Manager Truck Ticket No. No. 148 53259 ASTM C31, Exclude C31- 10.1.2 Does Not Conform ❑ Max Load Strength Fracture Type (Lbs.) (psi) (other than cone) 5 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127152 Description: Structural Steel Fabrication Project: Address: Client: Inspector and Date Tom Maddock 10/6/2010 Copies to: X Client X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila Pratej, LLC Client Address: Visually inspected fillet welds at (4) HSS columns — 1-MK 5A, 2 -MK 5B, and 1 -MK 6C at Monroe Welding fabrication shop located in Lake Stevens ,Washington. These welding activities were in accordance with approved drawing including Monroe Welding drawings No. 3, 5, and 6 and are ongoing at this time. Welding is being performed by WABO certified welders Michael S. Mistal (certificate #W03141) and Roy E. Hitt le (certificate #W01175), with workmanship per AWS D1.1, using ESAB Dual Shield 7100 Ultra electrode. Conforms CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Remarks X Owner /Contractor X Building Dept. Technical Responsibility: D -09 -110 10 -0359 17000 SE 65 PI, Bellevue WA 98006 Walter . ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN- 100 -01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. ' Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127158 Description: Structural Steel Fabrication Project: Address: Client: Inspector and Date Tom Maddock 10/7/2010 Copies to: X Client X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila CONSTRUCTION INSPECTION REPORT Permit Number: Job Number: Pratej, LLC Client Address: Conforms Remarks Visually inspected fillet welded connections at (4) HSS columns: 1 -MK 5A, 2 -MK 5B, and 1 -MK 6C at Monroe Welding steel fabrication shop located in Lake Stevens, Washington. These welded connections were in accordance with approved drawings including Monroe Welding Inc drawings No. 3, 5, and 6. Welding was performed by WABO certified welders Michael S. Mistal (certificate #W03141) and Roy E. Hitt le (certificate #W01175) with workmanship per AWS D1.1, using ESAB Dual Shield 7100 Ultra electrodes. X Owner /Contractor X Building Dept. Technical Responsibility: D -09 -110 10 -0359 17000 SE 65 PI, Bellevue WA 98006 en Project Manager C. ager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN- 100 -01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0359 Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Darren Reid Description /Location: Inspected reinforcing steel and concrete placement for pad footings at grid lines 1 /A -E and continuous footings at 1 -2 /A -E and also a pony wall located at 4 /B -D. The inspected work was found to be done per approved project documents. Resteel Verified: Yes 8/19/2010 Anthony Allen (Grade 60) 9/20/2010 Joseph Chen Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Specimen Number Test Date 9/28/10 Corliss J15500 4" +/- 1" 25.5 Pump Yes 3000 psi at 28 days. Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 8:45 am Weather: Partly Sunny Date Samples Picked Up: 9/22/2010 Field Cure = Discarded Tested in general accordance to: Copies to: Client 5 Engineer M Building Dept ❑ Owner 5 Contractor Batch Plant Architect ❑ Others CONCRETE REPORT Report Number: RC115357 Permit Number: D -09 -110 Age (Days) 7 Cubic Yards 9.50 Size (in.) 4x8 Design p Actual ❑ Batch Weights /Cubic Yard 517# 1380# 1890# 3/4" Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 0 gal. 4" Technical Responsibility: Client: Pratej, LLC Address: 17000 SE 65th Place, Bellevue Date: 9/21/2010 260# 13 oz. GLENIUM 3030 Air % C 231 N/A COMPRESSIVE TEST RESULTS ASTMC39 ASTMC617 ❑ ASTMC1231 Mfg: Cascade, Nucor Conc.Temp C 1064 73 ° F Slump Range: Air % Range: Initial Curing Method: ASTM C31. Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31. Exclude C31- 10. Comments REINFORCING / PLACEMENT: Conforms 5 Does Not Conform ❑ Area Weight Max Load Strength Fracture Type (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 12.6 8.64 62,370 4950 Ambient Temp 57 ° F Slag (lbs): !ter H hsen, Project Manager CO Truck Ticket No. No. 111 52927 5 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 131853 Project: DRA Professional Center Address: 13530 53 Ave S, Tukwila Client: Pratej, LLC Grade: 60 Type of Bar: Inspector and Date John Reeder 9/23/2010 Copies to: X Owner X Architect X Engineer ® A -615 Conforms REINFORCING STEEL INSPECTION REPORT ❑ A -706 ❑ N/A Description Manufacturer: Cascade Mills Permit Number: D -09 -110 Job Number: 10 -0359 Client Address: 17000 SE 65 PI, Bellevue Structural Elements / Location / Grid Lines On site to inspect the reinforcing steel for size, grade, and spacing for wall from the footing up to slab height at grid lines D/1 -2 and 1/E to 5' east of E. Inspected to the City of Tukwila approved plans. X Contractor X Building Dept. Technical Responsibility: SDQ Steel: ❑ Yes ® No ter Katfsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -76 -02 (Rev 03/10) • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0359 Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Rick Hardy Description /Location: Walls and footings at grid lines 1 to 2/D to E; retaining wall. As per 9/S4.1, 6/S3.1, 5/S3.2. Resteel Verified: Yes 9/24/2010 Rick Hardy (Grade 60) Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Specimen Test Number Date Placement Data Sampling and Testing Data ASTM C 172, C 31 Corliss J15501ab 5" 0.38 5% +/- 1% 13 Pump Yes 4000 psi at 28 days. Field Cure CONCRETE REPORT Report Number: RC114054 Permit Number: D -09 -110 Time Made Cast Samples: 1 -4 9:40 am Weather: Overcast Date Samples Picked Up: 9/27/2010 Copies to: 1 Client jai Engineer Building Dept I Owner j4i Contractor % Batch Plant Cubic Yards 2.00 Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 Client: Pratej, LLC Address: 17000 SE 65th Place, Bellevue Date: 9/24/2010 100# 249# 21 oz. GLENIUM 3030, 6 oz. MBAE 90 Technical Responsibility: Actual 1 485# Type: I/11 1206# 470# 1/2" 1393# 3/4" Air% Conc.Temp C 1064 0 gal. 4.5" 5.4% 71°F C 231 1 10/1/10 = Discarded Tested in general accordance to: ASTMC39 [ ASTMC617 [] ASTMC1231 [dJ Mfg: Cascade, Nucor Batch Weights /Cubic Yard Ambient Temp 65 ° F Slag (lbs): Slump Range: 5" Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms [] Does Not Conform COMPRESSIVE TEST RESULTS Age Size Area Weight Max Load Strength Fracture Type (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.59 8.35 43,980 3490 2 ■%, Architect I`j Others / Ater H n en, Project Manager Truck Ticket No. No. 120 17940 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127597 Description: Reinforcing Steel Project: DRA Professional Center Permit Number: D -09 -110 Address: 13530 53 Ave S, Tukwila Job Number: 10 -0359 Client: Pratej, LLC Client Address: 17000 SE 65 PI, Bellevue WA 98006 Inspector and Date Anthony Allen 10/1/2010 Copies to: X Client X Architect X Engineer On site to inspect the reinforcing steel for the slab on grade at grid lines A to E/5 to 2 per the basement slab on grade plan and the sketch #SSK #8 dated 9/16/2010 from the engineer of record. Reinforcing steel is grade 60 from Cascade Mills and Nucor. Conforms X Owner /Contractor X Building Dept. CONSTRUCTION INSPECTION REPORT Remarks Technical Responsibility: r Wal r . ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN- 100 -01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 109644 REINFORCING STEEL INSPECTION REPORT OCT 0 7 2010 coy, ., ;k1 Project: DRA Professional Center Permit Number: D -09 -110 Address: 13530 53 Ave S, Tukwila Job Number: 10 -0359 Client: Pratej, LLC Client Address: 17000 SE 65 PI, Bellevue Grade: 60 Type of Bar: Inspector and Date Joseph Chen 9/20/2010 Copies to: X Owner X Architect X Engineer ®A -615 Conforms ❑ A -706 ❑ N/A Description Manufacturer: Cascade / Nucor Mills SDQ Steel: ❑ Yes ❑ No Structural Elements / Location / Grid Lines On site to inspect reinforcing steel placement for footings at grid lines A to E/1 to 2 per details S2.2, 5/S3.2 and drawing #D.5 (upper foundation). inspected the type of resteel, grade, spacing, lap splice lengths and verified clearances. The inspected work was found to be done as per the approved plans. The concrete placement inspector should make sure the contractor pumps out the standing water in the footing pad before concrete placement. X Contractor X Building Dept. Technical Responsibility: alter C a n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -76 -02 (Rev 03/10) OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0359 Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Anthony Allen Description /Location: Inspected placement of concrete for the retaining walls per 12 on S3.1 grids 1 - 5 / A to D and the pilasters on D/5 and B/5 per S2.1 plan view and elevator stem walls and footings. Resteel Verified: Yes 8/16/2010 Darren Reid (Grade 60) 8/19/2010 Anthony Allen Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Placement Data Sampling and Testing Data Time Cubic ASTM C 172, C 31 Made Yards Cast Samples: 1 -4 8:35 am Weather: Sunny Date Samples Picked Up: 8/24/2010 Specimen Number Test Date 1 8/30/10 2 9/20/10 3 9/20/10 4 9/20/10 .= Discarded Corliss J15501ab 5" .41 5% 82 Pump Yes 4000 psi Field Cure Age (Days) 7 28 28 28 Tested in general accordance to: ASTMC39 Copies to: ,v. Client IV Engineer 611 Building Dept Owner ,V Contractor Batch Plant V Architect Others CONCRETE REPORT Report Number: RC115238 Permit Number: D -09 -110 Design LI Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (Ibs or gal): Admixtures (specify): Water Slump Added C 143 10.00 0 gal. 4" Client: Pratej, LLC Address: 17000 SE 65th Place, Bellevue Date: 8/23/2010 Mfg: Cascade, Nucor Actual L=' 485# Type: 1/1I 1206# 470# 1/2" 1393# 3/4" Batch Weights /Cubic Yard 100# 249# 21 oz. GLENIUM 3030, 6 oz. MBAE 90 Air % C 231 Conc.Temp C 1064 5.3% 73 °F Ambient Temp 67 °F Slag (lbs): Truck Ticket No. No. 139 74044 Slump Range: 5" Air % Range: 5" Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31 -10.1 2 Comments REINFORCING / PLACEMENT: Conforms (✓ COMPRESSIVE TEST RESULTS Does Not Conform Size Area Weight Max Load Strength Fracture Type (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 4x8 4 x 8 12.58 8.56 72,100 5730 3 4 x 8 12.58 8.51 68,190 5420 3 4 x 8 12.58 8.51 72,400 5760 2 12.59 8.42 55,210 4390 5 ASTMC617 U ASTMC1231 C1 Technical Responsibility: ter H n en, roject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC127978 Permit Number: D -09 -110 Job Number: 10 -0359 Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Brian Robertson Client: Pratej, LLC Address: 17000 SE 65th Place, Bellevue Date: 8/11/2010 Description /Location: Building footprint footings. Dowel from report #127888 was in place prior to start of placement. Resteel Verified: Yes 8/11/2010 Brian Robertson (Grade 60) Mfg: Cascade Placement Data Design Actual [j Batch Weights /Cubic Yard Supplier: Corliss Cement (lbs/type): 517# Type: I /II Mix Number: J15500 Fine Agg. (lbs): 1380# Slump Spec: 4" +/- 1" Coarse Agg. (lbs/size): 1890# 3/4" Slag (lbs): W/C Ratio Spec: 0.50 Coarse Agg. (lbs/size): Air Spec: N/A Coarse Agg. (Ibs /size): Total Yards: 114 Fly Ash (lbs): Placed Via: Boom Pump Water (lbs or gal): 260# Consolidated: Yes Admixtures (specify): 13 oz. GLENIUM 3030 Required Strength: 4000 psi at 28 days. Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1 -4 8:45 am 21.00 0 gal. 3 1/2" N/A 72 °F 65 °F 121 52114 Weather: Clear Date Samples Picked Up: COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) Slump Range: 4" +/- 1" Air % Range: N/A 8/12/2010 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exclude C31- 10.1.2 Comments 1 8/18/10 7 4 x 8 12.62 8.75 57,480 4560 5 2 9/8/10 28 4 x 8 12.58 8.76 71,010 5650 5 3 9/8/10 28 4 x 8 12.58 8.75 72,620 5770 5 4 9/8/10 28 4 x 8 12.58 8.76 72,400 5760 5 • = Discarded Tested in general accordance to: ASTMC39 MI ASTMC617 ❑ ASTMC1231 REINFORCING / PLACEMENT: Conforms p Does Not Conform Li Copies to: ,.. Client [dj Engineer [J Building Dept Owner ke Contractor we] Plant Technical Responsibility: k/ Architect r Others N/ e ns , roject Manager RECEIVED SEP 1 7 2010 COMMUNITY DEVELOPMENT This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 ' OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0359 Report Number: Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Dusty Johnston Description /Location: Retaining wall at grid lines A to G.0 Resteel Verified: Yes 7/26/2010 Anthony Allen (Grade 60) ti - Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Placement Data Sampling and Testing Data ASTM C 172, C 31 Corliss J15501ab 5 .41 5 20 Pump 'Yes 4000 psi at 28 days. Cast Samples: 1 -4 10:00 am 11.00 Weather: Overcast Date Samples Picked Up: 7/30/2010 Specimen Number Test Date Field Cure 1 8/5/10 2 8/26/10 3 8/26/10 4 8/26/10 • = Discarded Tested in general accordance to: Time Cubic Made Yards Age (Days) 7 28 28 28 Copies to: Client ke Engineer M Building Dept Owner Contractor n Batch Plant ! ■] Architect fl Others CONCRETE REPORT RC114219 Permit Number: Slient: Pratej, LLC �°j,���� If :dress: 17000 SE 65th Place, Bellevue Qlbte: 7/29/2010 Design Cement (Ibs /type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Water Slump Added C143 0 gal. 4 1/2" Mfg: Cascade Actual 485# Type: I 1206# 470# 1/2" 1393# 3/4" D -09 -110 Batch Weights /Cubic Yard 100# 249# 21 oz. GLENIUM 3030, 5 oz. MBAE 90 Air % C 231 Conc.Temp C 1064 5.3% 74 °F Ambient Tem p 60 °F Slump Range: Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Comments REINFORCING / PLACEMENT: Conforms e2 Does Not Conform COMPRESSIVE TEST RESULTS Size Area Weight Max Load Strength Fracture Type (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 4 x 8 12.59 8.52 53,000 4210 5 4 x 8 12.57 8.49 69,010 5490 5 4 x 8 12.57 8.48 67,180 5340 5 4 x 8 12.57 8.5 67,190 5350 5 ASTMC39 p ASTMC617 ❑ ASTMC1231 Technical Responsibility: Slag (lbs): rProject Manager Truck Ticket No. No. 147 51889 ASTM C31, Exclude C31- 10.1.2 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Report Number: RC127978 Permit Number: Job Number: 10 -0359 Project: DRA Professional Center COMM,. ' FY Pro 1 Client: Pratej, LLC DEVELOP:.:ENT Address: 13530 53rd Avenue South, Tukwila Address: 17000 SE 65th Place, Bellevue Inspector(s): Brian Robertson Date: 8/11/2010 Description /Location: Building footprint footings. Dowel from report #127888 was in place prior to start of placement. Resteel Verified: Yes 8/11/2010 Brian Robertson (Grade 60) Mfg: Cascade Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Specimen Number Placement Data Sampling and Testing Data ASTM C 172, C 31 Corliss J15500 4" +/- 1" 0.50 N/A 114 Boom Pump Yes 4000 psi at 28 days. Cast Samples: 1 -4 8:45 am Weather: Clear Date Samples Picked Up: 8/12/2010 Test Date Field Cure 1 8/18/10 = Discarded Tested in general accordance to: Copies to: Client Engineer 0 Building Dept Owner G Contractor In Batch Plant Architect ❑ Others Time Cubic Made Yards Age (Days) 7 ASTMC39 21.00 Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Coarse Agg. (Ibs /size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C143 0 gal. 3 1/2" Slump Range: 4" +/- 1" Air % Range: N/A Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Comments REINFORCING / PLACEMENT: COMPRESSIVE TEST RESULTS Size Area Weight (in.) (Sq.ln.) (Lbs.) 4 x 8 12.62 8.75 ASTMC617 ❑ ASTMC1231 Technical Responsibility: Actual ❑ 517# Type: I/1I 1380# 1890# 3/4" 260# 13 oz. GLENIUM 3030 Air % C 231 Conc.Temp C 1064 N/A 72 °F Batch Weights /Cubic Yard Conforms ■ Does Not Conform ❑i Max Load Strength Fracture Type (Lbs.) (psi) (other than cone) 57,480 4560 5 Ambient Temp 65 °F REC oV D D -09 -110 SEP 10 2010 Slag (lbs): alter ansen, Project Manager Truck Ticket No. No. 121 52114 ASTM C31, Exclude C31- 10.1.2 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 120024 Project: DRA Professional Center Address: 13530 53` Ave S, Tukwila Client: Pratej, LLC Grade: 60 Type of Bar: ® A-615 ❑ A -706 ❑ N/A Inspector and Date Anthony Allen 8/19/2010 Copies to: X Owner X Architect X Engineer Conforms REINFORCING STEEL INSPECTION REPORT Description Manufacturer: Cascade / Nucor Mills X Contractor X Building Dept. Technical Responsibility: Permit Number: D -09 -110 Job Number: 10 -0359 Client Address: 17000 SE 65"' PI, Bellevue SDQ Steel: ❑ Yes No Structural Elements / Location / Grid Lines On site to inspect the reinforcing steel placement for the surrounding foundation walls per revised plan details 12/S3.1 and 11/S3.1 from grids 5 to 1 / A to E. Revision #3 was approved on 8/17/2010. The inspected work was found to be done per the approved project documents. Fn/ iter C - n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -76 -02 (Rev 03/10) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0359 Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Anthony Allen Description /Location: Inspected placement of concrete for the retaining walls per 12 on S3.1 grids 1 - 5 / A to D and the pilasters on D/5 and B/5 per S2.1 plan view and elevator stem walls and footings. Resteel Verified: Yes 8/16/2010 Darren Reid (Grade 60) Mfg: Cascade, Nucor 8/19/2010 Anthony Allen Placement Data Design n Actual ❑ Batch Weights /Cubic Yard Supplier: Corliss Cement (Ibs /type): 485# Type: 1/II Mix Number: J15501ab Fine Agg. (lbs): 1206# Slump Spec: 5" Coarse Agg. (lbs/size): 470# 1/2" Slag (Ibs): W/C Ratio Spec: .41 Coarse Agg. (lbs/size): 1393# 3/4" Air Spec: 5% Coarse Agg. (lbs/size): Total Yards: 82 Fly Ash (lbs): 100# Placed Via: Pump Water (lbs or gal): 249# Consolidated: Yes Admixtures (specify): 21 oz. GLENIUM 3030, 6 oz. MBAE 90 Required Strength: 4000 psi Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 8:35 am 10.00 0 gal. 4" 5.3% 73 °F 67 °F 139 74044 Weather: Sunny Date Samples Picked Up: Specimen Number 1 = Discarded Test Date 8/30/10 Copies to: Client n Engineer 0 Building Dept ❑ Owner t5I Contractor n Batch Plant Architect ❑ Others Slump Range: 5" Air % Range: 5" 8/24/2010 Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31, Exdude C31- 10.1.2 Comments CONCRETE REPORT Report Number: RC115238 Permit Number: D -09 -110 REINFORCING / PLACEMENT: Conforms t72 Does Not Conform ❑ COMPRESSIVE TEST RESULTS Client: Pratej, LLC Address: 17000 SE 65th Place, Bellevue Date: 8/23/2010 Field Age Size Area Weight Max Load Strength Fracture Type Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.59 8.42 55,210 4390 5 Tested in general accordance to: ASTMC39 p ASTMC617 ❑ ASTMC1231 Technical Responsibility: SEP 10 Diu 'ter H - n en, Project Manager P CE!VED COMMUNITY DEVELOPMENT t /6 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888-OTTO -4 -US — Fax (206) 723 - 2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 123525 Project: DRA Professional Center Address: 13530 53 Ave S, Tukwila Client: Pratej, LLC Grade: 60 Type of Bar: ® A-615 ❑ A -706 ❑ N/A Inspector and Date Darren Reid 8/16/2010 Conforms REINFORCING STEEL INSPECTION REPORT Description Manufacturer: Cascade Mills Copies to: X Owner X Contractor X Architect X Building Dept. Technical Responsibility: RECEIVED SEP 0 7 2010 COMMUNITY ^svcLOrfllcr Permit Number: D -09 -110 Job Number: 10 -0359 Client Address: 17000 SE 65 PI, Bellevue SDQ Steel: ❑ Yes ® No Structural Elements / Location / Grid Lines Inspected reinforcing steel reference revisions #1, 2, 3, and 4 for foundation walls up to 8' 0' at this time minus openings at grid lines 2- 4 /A -E. The inspected work was found to be done per approved project documents. X Engineer a -r Ha -n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -76-02 (Rev 03/10) OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 128069 ,AUNiTY Project: DRA Professional Center Permit Number: 0-09 -110 ,,._4t-LOPMENT Address: 13530 53` Ave S, Tukwila Job Number: 10 -0359 Client: Pratej, LLC Client Address: 17000 SE 65 PI, Bellevue Grade: 60 Type of Bar: ® A -615 Inspector and Date Jim Reid 8/9/2010 Copies to: X Owner X Architect X Engineer Conforms REINFORCING STEEL INSPECTION REPORT Manufacturer: ❑ A -706 ❑ N/A Description Structural Elements / Location / Grid Lines SDQ Steel: ❑ Yes ® No rISCEIVED 302010 Arrived on site as requested to perform a reinforcing steel inspection for continuous footings at grid lines A to E @ 1 to 5 & spread footings at 3 @ D & B. Checked resteel for type, grade, spacing, splice length & minimum cover. To the best of my knowledge the inspected area listed above conforms to the approved plans and specifications. NOTE: Elevator pit slab & wall dowels at C to C.25 @ 2.5 to 3 & pilasters at 5 @ B & D were not in place at time of inspection. This will need to be reinspected prior to concrete placement. X Contractor X Building Dept. Technical Responsibility: 0 itk, L kk,a,i— tii.axicm, a lter C Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADM1N -76 -02 (Rev 03/10) OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 127888 Project: Address: Client: Grade: 60 Type of Bar: Inspector and Date Isaac Ruoff 8/10/2010 Copies to: X Owner X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila Pratej, LLC ® A -615 Does Not Conform REINFORCING STEEL INSPECTION REPORT El A -706 ❑ N/A Description Permit Number: Job Number: Client Address: Manufacturer: Cascade Mills Structural Elements / Location / Grid Lines X Contractor X Building Dept. Technical Responsibility: D -09 -110 10 -0359 17000 SE 65 PI, SDQ Steel: ❑ Yes ® No Arrived on site to inspect the elevator pit and wall dowels, and the plinths at grid lines 5/B & D. Reinforcing steel was placed as per approved plans except at the NW (northwest) corner of the elevator pit. At the NW corner of the elevator pit the inside face reinforcement is missing one vertical wall dowel. Reinspection of the reinforcement is required prior to placement of concrete. 163 A LL1—J. ter C Hansen, Project Manager 4 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -76 -02 (Rev 03/10) PECE VED AUG 3 0 2010 COMMUNiTi' Q VELQPMENT Bellevue OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 10 -0359 Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Brian Robertson Description /Location: Building footprint footings. Dowel from report #127888 was in place prior to start of placement. Resteel Verified: Yes 8/11/2010 Brian Robertson (Grade 60) 8/10/2010 Isaac Ruoff Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Placement Data Sampling and Testing Data ASTM C 172, C 31 Specimen Number Test Date 8/18/10 Corliss J15500 4" +/- 1" 0.50 N/A 114 Boom Pump Yes 4000 psi at 28 days. Weather: Clear Date Samples Picked Up: 8/12/2010 CONCRETE REPORT Report Number: RC127978 Permit Number: D -09 -110 Time Cubic Made Yards Cast Samples: 1 -4 8:45 am 21.00 Field Age Cure (Days) 1 = Discarded Tested in general accordance to: ASTMC39 [j Copies to: Client U Engineer Q Building Dept 1 Owner n Contractor 0 Batch Plant Lj Architect [] Others Size (in.) Design Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 0 gal. 3 1/2" Client: Pratej, LLC Address: 17000 SE 65th Place, Bellevue Date: 8/11/2010 Mfg: Cascade Actual ❑ 517# Type: 1/1I 1380# 1890# 7/8" 260# 13 oz. GLENIUM 3030 Air % C 231 N/A Conc.Temp C 1064 72 °F Slump Range: 4" +/- 1" Air % Range: N/A Initial Curing Method: ASTM C31, Exclude C31-12.1.5 Initial Curing Temp: Comments REINFORCING / PLACEMENT: Conforms WI COMPRESSIVE TEST RESULTS Area Weight Max Load Strength (Sq.ln.) (Lbs.) (Lbs.) (psi) 7 4 x 8 12.62 8.75 57,480 ASTMC617 Technical Responsibility: ASTMC 1231 Batch Weights /Cubic Yard 4560 Ambient Temp 65 °F Slag (lbs) tk W w� t Walter Hansen, Project Manager RECEIVED AUG 3 0 2010 COMMUNITY DEVELOPIIIfEWT Truck Ticket No. No. 121 52114 ASTM C31, Exclude C31 -10.1 2 Does Not Conform Fracture Type (other than cone) 5 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. REct • Geotechnical Engineering, Construction Inspection & Materials Testing `- Job Number: 10 -0359 Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Darren Reid Description /Location: Resteel Verified: Yes Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Sampling and Testing Data ASTM C 172, C 31 Placement Data Cast Samples: 1 -4 10:30 am 11.00 Weather: Overcast Date Samples Picked Up: 7/21/2010 Specimen Number Test Date Stoneway 5500 4" +/- 1" n/a 22 Pump Yes 3000 psi at 28 days. Field Cure 1 7/27/10 2 8/17/10 3 8/17/10 4 8/17/10 • = Discarded Tested in general accordance to: Copies to: V Client [� Engineer IN Building Dept ' Owner [J Contractor Vj Batch Plant d, Architect T Others CONCRETE REPORT Report Number: RC114821 Permit Number: Inspected reinforcing steel and concrete placement for retaining wall footings at the NW corner of site from grid lines A -C and C -F. 7/19/2010 Craig Bechtold (Grade 60) 7/20/2010 Darren Reid Time Cubic Made Yards Age (Days) 7 28 28 28 Design Cement (Ibs /type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (Ibs /size): Fly Ash (Ibs): Water (lbs or gal): 250# Admixtures (specify): Water Slump Added C 143 15 gal. 4 1/2" Technical Responsibility: Actual E] 517# Type: I /11 1428# 1909# 3/4" Air % C 231 Mfg: N/A 75 °F ASTMC39 p ASTMC617 ❑ ASTMC1231 D -09 -110 Client: Pratej, LLC Address: 17000 SE 65th Place, Bellevue Date: 7/20/2010 Batch Weights /Cubic Yard Conc.Temp C 1064 Ambient Temp 65 ° F 25 2010 D � o , liEf i ! Slag (lbs): Slump Range: Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: ASTM C31. Exclude C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms Does Not Conform COMPRESSIVE TEST RESULTS Size Area Weight Max Load Strength Fracture Type (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 4 x 8 12.54 8.98 66,390 5290 5 4 x 8 12.57 8.97 87,520 6960 5 4 x 8 12.57 9.02 84,700 6740 5 4 x 8 12.57 9.03 85,260 6780 5 A DW, 0 W Icitimo" Walter Hansen, Project Manager Truck Ticket No. No. 452 229672 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 120023 Project: DRA Professional Center Address: 13530 53 Ave S, Tukwila Client: Pratej, LLC Grade: 60 Type of Bar: Inspector and Date Anthony Allen 7/26/2010 Copies to: X Owner X Architect X Engineer A -615 ❑ A -706 ❑ N/A Conforms REINFORCING STEEL INSPECTION REPORT Description Manufacturer: Cascade X Contractor X Building Dept. Technical Responsibility: Permit Number: D -09 -110 Job Number: 10 -0359 Client Address: 17000 SE 65 PI, Bellevue SDQ Steel: ❑ Yes ❑ No al er nsen, Project Manager "E (te TAU G 2 5 2010 D C EY FI O: - • . Structural Elements / Location / Grid Lines On site to inspect the reinforcing steel in the parking lot retaining wall grids / elevation A to G per 8 and 12 on S2.1. This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADM 1N -76 -02 (Rev 03/10) OTTO ROSENAU & ASSOCIATES, INC. Ggotechnical Engineering, Construction Inspection & Materials Testing Report Number: 93630 Description: Fill Placement & Compaction Project: Address: Client: Copies to: X Client X Architect X Engineer DRA Professional Center 13530 53 Ave S, Tukwila Pratej, LLC GEOTECHNICAL INSPECTION REPORT lar Permit Number: Job Number: Client Address: Remarks X Owner /Contractor X Building Dept. Technical Responsibility: Anthony 17000 SE 65 PI, Bellevue WA 98006 Inspector and Date Scott Hoobler, Arrived on site as requested to observe the placement of fill material for.the stormdrain and perform PE density testing on the fill material. ~ 7/13/2010 The earth work contractor began placing the fill material in about 8 inch lifts and compacted with a hoepac attached to a rubber -tired backhoe. The soils used as backfill material are the soils encountered during the excavation for the storm drain trench, which is a orangish light brown, silty sand with some clay material. Approximately 12 to 18 inches of fill material was placed rThe_ -moisture content ofthe filCmatenal.app a ed to be excessive,` above`optlmum moist_ ure; givving the. fill; material Olastic character stic".�,The earthwork contractor,�and theraupeniitendent.were notified of ithls Tlie,e work:" c ontractor -stoppedaplacing fill.mateclal landidensity- testing of =the fill, ,material was - postponed. d 4 01 L1r /L_' e, P.E., G- technical Engineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN- 100-01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 120028 Project: DRA Professional Center Address: 13530 53 Ave S, Tukwila Client: Pratej, LLC Grade: Type of Bar: Inspector and Date Dennis New 7/19/2010 Copies to: X Owner X Architect X Engineer REINFORCING STEEL INSPECTION REPORT Manufacturer: ❑ A - 615 ❑ A - 706 ❑ N/A Description `Inspecfiori:,of: steel postponed h X Contractor X Building Dept. Technical Responsibility: Permit Number D -09 -110 Job Numbe Client Adc! ess: 17000 SE 65`" PI, Bellevue SDQ Steel: ❑ Yes ❑ No I Elements / Location / Grid Lines n en Project Manager C H anager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADM/N -76 -02 (Rev 03/10) OTTO ROSENAU & ASSOCIATES, INC. ' Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 12486 REINFORCING STEEL INSPECTION REPORT Project: DRA Professional Center Permit Num Address: 13530 53 Ave S, Tukwila Job Number. Client: Pratej, LLC Client Address: Grade: 60 Type of Bar: Inspector and Date Craig Bechtold 7/19/2010 Copies to: X Owner X Architect X Engineer ❑ A -615 Conforms ❑ A -706 ❑ N/A Description Manufacturer: Cascade Mills. D -09 -110 X Contractor X Building Dept. Technical Responsibility: SDQ Steel: Structural Elements / Location / Grid Lines 17000 SE 65 PI, Bellevue ❑ Yes ❑ No On site as requested for inspection of reinforcing steel placed for retaining wall footings from grid lines A to C and C to F. Placement per approved plans dated 7/19/2010. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 76 - 02 (Rev 03/10) er C Ff'anKen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job'Number: 10 -0359 Project: DRA Professional Center Address: 13530 53rd Avenue South, Tukwila Inspector(s): Darren Reid Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength: Specimen Number Placement Data Test Date 7/27/10 Stoneway 5500 4" +/- 1" Sampling and Testing Data ASTM C 172, C 31 n/a 22 Pump Yes 3000 psi at 28 days. Cast Samples: 1-4 10:30 am Weather: Overcast Date Samples Picked Up: 7/21/2010 Field Cure 1 • = Discarded Tested in general accordance to: Copies to: Client 0 Engineer Building Dept ❑ Owner 5 Contractor Batch Plant Architect ❑ Others CONCRETE REPORT Report Number: RC114821 Permit Number: D -09 -110 Time Made Cubic Yards 11.00 Age (Days) 7 ASTMC39 Design Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C143 15 gal. 4 1/2" Size Area Weight (in.) (Sq.ln.) (Lbs.) 4 x 8 12.54 8.98 ASTMC617 ❑ ASTMC1231 Technical Responsibility: Client: Pratej, LLC Address: 17000 SE 65th Place, Bellevue Date: 7/20/2010 Description /Location: Inspected reinforcing steel and concrete placement for retaining wall footings at the NW comer of site from grid lines A -C and C -F. Resteel Verified: Yes 7/19/2010 Craig Bechtold (Grade 60) Mfg: 7/20/2010 Darren Reid Actual ❑ 517# Type: 1/1I 1428# 1909# 3/4" 250# Air % C 231 N/A 75 °F Slump Range: Air % Range: Initial Curing Method: ASTM C31, Exclude C31- 12.1.5 Initial Curing Temp: Comments REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Max Load (Lbs.) 66,390 Conc.Temp C 1064 0 Batch Weights /Cubic Yard S engtt (psi) 5290 Ambient Temp 65 °F Slag (lbs): Truck Ticket No. No. 452 229672 ASTM C31, Exclude C31- 10.1.2 Does Not Conform ❑ Fracture Type (other than cone) 5 alter ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1- 888 - OTTO -4-US Fax (206) 723 - 2221 Form No.: ADMIN -62 -04 (Rev 09/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 119779 Project: DRA Professional Center Address: 13530 5P Ave S, Tukwila Client: Pratej, LLC Grade: 60 Type of Bar: ® A-615 ❑ A -706 ❑ N/A Inspector and Date Scott Hoobler 7/12/2010 Copies to: X Owner X Architect X Engineer Conforms REINFORCING STEEL INSPECTION REPORT Description Manufacturer: Cascade Permit Number: D -09 -110 Job Number. 10 -0359 Client Address: 17000 SE 65 PI, Bellevue Structural Elements / Location / Grid Lines Arrived on site as requested to perform visual inspection of the reinforcing steel for footing of the cantilever retaining wall located along east side (elevation A to C) and to the 1 step where wall is 8'- 0" high. Verified dimensions of the footings and spacing, size, number, location, grade, lap and clearances of the reinforcing steel. The reinforcing steel was found to be according to the retaining wall schedule on page S3.4 of the approved project plans. X Contractor X Building Dept. Technical Responsibility: SDQ Steel: ❑ Yes ® No 4 ',projet Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 - 888 OTTO — Fax (206) 723 - 2221 Form No.: ADMIN -76-02 (Rev 03/10) uv I' 1.04 Lon i G amain MOISTURE DENSITY TEST REPORT JUL 2 6 2010 COMPI LUNITY Cu curverN6APmENT 110 ZAV SpG 2.65 4620 Test Specification: ASTM D 1557 -07 Method C Modified ASTM D 4718 -87 Oversize Corr. Applied to Each Test Point Preparation Method 1E1.1% 1 5 8 - U73 p�„_ % 107,6 pc "Ili 0 111 ' Hammer Wt. 10 lb. Dry density, p 0 O O c O N A a • , Hammer Drop 18 in. Number of Layers five Blows per Layer 56 • • Mold Size 0.075 cu. ft. Test Performed on Material Passing 3/4 in. Sieve NM 25.9 LL PI Sp.G. (ASTM D 854) Estimate % >3/4 in. 4.5 % <No.200 60.4 USCS ML AASHTO A-4(0) 13 15 17 19 21 23 25 Date Sampled 7/12/2010 Water content, % Date Tested 7/14/2010 - Rock Corrected -0- - Uncorrected Tested By J. Payseno TESTING DATA 1 2 3 4 5 6 2 NJ E q iii m cii o i WM + WS 10770.0 10774.0 10769.0 10625.0 WM 6516.0 6516.0 6516.0 6516.0 1 0 WW +T #1 502.6 500.9 561.7 545.6 WD +T #1 425.1 414.5 458.6 471.0 TARE #1 0.0 0.0 0.0 0.0 V° WW +T #2 WD +T #2 TARE #2 MOISTURE 17.5 20.0 21.5 15.2 DRY DENSITY 107.6 105.4 103.9 106.1 3 ROCK CORRECTED TEST RESULTS UNCORRECTED Material Description m z Maximum dry density = 107.6 pcf Zi Optimum moisture = 17.3 % 105.8 pcf 18.1 % Sample #4620: Lt. brown sandy silt Remarks: Test Equipment ID: 5 uassrncation: AS 1 M Project No. 10 -0359 Client: Pratej LLC Project: DRA Professional 13530 53rd Avenue South, Tukwila 0 Location: N comer of site - storm drain Sample Number: 4620 Checked by: W. Hansen Title: Project Manager Figure 4620 OTTO ROSENAU & ASSOCIATES, INC. 1 n r►111141elrit RECD'= _n 100 90 80 70 60 50 40 30 20 10 0 I I I I 1 1 I I 100 Particle Size Distribution Report 1 GRAIN SIZE - mm. 0 0 COM.. ° 0 '4; DEVELC: 01 0.01 VJUL 2 '.J 0.001 % +3" 0.0 % Gravel 12.8 OTTO ROSENAU & ASSOCIATES, INC. % Sand Coarse 5.6 Fine 21.2 % Fines Silt Clay 60.4 Test Results (ASTM C 136 & ASTM C 117) Opening Size 2 1.25 1 .75 .625 .50 .375 .25 #4 #8 #10 #40 #100 #200 Percent Finer 100.0 100.0 95.5 95.5 94.0 92.5 92.0 90.5 89.8 87.8 87.2 81.6 72.9 60.4 Spec.' (Percent) Pass? (X =Fail) (no specification provided) Location: N corner of site - storm drain Sample Number: 4620 Material Description Sample #4620: Lt. brown sandy silt PL= Test Equipment ID: 5 Atterberg Limits (ASTM D 4318) LL= Pl= Classification USCS (D 2487) = ML AASHTO (M 145)= A Coefficients D90= 5.2483 D85= 1.0063 060° 0 50 = D30 D15 010= C C Remarks Date Received: 7/12/2010 Date Tested: 7/14/2010 Tested By: J. Payseno Checked By: W. Hansen // Title: Project Mana r Date Sampled: 7/12/2010 Client: Pratej LLC Project: DRA Professional 13530 53rd Avenue South, Tukwila Project No: 10 - 0359 Figure 4620 Ef E Seattle V Everett a Spokane Portland . 5' San Diego 9 Austin CORRECTION LTR# 40 REVISI�N N0.5 '0p9 -110 DRA MOB REVISED ROOF FRAMING AT MECHANICAL UNITS STRUCTURAL CALCULATI R PROJECT #: 09 -11 -0048 �,l D0fliPLIgNCE P1v r JAN 2u Cityof Tu ila BUILDING DIV;pj , JANUARY 10 818 Stewart Street, Suite 1000 r FILE COpy RECEIVE JAN 10 2011 PERMIT CENTER Seattle, Washington 98101 Phone (206) 332 -1900 S e r v i c e I n n o v a t i o n V a l u e ® D C ErIGIrlEERS I Project No. b J-�a � Sheet No. )Z 1 Project Date Subject 2r' �1(�►� IV(.G/ By 55 L. C TJI HEADER (TYP SOUTH OF GRID 3) 3-3 1/7 , 3- 8 1/2 " 3'- 31/2" � 3- 8 1/2" 1 3' -31/7 3- 8 1/2" 3-3 1/7' B LSL HEADER (TYP) ORIGINAL MECHANICAL SCREEN LAYOUT LSLS TYP. TJI HEADERS TYP NORTH OF GRI MECH. ROOF CURB 2 1/8" x 41 1/8" AS BUILT MECHANICAL SCREEN LAYOUT ORIGINAL MECHANICAL UNIT LAYOUT JOISTS DCI EflGIflEERS Project ft - !vl C� Subject L- \([ Sl =!- M ( -1 Project No. b4.1°1)-x048. Sheet No. R 2 Date By I d 14 I -- _- 1 5' r P I a 4) = S 514 r izivc z,4 - by Weyerhaeuser TJ-Beam® 6.36 Serial Number: User: 2 1/10/2011 1:30:23 PM Page 1 Engine Version: 6.35.0 Member Slope: 0112 Roof SlopeO /12 A All dimensions are horizontal. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 3' Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 15.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Snow(1.15) 225 0 2' 3 15/16" Point(Ibs) Snow(1.15) 225 0 5 8 1/16" Point(Ibs) Snow(1.15) 225 0 13' 6" SUPPORTS: 1 Glulam or solid sawn lumber beam 2 Glulam or solid sawn lumber beam DESIGN CONTROLS: Maximum 1595 6704 Shear (lbs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) PROJECT INFORMATION: Copyright 0 2009 by iLevel ®, Federal Way, WA. TimberStranda is a registered trademark of iLevel®. 3 1/2" x 11 7/8" TimberStrand® LSL Beam (1.55E) THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ,d { 18' Input Bearing Vertical Reactions Detail Other Width Length (Ibs) Live/Dead/Uplift/Total 2.25" 1.50" 1082 / 522 / 0 / 1604 End, TJI 1 Ply 1 1/4" x 11 7/8" 1.3E Blocking TimberStrand® LSL 2.25" 1.50" 943 / 522 / 0 / 1465 End, TJI Blocking Design Control 1447 9878 6704 18346 0.358 0.596 0.542 0.894 Result Passed (15 %) Passed (37 %) Passed (U600) Passed (U396) J: \2009 Projects \09 -11 -0048 DRA Professional Building \Revised mechanical \beam calc 1- 10- 11.sms Location Lt. end Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading MID Span 1 under Snow loading Product Diagram is Conceptual. 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL - Deflection Criteria: STANDARD(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 18' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by iLevel ®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or iLevel® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. OPERATOR INFORMATION: Steven Lidicker DCI Engineers 10900 NE 4th Street Suite 1200 Bellevue, WA 98004 Phone: (425) 827 -2238 slidicker@dci-engineers.com atk 3 1/2" x 11 7/8" TimberStrand® LSL Beam (1.55E) THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group by Weyerhaeuser TJ•Bearr® 6.36 Serial Number: User: 2 1/10/2011 1:30:24 PM Page 2 Engine Version: 6.35.0 17' 10.50" ^ Max. Vertical Reaction Total (lbs) 1604 1465 Max. Vertical Reaction Live (lbs) 1082 943 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 216 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 454 -454 Max Shear at Support (lbs) 518 -518 Shear Within Span (lbs) 387 Member Reaction (lbs) 518 518 Support Reaction (lbs) 522 522 Moment (Ft -Lbs) 2316 Loading on all spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow Shear at Support (lbs) 1447 -1309 Max Shear at Support (lbs) 1595 -1457 Shear Within Span (lbs) 1294 Member Reaction (lbs) 1595 1457 Support Reaction (lbs) 1604 1465 Moment (Ft -Lbs) 6704 Live Deflection (in) 0.358 Total Deflection (in) 0.542 PROJECT INFORMATION: Copyright O 2009 by iLevel®, Federal Way, WA. TimberStrand® is a registered trademark of iLevel ®. J: \2009 Projects \09 -11 -0048 DRA Professional Building \Revised mechanical \beam calc 1- 10- 11.sms OPERATOR INFORMATION: Steven Lidicker DCI Engineers 10900 NE 4th Street Suite 1200 Bellevue, WA 98004 Phone : (425) 827 -2238 slidicker@dci- engineers.com . NNW k' FL-L---7haUttaMORI K41111. I IkWISW: • ; • a , ■ 14111 7•7; ( 7- 1111 . 1 . 1 4:1"./E2i:/41.1111111111 I, I 7:1411{1141i1tqtral C .. __,. ...r.: i • tx.--- 1"W" • 11 i F 1 .....J1 t. . .. , : mimic — - 111W OMMIV 116. NU= VP VEVEMMIMMIIIIIMMIt 2%11161.1.1. 1,li .2trAW".717iff1;-,ZiET . . ZaL IL,...1.11.111=115Zafd=WillillaTIG2111: - MidC41 - - 7:71XSII I M11111,79:11111 MALOLTAE DCI.ENGINEERS D'AMATO CONVERSANO INC. Project No. duo 1 I — n - Ez>4 1 - ) Project o ld Subject t� r— S 1— 17 /M 1C)1-Pt Sheet No. Date By r Y P ISM Ti 1 3 � ° 1-+ - t r LSD, 'it 7. I I i 2 3'- 31/2" 3-8 1/2" B 3' -31/2" / 3'- 81/2" 3 -31/2" u.:,..a. ..u...a. =; u 1 I1:a 11 i t 3-8 1/2" 3-3 1/7 3`12x1 t 1 / 1 & L HEADER (TYP) c ORIGINAL MECHANICAL SCREEN LAYOUT 3 A 1 I SL'S TYP. 1/ r. 1 367,z> T '[ P MECH. ROOF CURB 2 1/8" x 41 1/8" rn /IX 14/4 1 T \Q! 'E. AS BUILT MECHANICAL SCREEN LAYOUT ORIGINAL MECHANICAL UNIT YOUT JOISTS PE +Z ? - MECHANICAL ROOF FRAMING Scale: 3/16" = 1' -O" 1/641 FTLE MIT REVIEWED FOR CODE COMPLIANCE A PponvED JAN 2 O 2U11 City of Tukwila BUILDING DIVI.4InAi CORRECTION LTR #4_ 4.o itviiUN N0.5 bo9 1( ECE1 ED JAN 10 2011 P`:';'z .T CENTER ^ �• CAR.., FILE COPY May 18, 2009 TECHNICAL INFORMATION REPORT DRA PROFESSIONAL CENTER TUKWILLA, WASHINGTON H A R M S E N & nYrA l t r::fx: h'f? S' i7' tvil':3; tihr.:;z fY 1 ASSOCIATES INC REVICOMP FOR CODE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION RECEIVED JUN 262000 PERMIT CEN 1ER AN T I C I P A T E U N D E R S T A N D G U I D E D E L I V E R 17614 West Main St PO Box 516 Monroe, WA 98272 -0516 t (360) 794 -7811 t (20f.) 343 -5903 f (360) 805 -9732 www.h- ai.com I. PROJECT OVERVIEW 1 II. PRELIMINARY CONDITIONS SUMMARY 2 III. OFFSITE ANALYSIS 3 IV. RETENTION /DETENTION ANALYSIS AND DESIGN 4 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN 7 VI. SPECIAL REPORTS AND STUDIES 8 VII. OTHER PERMITS 9 VIII. CSWPPP ANALYSIS AND DESIGN AND SWPPS PLAN DESIGN 10 IX. BOND QUANTITIES WORKSHEET, RETENTION/ DETENTION FACILITY SUMMARY SHEET X. MAINTENANCE AND OPERATIONS MANUAL APPENDIX A - FIGURES AND MAPS APPENDIX B - DOWNSTREAM COMPLAINTS TABLE OF CONTENTS APPENDIX C - KCRTS OUTPUT, TREATMENT FACILITY SIZING 15 16 TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 1 I. PROJECT OVERVIEW This Technical Information Report has been prepared for the DRA Professional Center located in the City of Tukwila, Washington. The site is located at the southeast corner of the intersection of 52 Avenue South and 53 Avenue South, see Figure 2: Vicnity Map in Appendix A. The property is bounded to the north by 52 Avenue South, to the west by 53 Avenue South, to the south by unopened South 135 Street and to the east by a park -in -ride. The eastern half of 53 Avenue South is located in un- dedicated right -of -way. The necessary dedication of the roadway to the City will be part of the development process. Prior to this dedication the site is approximately 0.65 acres in size. The proposed development is to construct a multi -story medical building with associated parking and infrastructure on the site. The parking will be located on the upper portion of the site, taking access from 53 Avenue South. The building will lie to the north of the parking and front on 52 Avenue South, though primary building access will be from the parking area. The topographic survey shows that the site slopes from elevation 70 near the southwest property corner to elevation 36 near the northeast property corner, along 52 Avenue South. The site generally sits 2 -8 feet above the 52 Avenue South. The site is currently undeveloped with a ground covering is primarily trees and brush. See Figure 1: TIR Worksheet, in Appendix A for additional information. J.1Kovach\Tukwila DRA 08- 200 \CE\drainage108 -200 TIR.DOC D W H /srm TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 2 II. PRELIMINARY CONDITIONS SUMMARY The project is currently in the land use approval phase. As such, the conditions of approval have not yet been determined. The Final TIR will include the conditions from the land use approval. DRAINAGE BASIN ANALYSIS The drainage basin used for designing the detention system consists of the area of the site that can be collected and conveyed to the detention facility. It includes the building, parking and some of the adjacent landscaped areas. Some landscaped areas can not be collected due to the site elevations and are proposed to sheet flow into the street as the runoff from the site currently does. In the developed condition runoff will be collected, treated and detained prior to discharge to the storm system in 52 " Avenue South. The roadway frontage work consists of adding sidewalks along the existing roadways. With this minimal work it is proposed that the runoff from the sidewalks flow into the street strom system. See Figure 3A: Existing Drainage Basins Map and Figure 3B: Developed Drainage Basins Map in Appendix A. SOIL DESCRIPTION SCS maps the underlying soil is Urban Land. This is land that has been modified extensively by past development and has a wide range of possible compositions. For this reason no specific soil parameters are avalible. A geotechnical report has been prepared for the site by ABPB Consultanting. In their report dated December 3, 2008, the soils encountered show the site is underlain by medium dense to dense highly weathered sandstone bedrock. No significant groundwater seepage was noted in the test pits. The report included recommendations for site preparation, grading, foundation design, retaining wall design, pavements, etc. The report by ABPB Consulting is included in the Special Reports and Studies Section of this report. J'Kovach \Tukwila DRA 08- 200 \CE \drainage \08 -200 TIRDOC DWH /srm TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 3 III: OFFSITE ANALYSIS The Level I downstream analysis for this site was performed in October, 2008. The City of Tukwila online resource mapping was also reviewed, these maps are included in Appendix B. Multiple requests have been sent to King County for a review of the Drainage complaint files. No response has been received at this time. When the complaint records are received they will be reviewed and incorporated into the report. The following body of text describes the downstream observation. The downstream investigation begins at the new proposed access on 53 Avenue South to the development's parking lot, Station 0 +00. There is an asphalt thickened edge along the 53` Avenue South directing runoff toward 52 Avenue South. The drainage path along the thickened edge is at a 16% to 18% slope along the roadway. At Station 1 +50, there is a catch basin on the east side of 52 Avenue South at the intersection with 53 Avenue South. The storm system on the east side of 52 Avenue South is 18" CMP flowing to the northeast. At Station 4 +25, the storm system crosses under Interurban Avenue South. There are two catch basins on the west side of the intersection and the storm crossing under Interurban Avenue South is through a 30" concrete pipe. At Station 5 +25, the 30" pipe is collected in the SD manhole in the landscape strip. The 30" storm continues northeasterly under a paved parking lot. At Station 6 +00, is a catch basin at the northern end of the paved parking lot. The 30" storm continues north through a vegetated area north of the parking lot towards the Duwamish Waterway. At Station 6 +25, there is a storm drain manhole at the outfall of the 30" storm system. The concrete 30" pipe outfalls into the Duwamish Waterway. No further downstream investigation was performed as the Duwamish Waterway is a major drainage with no known constrictions. See Downstream Photographs & Map in Appendix B. There were no apparent drainage problems along this downstream drainage route and the storm system appeared to have received routine maintenance. DOWNSTREAM FLOODING ISSUES After discussion with the City of Tukwilla there are no known downstream flooding issues and no known drainage-complaints. UPSTREAM BASIN There is an approximately 0.15 acre upstream basin to the southeast of the property. It includes the unopened South 135 Street, lawn and some driveway and roof areas of the adjacent single family homes. The area drains onto the subject property as sheet flow. It is proposed that this runoff is intercepted and conveyed around the site to a point of connection downstream of the flow control facility. J: \Kovach \Tukwila DRA 08- 20010E\drainage108 -200 TIR.DOC DWH/srm TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 4 IV: RETENTION /DETENTION ANALYSIS AND DESIGN EXISTING SITE HYDROLOGY The site is currently undeveloped with a ground covering of trees and brush. The site slopes from the southern corner in a northerly direction towards 52 Avenue South and a park -n -ride located on the corner of Interurban Avenue South and 52nd Avenue South. Runoff is collected in catch basins located on these two downslope areas. Within the eastern 15 feet of the site lies approximately half of 53 Avenue South. A right -of -way dedication will turn this portion of the property over to the City. After this dedication the resulting drainage basin for the site contains 0.52 acres. Fully Forested site conditions have been applied to the site for calculating the existing runoff. As the site soils overly bedrock, till parameters have been used in KCRTS to calculate the following flow frequencies: The basin has the following existing land uses and areas: Land Use Area(ac) Forest 0.52 Year 2yr 10vr 100yr CFS 0.015 0.024 0.042 See Appendix C for KCRTS Flow Frequency Analysis. DEVELOPED SITE HYDROLOGY The developed basin includes the building, parking and landscape areas. The runoff from those areas will be collected using catch basins and roof drain collectors. Runoff from the parking area will flow to cartridge filter catchbasins for treatment prior to discharge the proposed detention facility. KCRTS has been used to calculate the following flow frequencies for the 0.52 acre basin: The basin has the following developed land uses and areas: Land Use Area(ac) Pavement 0.25 Roofs 0.08 Landscaping 0.19 Year 2 yr 10 yr 100 yr CFS 0.097 0.117 0.196 See Appendix C for KCRTS Flow Frequency Analysis. J:1Kovach\Tukwla DRA 08- 200 \CE\drainage \08 -200 TIR.DOC DWH/srm TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 5 RIGHT -OF -WAY IMPROVEMENTS The frontage improvements will result in a minimal increase in impervious area, approximately 1,100 sf, and a corresponding minimal increase in runoff. Much of the area along 52 Avenue South is already a gravel shoulder that will be replaced with curb, gutter and sidewalk. Minimal road widening and a curb, gutter and sidewalk will be installed along 53` Avenue South. The majority of the roadway is at an elevation well below the site and can not be collected into the proposed drainage system. No detention or treatment of these areas is proposed and the runoff will be collected in the existing storm drain system in the roadway. PERFORMANCE STANDARDS The drainage design for the site was prepared using the requirements of the 1998 King County Surface Water Design Manual, (KCSWDM Manual) as adopted by the City of Tukwilla. KCRTS, by King County, has been used to calculate basin runoff and size the detention facility. Per City standards the Level 1 Flow Control Standard applies to the design of flow control facility and Basic Water Quality Treatment standard has been used for design of the treatment facility. FLOW CONTROL SYSTEM The site is required to meet the Level 1 Flow Control Standards. Storm water detention will be accomplished through the use of an underground detention tank. The facility will be located to the north of the building, adjacent to 52 Avenue South and will consist of a section of 137 "x87" arch pipe connected by conveyance pipe and manholes. The discharge from this facility will be to a new catch basin connected to the storm system in 52 Avenue South. The detention facility has the following dimensions: The detention facility and flow control structure have the following dimensions: Pipe Length 65 feet Pipe Diameter 137 "x87" Arch Pipe First Orifice Elevation 0 feet First Orifice Diameter 0.50 inch Second Orifice Elevation 5.5 feet Second Orifice Diameter 0.50 inch Riser Height 6.71 feet The discharge rates from the detention vault are as follows: Storm Event Rate 2 year 0.014 cfs 10 year 0.025 cfs See KCRTS facility sizing in Appendix C. J \Kovach \Tukwila DRA 08- 200 \CE \drainage \08 -200 TIR.DOC DWH/srm TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER J:1Kovach1Tukwita DRA 08- 200\CE1drainage\08 -200 TIR.DOC PAGE 6 WATER QUALITY SYSTEM Storm water treatment of the parking lot runoff will be accomplished through the catch basin cartridge filter treatment systems by Contech Stormwater Solutions. The system is approved for stand alone general use by the Department of Ecology and is sized to treat the 6 -month developed stormwater runoff rate while safely conveying larger stormwater systems to the vault. An internal bypass system can convey up to 1.8 cfs, much greater than the 100 year runoff rate. The eastern portion of the parking lot contains approximately 5,900 sf and will require a single 27" cartridge filter catch basin structure. The western portion of the parking lot contains approximately 6,800 sf and will require a two 18" cartridge filter catch basin structure, see sizing calculations by Contech Stormwater Solutions in Appendix C. DWH /srm TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 7 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN With the proposed storm drainage system there is no significant conveyance system to warrant a conveyance analysis. The minimum pipe size is is proposed to be a 12" smooth wall pipe. The 100 year peak flow from the site is 0.196 cfs. By inspection, a 12" pipe has more than enough capacity. J\Kovach\Tukwila DRA 08- 200 \CE \drainage \08 -200 TIR DOC DW H /srm TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 8 VI. SPECIAL REPORTS AND STUDIES The geotechnical report prepared by ABPB Consultanting for the project follows. J: \Kovach \Tukwila DRA 08- 200\CEldrainage \08 -200 TIR.DOC DWH/srm P CONSULTING GEOTECHNICALIEARTH SCIENCES PAUL 8ONIFACI, P.E.G. ANIL BUmAIL, PE. Dr. Raj Angolkar 17000 SE 65 PI. Bellevue, WA 98006 Subject: Geotechnical Engineering Report DRA Professional Building 13530 — 53 Avenue S. Tukwila, Washington Dear Dr. Angolkar: As requested, we have conducted a geotechnical engineering study for the proposed new DRA Professional building in northwest Tukwila, Washington. This report presents our findings and recommendations for the geotechnical aspects of project design and construction. SUMMARY 12525 Willows Road, Suite 80 Kirkland, WA 98034 Phone: 425 -820 -2544 Fax: 425 - 820 -2613 December 3, 2008 Project No. 1253 Our field exploration indicates that most of the planned building area is underlain by medium dense grading to dense, highly weathered to weathered Sandstone Bedrock to the full depth explored by our test pits. No significant groundwater seepage was noted in any of the test pits scattered across the site. In our opinion, the site conditions encountered are suitable for construction and development of the new building and its southeastern parking lot. Dr. Raj Angolkar December 3, 2008 The undisturbed native soils and weathered bedrock are suitable for supporting the proposed structure, walls and utilities provided the recommendations presented in this report are incorporated into project design and construction. The site soils and weathered rock are very moisture- sensitive and will not be suitable for use as structural fill except during the summer months. The excavated fractured rock will need to be broken up and crushed with a sheep's foot compactor to be used as structural fill during compaction. Due to the proximity of the new building's northeast wall and the north and northeast section of the parking lot to the very steep east slope, care will be needed in positioning foundations and walls to protect the footings adjacent to the slope. PROJECT DESCRIPTION The project will consist of the construction of a large, multi -level building with several floors over a basement and mechanical room level. The lowest levels will be at the northwest end and have floor Elevations of 44 and 47 feet. The basement will extend under the northwesterly three - quarters of the building envelope. It appears that the lower building level will be based about 15 feet laterally from the top of the steep slope which exists extending down to the existing park- and -ride lot below. Concrete retaining walls will be used to support the lower level cuts for the building. The main building level will be at Elev. 60 feet and will match most of the southeastern parking lot. However, the easterly one third of the parking lot will slope moderately down to the east towards the park- and -ride property. The far northeast end of this parking will extend over the top of the steep slope which descends down about 20 feet to the park- and -ride. A retaining wall system and some fills will be needed to maintain the proposed grade of Elev. 50 at this end of the planned parking lot. Cuts of up to about 12 to 14 feet will be needed for the lower level of the building and about 6 feet for the south edge of the parking area. Additional cutting and excavation for underground utilities below these levels may be required. Preliminary building sections and plans have been prepared by Kovach Architects, dated and revised October 29, 2008. We anticipate that foundation Toads for the new structure will be on the order of 5 to 10 kips per lineal foot along perimeter walls and up to 250 kips for individual columns. The general site location is shown on the attached Vicinity Map, Figure 1. The proposed development plan for the property prepared by Kovach Architects is shown on Figure 2, Site Exploration Plan. The design recommendations contained in the following sections of this report are based on our general understanding of design concepts discussed above and provided to us by the architect. Project No. 1253 Page No. 2 Dr. Raj Angolkar December 3, 2008 SCOPE OF WORK Four test pits were dug with a backhoe for the project on November 18, 2008. Using the information obtained from the subsurface exploration, we conducted analyses to develop geotechnical recommendations for project design and construction. Specifically, this report addresses the following: • Soil and groundwater conditions • Slope Setback and Slope Protection for new construction • Site preparation, Excavation and Grading Recommendations • Foundation and Basement/ Retaining Wall design • Slabs -on -grade • Drainage • Pavements FIELD EXPLORATION On November 18, 2008, we conducted our field exploration by observing the excavation of four backhoe test pits dug with a rubber tired backhoe provided by Mountain View Excavating of North Bend, Washington. The test pits were dug to a maximum depth of about 11 feet to excavation refusal on the site bedrock. We also observed the general surface conditions around the project area. The test pit locations are shown on the Exploration Location Plan, Figure 2. These locations were approximately determined by pacing and from the site survey prepared for the Site Plan by Kovach Architects. The individual test pit logs describing the soil and rock conditions in detail are presented on Figures 3 through 6. An engineering geologist maintained a log of each test pit as it was dug, classified the soil and groundwater conditions encountered, and obtained representative soil samples. All soil samples were visually classified in the field in general accordance with the Unified Soil Classification System. Representative soil samples obtained from the test pits were placed in sealed plastic bags and returned to a laboratory for further examination and testing. Project No. 1253 Page No. 3 Dr. Raj Angolkar December 3, 2008 Subsurface SITE CONDITIONS Surface The project site is located just southwest of Interurban Avenue and the 1 -5 freeway. It is an irregular shaped parcel located on the east corner of the intersection of 52 Avenue South and 53 Avenue South in Tukwila, Washington. The property measures about 180 feet in a northwest to southeast direction and up to about 250 feet from the northeast to the southwest. City streets lie along the west boundaries with a vacant street and homes to the southeast. The irregular northeast boundary is bordered by a park -and ride lot lying at near the grade of Interurban Avenue at Elev. 25 to 30 feet. This is about 20 feet below the site margin over a very steep 0.5 to 0.75:1 slope. Observations of this slope indicate that weathered bedrock underlies most of its height. The general slope over the subject site is down to the northwest over shallow gradients and covers about 30 feet of relief. Much of the development area is underlain by a relatively shallow layer of very silty fine Sand with occasional weathered bedrock fragments and roots. Up to one or two feet of old topsoil and scattered fills overlie the native soil horizon. The very silty Sand is a residual weathering product from the underlying bedrock. The silty sand grades with depth into the firmer and hard weathered Sandstone Bedrock at depths of four to six feet. The transition to the consolidated rock is slow with depth but hard sandstone with some fractures was noted in most pits below depths of seven to ten feet. The rock could not be excavated with the 580 size backhoe below about 11 feet. Several of the pits met with refusal at shallower depths in some portions of the individual test pit where looser pockets were noted next to the hard rock. The Sandstone noted in the test pits and observed throughout the cuts for the eastern park- and -ride slope is part of the Tukwila Formation of the Puget Group. These sandstones are Tertiary in age and consist of interbeds of siltstone and coal /siltstone layers. A coal or carbonaceous seam of siltstone was noted in Test Pit TP -3 at depth. The bedding planes within the bedrock could not be observed to determine the dip or angle of the subsurface layers. The Geology of Seattle, Washington map indicates that this area of the City is underlain by Tertiary bedrock at shallow depths. Glacial soils are found in other surrounding areas and overlie the rock units in this part of the City. The mapped geologic units are consistent with our observations of the test pits. Project No. 1253 Page No. 4 Dr. Raj Angolkar December 3, 2008 Groundwater During our field work, we did not observe seepage and groundwater zones within the upper silty sand layer or down in the weathered bedrock horizon. The site soils and bedrock are typically not very permeable and do not transmit perched seepage. Some perched groundwater might be encountered during the wet season of the year within the upper six feet over the tighter bedrock layers. The soils and rock will probably be significantly drier in the summer months. Seismic The Puget Sound area falls within Seismic Zone 3, as classified by the 1997 Uniform Building Code. Based on the soil and rock conditions encountered in the test pits and the local geology, the project should be considered as Site Class C for design in accordance with the International Building Code. We reviewed the results of our field and laboratory data, and assessed the potential for soil liquefaction during an earthquake. Based on our subsurface exploration and analysis, it is our opinion that the potential for seismically induced subsidence or liquefaction at the site is minimal. DISCUSSION AND RECOMMENDATIONS General Based on our study, the site is suitable for the proposed construction. The building can be supported on conventional spread footings bearing on competent native soils and bedrock below the topsoil and loose near surface soils located around the property. However, due to the site constraints, some deepening of some footings may be required where they are located in close proximity to the Park- and -Ride slopes to the northeast. Concrete slabs can be supported on the thoroughly recompacted native subgrade present at the planned excavation level or on new compacted structural fills. Where excavations deeper than about 8 feet are planned, the contractor should anticipate difficulty in making excavations through the sandstone bedrock on the site. Site Preparation and Grading To prepare the site for construction, any vegetation, organic surface topsoils, and other deleterious materials should be removed from below footing, slab -on- grade, utility, and pavement areas. Soils containing organic material will not be suitable for use as structural fill, but may be used in non - structural areas or for landscaping purposes. Project No. 1253 Page No. 5 Dr. Raj Angolkar December 3, 2008 Much of the planned building area will be excavated for the new building and its lower levels. We anticipate that some of the materials and excavated soils will be trucked to another location. Once a lower level footing or slab subgrade is reached, all areas should be examined for soft or loosened materials. Any such areas should be overexcavated and replaced with clean ballast rock such as railroad ballast (1 to 2 inch diameter) rock or compacted structural fills. Most of the excavated soils will be too damp for use as general compacted structural fill during many times of the year. The very silty nature of the upper site soils will make them difficult to compact without aeration or drying in the sun. Grading is best conducted in the drier summer months when the native soils can be reused as fill materials. As needed, clean granular materials may need to be imported for use. Prior to use, ABPB Consulting should examine all on -site or imported materials proposed for use as structural fill. Imported soils should be predominantly granular, have a maximum size of three inches with no more than 5 percent fines passing the U.S. No. 200 Standard sieve. As noted previously, railroad ballast or small quarry spalls may be used over wet subgrades as structural fill material. The contractor should be made aware that bedrock underlies the entire site at variable depths. Some of this rock will be difficult to excavate below depths of 8 to 10 feet with small conventional equipment. Additional excavation for utilities below the lower level or the parking lot cuts may also be in tough excavating bedrock. The contractor should make provisions to utilize suitable equipment such as armored trackhoe buckets and teeth to reach the required excavation depths. Any structural fill used for the project for slab support or backfill should be placed in uniform loose layers not exceeding 12 inches in thickness and then compacted to a minimum of 95 percent of the soil's maximum dry density as determined by ASTM Test Designation D -698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this ASTM standard. In non - structural areas or for backfill in utility trenches below a depth of four feet, the degree of compaction could be reduced to 90 percent. Due to the silty nature of the soils, and the potential that some of the weathered blocky rock may be used as fill, we recommend that a "sheep's foot" type of compactor be used for larger areas of compactive surfaces. This type of compactor will do a better job of compacting these types of soils and breaking down and crushing some of the rocky blocks. Where large areas of blocky intact rock are found, the blocks should not be used as fill without thorough mixing with the silty/sandy materials. The rock will tend to weather with time and disintegrate if used solely in void filled rock fill areas. Project No. 1253 Page No. 6 Dr. Raj Angolkar December 3, 2008 Temporary Excavations and Adiacent Slope Protection All excavations at the site associated with confined spaces, excavations and utility trenches, must be completed in accordance with local, state, or federal requirements. Based on current Occupational Safety and Health Administration (OSHA) regulations, the on -site soils would generally be classified as Group B soils. Shallow trenches cut in the granular soils should not be prone to caving above depths of four feet. The contractor should use appropriate safety precautions and trench boxes. Excavations of up to 14 feet may be required in the building area to reach footing grade for the lower level. We suggest that the building cuts be sloped back at a 1:1. configuration for the upper soils and then 0.5:1 (H:V) in the weathered to unweathered bedrock areas. The transition between these types of soils and rock will need to be verified in the field for the final temporary construction slope. The new building excavation will be about 15 feet southwest of the existing Park -and- Ride lot slope. It is our opinion that this setback for the new building is suitable for support and long term stability of the slope. Construction of the building should have not adverse impact on the stability of the existing slope. However, the north corner of the planned parking lot appears to extend over the top of the steep slope as shown on the referenced site plan. The top of the slope in this north corner appears to be represented by the Elevation 50 contour line on the site topographic map and site plan. The new parking grade of Elevation 50 will require the construction of some type of wall and some fill in the north corner of the lot above the Park and Ride. We understand that some sort of wall will be needed to support the five foot deep fills to be placed in the northerly 20 feet of the parking from the corner in each direction. Some difficulty will occur in constructing a wall footing trench on the steep slope. We suggest that the engineer design an L — shaped footing to minimize the outward flange of the footing at this location. For stability considerations, we recommend that the footing trench for this wall extend to a depth that would ensure that a 0.5:1 (H:V) influence line from the outside footing edge downward does not extend out of the existing slope. We anticipate that most of this footing grade will be based in weakly cemented bedrock. Prior to wall footing excavation, the alignment should be staked and reviewed by the soils engineer at the time of construction to provide additional comments on the sequence of construction of this slope wall. The above information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that ABPB Consulting assumes any responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. Project No. 1253 Page No. 7 Dr. Raj Angolkar December 3, 2008 Foundations The new building may be supported on conventional spread footings bearing on competent dense native sods and weathered bedrock, compacted structural fill or on quarry rock. Foundation subgrades should be prepared as recommended in the Site Preparation and Grading section. Perimeter foundations should extend at least 15 feet below final exterior grades. Interior foundations can be constructed at any convenient depth. All footing excavations should be thoroughly cleaned of loose materials following excavation disturbance. We recommend designing foundations for a net allowable bearing capacity of 4,000 pounds per square foot (psf). For short-term loads, such as wind and seismic, a 1/3 increase in the above allowable capacity can be used. All footings should have a minimum width of 18 inches. For designing foundations to resist lateral loads, a friction coefficient of 0.4 can be used. Passive earth pressures acting on the sides of the footings and buried portions of the foundation stem walls can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 400 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. The above values assume the foundations will be constructed neat against competent soil or backfiiled with structural fill as described in the Site Preparation and Grading section. The values recommended include a safety factor of 1.5. Settlements We anticipate that the total settlements of foundations bearing on the competent native soils, bedrock or on compacted structural fill will be less than one -half inch. Long -term differential settlement foundations spanning between firm bedrock and the shallower highly weathered silty sands should be Tess than one -half inch. The majority of the settlements should occur during construction. Slab -on -Grade Floors We understand that the new building to be constructed on the site will have a lower level based about 12 to 13 feet beneath the existing grade at the lower level wall location. We anticipate some minor subsurface seepage in the native soils over the bedrock at that depth. The slabs may be supported on the subgrade prepared as recommended in the Site Preparation and Grading section. Immediately below these floor slabs, we recommend placing a four -inch thick capillary break layer of clean, free - draining pea gravel that has Tess than two percent fines passing the No. 200 sieve. This Project No. 1253 Page No. 8 Dr. Raj Angolkar December 3, 2008 material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. Where moisture by vapor transmission is undesirable, a durable plastic membrane should be placed below the slab, above the capillary break. This membrane is commonly covered with one to two inches of clean, moistened sand to protect damage during construction and to aid in curing of the concrete. Other methods are available for preventing or reducing water vapor transmission through the slab. We recommend consulting with a building envelope specialist for additional assistance regarding this issue. Basement and Retaining Walls Some of the perimeter areas may be open cut to reach grade for construction of the basement. These areas will require compacted backfill after the walls are built. The magnitude of earth pressures developing on any proposed lower level basement and retaining walls will depend on the quality of the wall backfill. We recommend placing and compacting wall backfill as structural fill. Below improved areas, the backfill should be compacted to a minimum of 95 percent of its maximum dry unit weight, as determined by ASTM Test Designation D -698 (Standard Proctor). In unimproved areas, the relative compaction can be reduced to 90 percent. To prevent hydrostatic pressure development, wall drainage must also be installed behind basement walls and behind traditional cantilever retaining walls. With wall backfill placed and compacted as recommended and drainage properly installed, we recommend designing unrestrained walls for an active earth pressure imposed by an equivalent fluid weighing 35 pcf. For restrained walls, an additional uniform lateral pressure of 100 psf should be added. These values assume a horizontal backfill condition and that no other surcharge loading, such as adjacent structures, will act on the walls. Passive earth pressure and friction will provide resistance to these lateral Toads. Values for these parameters are provided in the Foundations section. For seismic loading conditions, a surcharge of 7H psf, where H is the wall height, should be added. Drainage Surface Final exterior grades should promote free and positive drainage away from the new building area at all times. Water must not be allowed to pond or collect adjacent Project No. 1253 Page No. 9 Dr. Raj Angolkar December 3, 2008 foundations or within the immediate building area. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeter, except in paved locations. In paved locations, a minimum gradient of one percent should be provided, unless provisions are included for collection and disposal of surface water adjacent the structure. Subsurface We recommend, installing continuous drains along the outside lower edge of the perimeter foundations or footing base for retaining walls. Cantilever retaining walls should be provided with a good drainage board and which is hydrologically connected to the footing drain pipe placed at the footing toe. The foundation drains and lower level retaining wall drains should be tightlined separately to approved discharge facilities. Subsurface drains must be laid with a gradient sufficient to promote positive flow to a controlled point of approved discharge. All surface and subsurface drains should be provided with cleanouts at appropriate and easily accessible locations. These cleanouts should be serviced at regular intervals. Considering the presence of weathered to unweathered bedrock under the site, we do not expect large amounts of seepage adjacent to the walls and below the floor of the building. However, if the owner desires a completely dry lower level floor, all perimeter basement walls should be provided with waterproofing. In addition, a network of sub - floor drains should be provided beneath the basement floor. Pavements Pavement subgrades should be prepared as described in the Site Preparation section of this report. Regardless of the degree of relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. The subgrade should be proofrolled with heavy construction equipment to verify this condition. The pavement design section is dependent upon the supporting capability of the subgrade soils and the traffic conditions to which it will be subjected. For the onsite driveways, with traffic consisting mainly of light passenger vehicles with only occasional heavy traffic, and with a stable subgrade prepared as recommended, we recommend the following pavement sections: • Two inches of hot mix asphalt (HMA) over four inches of crushed rock base (CRB) • Two inches of HMA over three inches of asphalt- treated base (ATB) Project No. 1253 Page No. 10 Dr. Raj Angolkar December 3, 2008 The paving materials used should conform to the Washington State Department of Transportation (WSDOT) specifications for 1 /2 inch class HMA, ATB, and CRB. Long -term pavement performance will depend on surface drainage. A poorly- drained pavement section will be subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimum pavement performance, we recommend surface drainage gradients of at least two percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks when they occur. ADDITIONAL SERVICES Geotechnical and testing laboratory services should be provided during construction in order to observe compliance with the design concepts, specifications, and recommendations. This will also allow for design changes if subsurface conditions differ from those anticipated prior to the start of construction. The analyses and recommendations presented in this report are based upon data obtained from the test pits excavated around the site. Variations in soil and groundwater conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, ABPB Consulting should be requested to reevaluate the recommendations in this report prior to proceeding with construction. We also recommend that ABPB Consulting be retained to provide geotechnical observation services during construction. This is to observe compliance with the design concepts, specifications and recommendations. It will also allow expedient design changes in the event subsurface conditions are encountered that differ from those anticipated. Following the initial excavation, foundation excavations should also be observed to assess that they have been dug down to soils and weathered rock with adequate bearing capacity. It is requested that we be given two working days notice to provide any of the above services. The following figures are included and complete this report: Figure 1 Figure 2 Figures 3 through 6 Vicinity Map Exploration Location Plan Test Pit Logs Project No. 1253 Page No. 11 Dr. Raj Angolkar December 3, 2008 We prepared this report in accordance with generally accepted geotechnical engineering practices. This report is the property of ABPB Consulting and is intended for specific application to the DRA Professional Building project in Tukwila, Washington. This report is for the exclusive use of Dr. Angolkar along with his authorized representatives. No other warranty, expressed or implied, is made. We appreciate the opportunity to be of service during this phase of the subject project and look forward to working with you during the construction phase. We trust the information presented in this report is sufficient for your current needs. If you have any questions or need additional information, please call. Sincerely yours, ABPB CONSULTING, INC r Paul K. Bonifaci, P.E.G. Principal Engineering Geologist Anil Butail, P.E. Principal Engineer Cc: Mr. Austin Kovach, Architect `EXPIRES 12/9/ Project No. 1253 Page No. 12 ABPB Consulting Geotechnical Consultants Kirkland, Wash. NTS Ar Ref: Windows Live Search fr 41 Vicinity Map DRA Professional Building Tukwila, Washin• ton Proj. No. 1253 Date : 12 -08 Figure 1 7.. : -�- • • :aka\ Approx. Scale 1 t 0' 20' 40' 60' 80' 100' Ref: Preliminary Site Plan by Kovach Architects, dated 10 -29 -08 Q✓ MTt a PL .A.f ■V OINKS ME. 1.1,76 e.,,.w . . ■n s$.. n m•"C ..a.11&. ...WE I VAN V.V. 1nrac.ttm6.41 KEY: LEGEND Approx. Test Pit Location ABPB Consulting Geotechnical Consultants Kirkland, Wash. Exploration Location Plan DRA Professional Building Tukwila, Washington Proj. No. 1253 1 Date: Dec. 2008 Figure 2 ">' /X- A>, `� �, ,�� ; �°: �,° . Topsoil: Black and grey, Topsoil, T P g Y. silty P loose, wet with roots SM SS 1:1"1:4 :4;1 44 4111;lit:9 RWri:11=1:141.1:1HWA - 21:7144ii RW:1 :114:1 714:fr11-1:1:1H:14:1.1.445114 airktitf:44;1131-1:1111 1:-14 3:01:WAH; ' W.4 44.44.1zia4 41.14:1 4 4:14,4'441.11.14 4 Silty Sand: Tan Mottled with orange, very silty Sand mixed with weathered rock pieces, and roots, loose grading to dense with depth, moist to damp • • 4: z* ^4.4443 401 e a' gr • • _ • •..• , 11 4 irs-4 • • .0.,3 :"4 a • 4 s.vor .. 47, • e • i .# , i .:# 1 ,.#..;•, , (#1..•.i•;.,#, •• 4., • sA•. • 6 - • •!.1 • •-_e • , 4:_li e. •••• e.7. s e :* 1 • 7 • 6 . 4 • • • 4),:k. .• • • • • 1 • 4 • • 4 • • 4 • ' 4 • • • • 4 a: 4• 4 a 7 1 Sandstone: Mottled tan, highly weathered grading to less weathered SANDSTONE BEDROCK, hard to dense, moist, grading to chunky fractured rock at base, refusal to dig further at bottom of pit No groundwater encountered Project : DRA Professional Center Project No. 1253 Client : Angolkar Location: Vacant Lot SUBSURFACE PROFILE a a) 0 Date : 11 -18 -08 Elevation 53 feet Logged By: Paul Bonifaci Soil Description SAMPLE m a U) N 0 U) Test Pit TP -1 Field Strength Tests • Laboratory Results Moisture Content 0 - - - - - - - - - -10 -11 ABPB Consulting Geotechnical Consultants 12525 Willows Road, Suite 80, Kirkland, Washington (425) 820 -2544 Date : November 08 I Project Name : DRA Professional Center Figure 3 7kc.: . 76 I -6 Topsoil: Black and grey, mixed silty fill andTopsoil, loose, wet with roots SM SS 1:14 EKEEEKE EE EKE): KE EEE} itiKEEEEKEKEEEEF. KEE); Re.EfiEE EKKEE KEEE F. KEEL: E. EKE!: E 1:EI: KEE E EKE E EKE EKE EEEEE KEEEKE.-KE EKE EHEE EE KEE E E 1 EEE EKE F. FA: EEEE F. EE E EEEE Silty Sand: Tan Mottled with orange, very silty Sand mixed with weathered rock pieces, and roots, loose grading to dense with depth, moist to damp Grades to: • • •,•.•• ..• • 1,40 • • • • 4 • • ••• i.:01.•• • • • -• ; • 4,, iv • ,i•-:•• ••• • ••••• • 1 ' 1 4 1.... a... • • .i• • • •• • •...- ". • • • .. 4 • • • •- • .• • - Ai • '■ • • • .• • .. • • • • , • • • • •- .•. 4.. • • .4 • • • • • • • • • 1 1 Sandstone: Mottled tan, highly weathered grading to less weathered SANDSTONE BEDROCK, hard to dense, moist, grading to chunky fractured manganese stained rock at base, refusal to dig further at bottom of pit No groundwater encountered Project : DRA Professional Center Project No. 1253 Client : Angolkar Location: Vacant Lot SUBSURFACE PROFILE x z a a) O Date : 11 -18 -08 Elevation 44 feet Logged By: Paul Bonifaci Soil Description SAMPLE 3 1 3 0 a CO U co m Test Pit TP - 2 Field Strength Tests Laboratory Results Moisture Content 0 -1 - 2 -3 -4 -5 - 6 - 7 - 8 - 9 -10 -11 ABPB Consulting Geotechnical Consultants 12525 Willows Road, Suite 80, Kiridand, Washington (425) 820 -2544 Date : November 08 I Project Name : DRA Professional Center Figure 4 ?' ' ' Topsoil: Black and grey, mixed silty fill andTopsoil, loose, wet with roots SM SS hh -rr� Hh h F.h rk h'h:F.t h+,WFAIRKE•FFFt hfjF.:F I hkht:FWhtE Eri:Fhhh hhhFFt hh,MFF1 t)1 FF tiff. FF1:1 ! I: F. Ft Silty Sand: Tan Mottled with orange, very silty Sand mixed with weathered rock pieces, and roots, loose grading to dense with depth, moist to damp Grades to: •;.*;%.,;,!;. •i • ._ ..•.. • •, -., ., . � • 4; '•`•'••• • • • .. •:,•';•'::.`•; 1 - :: `:• •`: • ^• ' - '''• .'- ` • • • - •,.,, • . r i 43- Yi 4 Sandstone: Mottled tan with black seams, highly weathered grading to less we SANDSTONE BEDROCK, grading to carboniferous coal mixed with sandstone at 8 feet, hard to dense, moist, refusal to dig further at bottom of pit No groundwater encountered Project : DRA Professional Center Date : Project No. 1253 Client : Angolkar Location: Vacant Lot SUBSURFACE PROFILE a 0 o 11 -18 -08 Elevation 58 feet Logged By: Paul Bonifaci Soil Description SAMPLE m E m N Test Pit TP - 3 Field Strength Tests Laboratory Results Moisture Content 0 -1 -2 -3 -4 -5 -6 -7 -8 -9 -10 -11 ABPB Consulting Geotechnical Consultants 12525 Willows Road, Suite 80, Kirkland, Washington (425) 820 -2544 Date : November 08 I Project Name : DRA Professional Center I Figure 5 ,)' �. : ,, •:.' k' -) Topsoil: Black and grey, silty and rooty Topsoil, loose, wet with roots hP Pf kh! hh } hP'FkFF ;F.F kkhFhi Pt EEFPt h }Ets � kkkrkk4k I±, FkEF F : FEE E FY. hFkFFF I FEh',FhFF.F.1: Fkhk hi F,kti h FFFFt.FEEk! (FFhFFiFhh Ef :FH F:FF..I: } EEPF:'FFFFFFd F hF.F.F.F:i F: Silty Sand: Tan Mottled with orange, slightly silty to silty Sand mixed with hightly weathered rock pieces, and roots, loose grading to dense with depth, moist to damp SM Grades to: :`•.':'.r ' Sandstone: Mottled tan and white tan, ' ' .., " highly weathered grading to Tess '•;., '• "• .• weathered SANDSTONE BEDROCK, • •• •"•`•• •:4 hard to dense, moist, undulating with SS • • • • •" '` ` depth of hard rock surface, refusal to • `" ,- " ''" .' dig further at bottom of pit - . r •• • • ... : ^ •,• . ' - t No groundwater encountered Project : DRA Professional Center Project No. 1253 Client : Angolkar Location: Vacant Lot SUBSURFACE PROFILE d a) T - o 7 L_ -J Date : 11 -18 -08 Elevation 77 feet Logged By: Paul Bonifaci Soil Description SAMPLE a) a E 0) Test Pit TP - 4 Field Strength Tests Laboratory Results Moisture Content 0 -1 -2 -3 -4 -5 -6 -7 -8 -9 ABPB Consulting Geotechnical Consultants 12525 Willows Road, Suite 80, Kirkland, Washington (425) 820 -2544 Date : November 08 I Project Name : DRA Professional Center Figure 6 ONSULTIP;:VG GEOTECHNICALIEARTH SCIENCES PAUL BONIFACI, REG, ANIL BUTAIL, RE. Dr. Raj Angolkar 17000 SE 65 PI. Bellevue, WA 98006 Subject: Abandoned Underground Coal Mine Hazard Assessment DRA Professional Building 13530 — 53 Avenue S. Tukwila, Washington 12525 Willows Road, Suite 80 Kirkland, WA 98034 Phone: 425 - 820 -2544 Fax: 425 - 820 -2613 March 2, 2009 Project No. 1253 Dear Dr. Angolkar: As requested by the City of Tukwila Public Works Department, we have made an evaluation of the Abandoned Underground Coal Mine Hazards at the site of the proposed DRA Professional Building. We earlier conducted a geotechnical engineering study for this project and presented our findings and recommendations for the geotechnical aspects of project design and construction in a report dated December 3, 2008. To make this evaluation, we reviewed several documents and had communication with individuals familiar with mining operations in this area. We reviewed documents on file at the Department of Natural Resources Library in Olympia. Our review included: 1. Abandoned Underground Coal Mine Hazard Assessment, Tukwila, Washington, by Hart Crowser Inc., May 3, 1990 Dr. Raj Angolkar March 2, 2009 2. Northwest Improvement Company, Map Showing Location of Coal Mines, Pierce and King Counties, November 10, 1932 3. Preliminary Geologic Map and Brief Description of the coal fields of King County, Washington, Walter Warren, Haans Norbisrath, Rex Grivetti, and S.P. Brown, 1945. 4. Geologic Map of Des Moines Quadrangle, by Hank Waldron, 1962. 5. Washington State Coal Mine Map Collection, Map PK -1, 1932 6. Historical topographic maps of the area (1900, 1949 and 1968) obtained from the files of Environmental Data Resources (EDR) 7. Personal Communication with Mr. Tim Walsh, Chief Hazards Geologist with the Washington State Department of Natural Resources. Our review indicated that this general area is in the vicinity of the Tukwila Mine which was operated by the Foster Coal Company between 1931 and 1935. Published reports indicate that 824 tons of coal were produced from this mine and the mining was terminated when it became difficult to handle water inflows and the amount of coal being obtained was small. There are no maps that indicate the precise locations of the mine workings. The general area of the coal seam associated with the Tukwila Mine appears to extend roughly from the project site southward to S. 141 Street. The general extent of the coal mine area appears to be from the base of the hillside adjacent to Interurban area to extending about 50 to 75 feet up the hillside. There were apparently three reported areas of depressions or minor collapses associated with this mine. These were all in the area south of S. 139 Street, approximately one - quarter mile south of the subject property, and were apparently associated with small mine shafts. Our review of the old maps also indicates that three mine prospect areas (adits) were also located in the general area south of S. 139 Street. There are no reported or mapped areas of mining, entries or subsidence in the immediate vicinity of the project site. From our review of the information from the above references, it is apparent that some mining was conducted in this general vicinity. The amount of coal removed was small. The mining areas as well as some areas of reported localized subsidence appear to be primarily in the area south of S. 139 Street, about one - quarter mile south of the site. Project No. 1253 Page No. 2 Dr. Raj Angolkar March 2, 2009 Based on this information, it is our opinion that no significant mining, if any, occurred in the immediate vicinity of the subject site. Therefore, the potential hazard to the site from abandoned underground coal mines is minimal. We trust this information is sufficient for your current needs. Please call if you have any questions or if you need any additional information. Sincerely yours, ABPB CONSULTING, INC 1 ) (),eL--Kcurp-t--t t Paul K. Bonifaci, P.E.G. Principal Engineering Geologist Anil Butail, P.E. Principal Engineer Cc: Mr. Austin Kovach, Architect 'EXPIRES 12 /910/ 1 Project No. 1253 Page No. 3 TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 9 VII. OTHER PERMITS Clearing and Grading and Utility permits will be required for the infrastructure installation. No other special storm drainage permits are required for the proposed work. . J:1Kovach\Tukwila DRA 08- 20010E \drainage \08 -200 TIR.DOC DWH/srrn TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 10 VIII. CSWPPP ANALYSIS AND DESIGN PART 1: ESC PLAN DESIGN AND ANALYSIS The minimum requirements of Core Requirement #5: Temporary Erosion and Sedimentation Control are as follows: CLEARING LIMITS D.3.1.1, Plastic Clearing Limits Fencing. The clearing limits will be marked in the field with orange clearing limits fencing or silt fence prior to any construction activities. COVER MEASURES Temporary cover will be provided for all areas to remain unworked for more than 7 days during the dry season and more than 2 days during the wet season. Any areas to remain unworked for more than 30 days will be seeded. Specific cover measures are listed below: D.3.2.1, Slope Roughening. This will be used on slopes greater than 3:1 and greater than 5 feet in height. It will reduce flow velocities until seed becomes established. This is commonly accomplished by tracking equipment up and down the slope to leave horizontal depressions in the soil. D.3.2.2, Mulching. During construction, mulch can be placed to prevent raindrops from impacting exposed soils causing erosion. Straw is the most common method of mulching. This BMP may be employed to meet the following temporary cover requirements: Exposed surfaces that will not be worked for 7 days should be immediately stabilized with a temporary cover BMP. D.3.2.4, Plastic Covering: This involves covering a bare area with clear plastic that protects the immediate area to the detriment of downstream areas. This BMP will be used on this site only if required for immediate site protection. This BMP may be employed to meet the following temporary cover requirements: Exposed surfaces that will not be worked in 7 days should be immediately stabilized with a temporary cover BMP. D.3.2.6, Temporary & Permanent Seeding. Temporary seeding of topsoil stockpiles and other stripped areas may be necessary during construction and the exposed surfaces will be seeded or landscaped when construction is completed. This BMP may be employed to meet the following temporary cover requirements: Exposed surfaces that will not be worked in 7 days should be immediately stabilized with a temporary cover BMP. PERIMETER PROTECTION D.3.3.1, Silt Fence. Filter fabric fencing will be installed, where necessary, downslope of all disturbed areas to filter runoff before it leaves the site. Filter fabric fencing will be placed along the south and east property lines where construction runoff could leave the site as sheetflow J: \Kovach \Tukwila DRA 08- 200\CE \drainage \08 -200 TIR.DOC DWH/srm TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 11 during grading operations. Filter fabric inserts will also be placed in the catch basins along the adjacent streets as additional sediment collection. TRAFFIC AREA STABILIZATION D.3.4.1, Stabilized Construction Entrance. A rock stabilized construction entrance will be installed at the access from 53 Avenue South. This will help to prevent vehicle tires from transporting sediment off -site. This will be installed prior to any site grading. D3.4.2, Construction Road Stabilization. If necessary construction road stabilization will be used on this site. This involves covering the parking lot with crushed rock, gravel base or crushed surfacing base course to protect exposed erosion sensitive soil from rainfall. D4.7, Dust Control will be used on this site during construction activities when dry weather causes loose soil to be transported by the wind. The soil will be moistened with water to hold down the dust. This BMP will be performed routinely during dry weather construction. SEDIMENT RETENTION D.3.5.3, Storm Drain Inlet Protection. Silt sacks will be installed in the existing catch basins around the site and in the new catch basins on the site as they are installed. They will trap coarse sediment preventing it from being conveyed downstream. D.3.5.1, Sediment Trap. Construction is expected to occur during the dry season and filter fabric should be sufficient for sedimentation control. However, if construction is delayed into the wet season, the outlet from the detention facility can be modified to serve as a sediment trap. SURFACE WATER COLLECTION The parking lot will serve as the major collection point for the portion of the site that will be have the highest erosion risk. The proposed catch basin structures will collect runoff and direct it to the detention facility. The area around the building is fairly small in size and is downhill of the storm facilities. Cover and perimeter BMPs should be adequate to prevent and/or trap sediment runoff for this area. DE- WATERING CONTROL Based on a review of the geotechnical report, dewatering during installation of utilities is not expected. DUST CONTROL The requirement for dust control may be important on this site. The proposed timing, during the dry months, will increase the chance of wind born material to leave the site. The application of water to bare and dry soil will occur as conditions dictate. J'.Kovach\Tukwila DRA 08- 200 \CE \drainage \08 -200 TIR.DOC DW H /srm TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 12 FLOW CONTROL The flow control facility will be installed early during construction and will control the release of runoff from the parking area initially, then runoff from the building once the downspout leaders are installed. WET SEASON CONSTRUCTION The site work for this project is expected to occur during the Summer of 2009. However, if delays occur the completion date may extend into the wet season (October 1 through April 30). No soil shall remain exposed for more than 2 consective working days. In addition, any exposed soils shall be stabilized at the end of the workday prior to a weekend, holiday or predicted rain event. During wet season construction, additional erosion control measures may be required. These include but are not limited to additional filter fabric fencing, rock and strawbale check dams, mulching and plastic sheeting. CRITICAL AREA RESTRICTIONS There are no critical areas on this property or on the adjacent properties. J: \Kovach \Tukwila DRA 08- 200 \CE\drainage \08 -200 TIR_DOC DWH /srm TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 13 PART 2: SWPPS PLAN DESIGN Those BMPs contained in Volume II of the Department of Ecology Stormwater Manual may be used to control pollution from sources other than sedimentation. The final drainage report will provide additional detail on BMPs for these pollutants. Volume II of the DOE Manual shall also be reviewed during construction if any other BMPs become relevant. STORAGE AND HANDLING OF LIQUIDS Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, solvents, detergents, paint, pesticides, concrete admixtures and non -inert wastes present on the site (see Chapter 173 -304 WAC for the definition of inert waste). Secondary containment systems shall be sized to adequately provide for containment of all liquids on site. STORAGE AND STOCKPILING OF CONSTRUCTION MATERIALS AND WASTES All pollutants, including waste materials and demolition debris, that occur on site during construction shall be handled and disposed of in a manner that does not cause contamination of stormwater. Woody debris may be chopped and spread on site. FUELING Cover, containment, and protection from vandalism shall be provided for all chemicals, liquid products, petroleum products, and non -inert wastes present on the site (see Chapter 173 -304 WAC for the definition of inert waste). MAINTENANCE, REPAIRS AND STORAGE OF VEHICLES AND EQUIPMENT Maintenance and repair of heavy equipment and vehicles involving oil changes, hydraulic system drain down, solvent and de- greasing cleaning operations, fuel tank drain down and removal, and other activities which may result in discharge or spillage of pollutants to the ground or into stormwater runoff must be conducted using spill prevention measures, such as drip pans. Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Emergency repairs may be performed on -site using temporary plastic placed beneath and, if raining, over the vehicle. CONCRETE SAW CUTTING, SLURRY AND WASHWATER DISPOSAL Concrete saw water, wheel wash or tire bath wastewater shall be discharged to a separate on -site treatment system or to the sanitary sewer. HANDLING OF Ph ELEVATED WATER BMP's shall be used to prevent or treat contamination of stormwater runoff by pH modifying sources. These sources include bulk cement, cement kiln dust, fly ash, new concrete washing and curing waters, Waste streams generated from concrete grinding and sawing, exposed aggregate processes, and concrete pumping and mixer washout waters. Stormwater runoff shall not cause a violation of the water quality standard for pH in the receiving water. J: \Kovach \Tukwila DRA 08- 200 \CE\drainage \08 -200 TIR DOC DWH /srm TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 14 APPLICATION OF CHEMICALS INCLUDING PECTICIDES AND FERTILIZERS Application of agricultural chemicals including fertilizers and pesticides shall be conducted in a manner and at application rates that will not result in loss of chemical to stormwater runoff. Manufacturers' recommendations for application rates and procedures shall be followed. J: \Kovach \Tukwila DRA 08-200 \CE\drainage\08 -200 TIR DOC DWH/srm TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 15 IX. BOND QUANTITIES WORKSHEET, RETENTION/ DETENTION FACILITY SUMMARY SHEET Bond Quantity worksheets will be provided if requested by the City of Tukwilla. The Flow Control and Water Quality Facility Summary Sheets will be prepared with the construction permit documents. J:\Kovach \Tukwila ORA 08- 200\CE\drainage\08 -200 TIR.DOC DWH/srm STORMWATER FACILITY SUMMARY SHEET DDES Permit Number (provide one Stormwater Facility Summary Sheet per Natural Discharge Location) Overview: KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Project Name p►'LA. ('itse 3s o,..P.A._ Date Sitt51 Downstream Drainage Basins Major Basin Name De Psw.4 ti w ht -m-+ Immediate Basin Name Flow Control: Flow Control Facility Name/Number 65 LP (V1 . x �i min P % PE Facility Location ALe N G 5 2-'" th+lic s If none, Flow control provided in regional /shared facility (give location) No flow control required Exemption number General Facility Information: Type/Number of detention facilities: Type/Number of infiltration facilities: ponds ponds vaults tanks tanks trenches Control Structure Location ERs r e-o TA , f.+ rc Type of Control Structure v'vi. t - o(2- et Number of Orifices /Restrictions Z- Size of Orifice /Restriction: No. 2 No. 3 No. 4 No. 1 0..50 Flow Control Performance Standard � -Z.. 2005 Surface Water Design Manual I / 1 / 0 5 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL Live Storage Volume 4241 N IA Number of Acres Served 0. CZ. Number of Lots Dam Safety Regulations (Washington State Department of Ecology) Reservoir Volume above natural grade t4 Depth of Reservoir above natural grade PkA Facility Summary Sheet Sketch All detention, infiltration and water quality facilities must include a detailed sketch. (11"x17" reduced size plan sheets may be used) 1/1'05 w w SAN SDCB ,3.4TYP 54" 11+06.7, 162.1' LT RIM 41.12 POINT OF CONNECTION — 50- FOR -ROOF- DRAIN STUBS CA P & MARK — — — — 5' FROM BUILDING PROPOSED- - , BUILDING FFE = 59.5 Depth 4.. Volume Factor of Safety tc t.38 w �� ;SDE 11. "STA 11 +77,9, 189.4' LT RIM 35.06 PROVIDE SOLID COVER SET FLUSH WI w.. A St RI if 15 1. 12 CPS II $DCQ #2 Ti'PE I/54" $TA' +77,9, 1'4,0' LT RIM 39.85 ' DETAIL 3/.. 0 Po 0 I 1 't , 2005 Surface Water Design Manual Water Quality: Type/Number of water quality facilities /BMPs: biofiltration swale (regular /wet/ or continuous inflow) large) above large) Liner? ?- Manufacturer KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL combined detention/wetpond (wetpond portion basic or large) combined detention/wetvault filter strip flow dispersion farm management plan landscape management plan oil /water separator (baffle or coalescing plate) :' LAW— T4 o. a rr catch basin ifsefts: c ‘E ► S rent - •--mac c� •� pre - settling pond pre - settling structure: Manufacturer high flow bypass structure (e.g., flow - splitter catch basin) source controls Design Information Water Quality design flow `a •v\ Va.ie Ar_ ,s Rte Water Quality treated volume (sandfilter) Water Quality storage volume (wetpool) Facility Summary Sheet Sketch 2005 Surface Water Design Manual 1 sand filter (basic or large) sand filter, linear (basic or sand filter vault (basic or sand bed depth (inches) stormwater wetland storm filter wetpond (basic or large) wetvault Is facility Lined? If so, what marker is used KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL All detention, infiltration and water quality facilities must include a detailed sketch. (11"x17" reduced size plan sheets may be used) I, 105 2005 Surface Water Design Manual d TECHINCAL INFORMATION REPORT MAY 18, 2009 DRA PROFESSIONAL CENTER PAGE 16 X. MAINTENANCE AND OPERATIONS MANUAL The applicable Maintenance and Operations Guidelines taken from Appendix A of the 2005 King County Surface Water Design Manual follow. J:\Kovach \TukvAla DRA 08- 200 \CE\drainage \08 -200 TIR.DOC DW H /srm NO. 3 - DETENTION TANKS AND VAULTS Maintenance Component Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed Storage Area Plugged Air Vents One -half of the cross section of a vent is blocked at any point with debris and sediment. Vents free of debris and sediment Debris and Sediment Accumulated sediment depth exceeds 10% of the diameter of the storage area for 'A length of storage vault or any point depth exceeds 15% of diameter. Example: 72 -inch storage tank would require cleaning when sediment reaches depth of 7 inches for more than % length of tank. All sediment and debris removed from storage area. Joints Between Tank/Pipe Section Any crack allowing material to be transported into facility. All joint between tanklpipe sections are sealed Tank Pipe Bent Out of Shape Any part of tank/pipe is bent out of shape more than 10% of its design shape. Tank/pipe repaired or replaced to design. Vault Structure Damage to Wall, Frame, Bottom, and /or Top Slab Cracks wider than '= -inch and any evidence of soil particles entering the structure through the cracks, or maintenance inspection personnel determines that the vault is not structurally sound. Vault replaced or repaired to design specifications. Damaged Pipe Joints Cracks wider than 'A -inch at the joint of any inlet/outlet pipe or any evidence of soil particles entering the vault through the walls. No cracks more than 1/4-inch wide at the joint of the inlet/outlet pipe. Manhole Cover Not in Place Cover is missing or only partially in place. Any open manhole requires maintenance. Manhole is closed. Locking Mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts into frame have less than 'A inch of thread (may not apply to self - locking lids.) Mechanism opens with proper tools. Cover Difficult to Remove One maintenance person cannot remove lid after applying 80Ibs of lift. Intent is to keep cover from sealing off access to maintenance. Cover can be removed and reinstalled by one maintenance person. Ladder Rungs Unsafe King County Safety Office and /or maintenance person judges that ladder is unsafe due to missing rungs, misalignment, rust, or cracks. Ladder meets design standards. Allows maintenance person safe access. Large access doors/plate Gaps, Doesn't Cover Completely Large access doors not flat and /or access hole not completely covered. NOTE however that grated doors are acceptable. Doors closes flat and covers access hole completely. Lifting Rings Missing, Rusted Lifting rings not capable of lifting weight of door or lid. Lifting rings sufficient to remove lid. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1:24/2005 A-4 2005 Surface Water Design Manual Appendix A NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed General Trash and Debris (Includes Sediment) Distance between debris build -up and bottom of orifice plate is less than 1.5 feet. All trash and debris removed. Structural Damage Structure is not securely attached to manhole wall and outlet pipe structure should support at least 1,000 Ibs of up or down pressure. Structure securely attached to wall and outlet pipe. Structure is not in upright position (allow up to 10% from plumb). Structure in correct position. Connections to outlet pipe are not watertight and show signs of rust. Connections to outlet pipe are water tight: structure repaired or replaced and works as designed. Any holes -other than designed holes —in the structure. Structure has no holes other than designed holes. Cleanout Gate Damaged or Missing Cleanout gate is not watertight or is missing. Gate is watertight and works as designed. Gate cannot be moved up and down by one maintenance person. Gate moves up and down easily and is watertight. Chain/rod leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50% of its surface area. Gate is repaired or replaced to meet design standards. Orifice Plate Damaged or Missing Control device is not working properly due to missing, out of place, or bent orifice plate. Plate is in place and works as designed. Obstructions Any trash, debris, sediment, or vegetation blocking the plate. Plate is free of all obstructions and works as designed. Overflow Pipe Obstructions Any trash or debris blocking (or having the potential of blocking) the overflow pipe. Pipe is free of all obstructions and works as designed. Manhole See "Detention Tanks and Vaults' See "Detention Tanks and Vaults" Table No. 3 See "Detention Tanks and Vaults' Table No. 3 APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2005 Surface Water Design Manual Appendix A 1;24,2005 A -5 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5 - CATCH BASINS Maintenance Component General Catch Basin Cover Ladder Defect or Problem Trash & Debris (Includes Sediment) Structure Damage to Frame and /or Top Slab Cracks in Basin Walls/Bottom Settlement/ Misalignment Fire Hazard Vegetation Pollution Cover Not in Place Locking Mechanism Not Working Cover Difficult to Remove Ladder Rungs Unsafe Conditions When Maintenance Is Needed Trash or debris of more than 1/2 cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10%. Trash or debris (in the basin) that exceeds 1 /3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking more than 1 /3 of its height. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume. Comer of frame extends more than' /. inch past curb face into the street (If applicable). Top slab has holes larger than 2 square inches or cracks wider than % inch (intent is to make sure all material is running into basin). Frame not sitting flush on top slab, i.e., separation of more than % inch of the frame from the top slab. Cracks wider than '% inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Presence of chemicals such as natural gas, oil and gasoline. Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints that is more than 6 inches tall and less than 6 inches apart. Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. Cover is missing or only partially in place. Any open catch basin requires maintenance. Mechanism cannot be opened by on maintenance person with proper tools. Bolts into frame have less than '/, inch of thread. One maintenance person cannot remove Id after applying 80 lbs. of lift; intent is keep cover from sealing off access to maintenance. Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Results Expected When Maintenance is performed No Trash or debris located immediately in front of catch basin opening. No trash or debris in the catch basin. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and cracks. Frame is sitting flush on top slab. Basin replaced or repaired to design standards. No cracks more than 1 /4 inch wide at the joint of inlet/outlet pipe. Basin replaced or repaired to design standards. No flammable chemicals present. No vegetation blocking opening to basin. No vegetation or root growth present. No pollution present other than surface film. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. 1 24, 2005 Surface Water Design Manual - Appendix A A -6 7 - ENERGY DISSIPATERS Maintenanc Component Defect or Problem Conditions When Maintenance Is Needed Results Expected en Maintenance I : erformed. Extemal: Unsafe Grate Opening Grate with opening wider than 7 /8 inch. Grate opening meets design standards. Rock Pad Miss% or Moved Rock Only one layer of rock exists above native soil in area five square feet or larger, or any exposure of native soil. Re. • e rocks to design standards. Dispersion Trench Pipe Plugged with Sediment Accumulated sediment that exceeds 20° .f the • . ign depth. Pipe cleaned/flushed so that it matches design. Not Discharging Water Properly Visual : •'•ence of water dis - rging at concentrate• •••ints al• rench (normal condition is a "s - = ' •w" of water along trench). Intent is to pre e • on damage. Trench must be redesigned or rebuilt to standards. Perforations Plugged. Over 1 /2 • •erforations in pi. - -re plugged with deb and sediment. Clean or replace perforated pipe. Water Flows Out Top of "Distributor" C . Basin. Maintenance person observes water flo •• • • out during any storm less than the design storm • its causing or appears likely to cause damage. Facility must be rebuilt or redesigned to standards. Recta' • g Area Over- rated Water in receiving area is causing or has potential of causing landslide problems. No • , • •er of landslides. Internal: Manhole /Ch er Wom or Damaged Post. Baffles, Side of Chamber Structure dissipating flow deteriorates to 1/2 or original size or any concentrated wom spot exceeding one square foot which would make structure unsound. Replace structure to • - ign standards. NO. 5 - CATCH BASINS Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance Is performed Metal Grates (If Applicable) Unsafe Grate Opening Grate with opening wider than 7 /8 inch. Grate opening meets design standards. Trash and Debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. Damaged or Missing. Grate missing or broken member(s) of the grate. Grate is in place and meets design standards. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 6 - - = - IS BARRIERS (E.G., TRASH RACKS) Trash o of the openings! s that is plu amer. ore than 20% Maintenance Component General Defect • • • lem Trash and Debris Metal Damaged /Missing Bars. Condition When Maintenance is Needed B ent out of shape mor: • • 3 inches. Bars are missing or entire barrier missing. Bars are loose and rust is causing 50% deterioration to any part of barrier. = Expected When Maintenance is Performed. Barrier clear to receive capacity flow. Bars in place with no bends more than % inch. Ba • . ce according to design. Repair or replace b = • design standards. 2005 Surface Water Design Manual Appendix A A -7 1,24/2005 NO. 10 - CONVEYANCE PIPES AND DITCHES Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Pipes Sediment & Debris Accumulated sediment that exceeds 20% of the diameter of the pipe. Pipe cleaned of all sediment and debris. Safety Hazard Vegetation Vegetation that reduces free movement of water through pipes. All vegetation removed so water flows freely through pipes. Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Damaged Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Pipe repaired or replaced. Any dent that decreases the cross section area of pipe by more than 20 %. Pipe repaired or replaced. Open Ditches Trash & Debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned /flushed of all sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion Damage to Slopes See "Detention Ponds' Table No. 1 See "Detention Ponds" Table No. 1 Rock Lining Out of Place or Missing (If Applicable). Maintenance person can see native soil beneath the rock lining. Replace rocks to design standards. NO.11- GROUNDS (LANDSCAPING) Maintenance Component Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance Is Performed General Weeds (Nonpoisonous, not noxious) Weeds growing in more than 20% of the landscaped area (trees and shrubs only). Weeds present in less than 5% of the landscaped area. Safety Hazard Any presence of poison ivy or other poisonous vegetation. No poisonous vegetation present in landscaped area. Trash or Litter Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Area clear of litter. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. Tree or shrub in place free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; remove any dead or diseased trees. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 2005 Surface Water Design Manual Appendix A A -9 I ;24/2005 NO. 12 - ACCESS ROADS Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed General Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 square feet (i.e., trash and debris would fill up one standards size garbage can). Roadway free of debris which could damage tires. Blocked Roadway Debris which could damage vehicle tires (glass or metal). Roadway free of debris which could damage tires. Any obstruction which reduces clearance above road surface to less than 14 feet. Roadway overhead clear to 14 feet high. Any obstruction restricting the access to a 10- to 12 -foot width for a distance of more than 12 feet or any point restricting access to less than a 10- foot width. Obstruction removed to allow at least a 12 -foot access. Road Surface Settlement, Potholes, Mush Spots, Ruts When any surface defect exceeds 6 inches in depth and 6 square feet in area. In general, any surface defect which hinders or prevents maintenance access. Road surface uniformly smooth with no evidence of settlement, potholes, mush spots, or ruts. Vegetation in Road Surface Weeds growing in the road surface that are more than 6 inches tall and less than 6 inches tall and less than 6 inches apart within a 400 - square foot area. Road surface free of weeds taller than 2 inches. Modular Grid Pavement Build -up of sediment mildly contaminated with petroleum hydrocarbons. Removal of sediment and disposal in keeping with Health Department recommendations for mildly contaminated soils or catch basin sediments. Shoulders and Ditches Erosion Damage Erosion within 1 foot of the roadway more than 8 inches wide and 6 inches deep. Shoulder free of erosion and matching the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or hinder maintenance access. Weeds and brush cut to 2 inches in height or cleared in such a way as to allow maintenance access. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 1 4,2005 2005 Surface Water Design Manual Appendix A A -10 NO. 24 - CATCHBASIN INSERT Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Catch Basin Inspection Inspection of media insert is required. Effluent water from media insert is free of oils and has no visible sheen. Sediment Accumulation When sediment forms a cap over the insert media of the insert and/or unit. No sediment cap on the insert media and its unit. Trash and Debris Accumulation Trash and debris accumulates on insert unit creating a blockage/restriction. Trash and debris removed from insert unit. Runoff freely flows into catch basin. Media Insert Water Saturated Catch basin insert is saturated with water, which no longer has the capacity to absorb. Remove and replace media insert Oil Saturated Media oil saturated due to petroleum spill that drains into catch basin. Remove and replace media insert. Service Life Exceeded Regular interval replacement due to typical average life of media insert product. Remove and replace media at regular intervals, depending on insert product. APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES 24/ 2005 2005 Surface Water Design Manual - Appendix A A -20 iiii MI IMil ® ® ® ® ® MB ® ME IM MI5 ® ® MIN ® ® EN KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Phone Address Project Engineer S1eoe, t --- � a '1 Nis. Prnf3 faL Company kAo,n....sj % Phone - 660 -1`l4" 1 % Part 3 TYPE OF PERMIT APPLICATION ❑ Landuse Services Subdivison / Short Subd. / UPD • Buildin Services M/F / ommerica / SFR El Clearing and Grading ® Right -of -Way Use ❑ Other 2005 Surface Water Design Manual Part 2 PROJECT LOCATION AND DESCRIPTION Project Name OR A PRaFfi'6i '"t- c...eorere. DDES Permit# NI A Location Township 21 Range o4 Section 14 Site Address S2' °AuE S S 3 S Part 4 OTHER REVIEWS AND PERMITS ❑ DFW HPA ❑ COE 404 ❑ DOE Dam Safety ❑ FEMA Floodplain ❑ COE Wetlands ❑ Other ❑ Shoreline Management ❑ Structural RockeryNault/ ❑ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review / Targeted / (circle): Large Site Date (include revision dates): Date of Final: Site Improvement Plan (Engr. Plans) Type (circle one): Date (include revision dates): Date of Final: / Modified / Small Site Slte(o9 Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) N(A Date of Approval: 1/1/05 Part 7 MONITORING REQUIREMENTS Monitoring Required: Start Date: Yes / No Describe: Completion Date: KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : NI A Special District Overlays: a+(A Drainage Basin: 'O ✓ wnr«•. %WA War•, Stormwater Requirements: Lt 0v El- I a errewane / kifts.c_ �� - e.•ev Part 9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River /Stream ❑ Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other NONIG ❑ Habitat Protection Part 10 SOILS Soil Type 044 LAS Slopes ImosocelAtNe - wets ❑ High Groundwater Table (within 5 feet) ❑ Sole Source Aquifer © Other ■3'eo R ❑ Seeps /Springs Erosion Potential wteoEhArc - Mr144% ❑ Additional Sheets Attached 2005 Surface Water Design Manual 2 I, I /05 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE ❑ Core 2 — Offsite Analysis ❑ Sensitive /Critical Areas ❑ SEPA ❑ Other ❑ No6s - G LIMITATION / SITE CONSTRAINT ❑ Additional Sheets Attached 2005 Surface Water Design Manual 3 1-1,05 Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION ® Clearing Limits ® Cover Measures ® Perimeter Protection ® Traffic Area Stabilization ® Sediment Retention ® Surface Water Control ® Dust Control IS Construction Sequence MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION ® Stabilize Exposed Surfaces © Remove and Restore Temporary ESC Facilities ® Clean and Remove All Silt and Debris Ensure Operation of Permanent Facilities ❑ Flag Limits of SAO and open space preservation areas ❑ Other KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High -use Site: Yes / No Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control ® Detention ❑ Infiltration ❑ Regional Facility ❑ Shared Facility ❑ Small Site BMPs ❑ Other Type /Description Pra.c.A ptPC Water Quality ❑ Biofiltration ❑ Wetpool ❑ Media Filtration ❑ Oil Control ❑ Spill Control ❑ Small Site BMPs ® Other Type /Description 2005 Surface Water Design Manual 4 1 /I /05 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS ❑ Drainage Easement ❑ Access Easement ❑ Native Growth Protection Covenant ❑ Tract ❑ Other Part 16 STRUCTURAL ANALYSIS ❑ Cast in Place Vault ❑ Retaining Wall ❑ Rockery > 4' High ❑ Structural on Steep Slope ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. To the best of my knowledge,( ' formation provided here is accurate. Signed/Date 2005 Surface Water Design Manual 5 III,f)5 FIGURE 2: VICINITY MAP // — N 40 E 252.94' \ \ 1 I I I \ l t I I / , / / v / / N / / V� / 25.46 ' 1 SDCB / s 49.11'08" 1W RIM 31.8 1 18" SE IF 2a11 18" IE /OUT 27.91 1 / 1 / 1 / 1 / 1 1 1 1 I 1 I 1 I 1 � 1 1 N N N �\\ / -- \ \ \ \ \ \ \ \� _ _ - - - - -_ —_ — __ N N \\ \ _ Q' • r / / \ N \ \ \ S : 6 0_ ' w — I - 7 . 07.0 -- --T s- �� \\ \ \ N \ j / / � N \ \ \ \\ —_ —__ - -_ \ \ I I I \ I �— \ \ _ —\ 1 I I I I t \ \ / , / - - - -- N N N N N N N N / _ — — — I\\\ \ \ \ \ 1 N N N / / � � 4) / \ ) \ \ \ \ \ \ \ \ \ // / I \ \ \ \ \ \ N\ N N N N \ \ \ / // \ \ P�� �\ \\ � \\ \ N \ / / \ \ 9 S1' ��� \''\ .9 \ \ \ N N N \ \ \ i \ GP- ti \ \ \ \ \ \ � _ t 83.00' \\ \ \ \\ \\ \ co \ \ \ \ \\ \ \� \ \ 1 1 \ 1 \ N \ \ \ \ NN \ N N \ \ 5\ ` _ -- -- FIGURE 3A: EXISTING SITE CONDITIONS 5 POINT OF CONNECTION — — 50-FOR -ROOF- DRAIN STUBS CAP & MIRK — — -- — - - - 5' FROM BUILDING - - -___ J RAM 585 2 2 C 4R INDGEyCi4 TE,'fr@ASIN_ .osio itit TERo CONTECH , 1,�..�,x -.�:+w - ...max -w � STORMWATER . SOLUfibNS xrAWaix • SAN SAN RIM 41.91 18" IE OUT 38:26 - - - _ _ SDCB 17 TYPE I - STA. 1 + 13.5, 84.6' 1.)` RIM 40.3 SDCB 13 TYPE Ii- 44" STA lam 06 7, 162.1' L T RIM 41.1 - _ 18" IE OUT 34.35 AD- SDCB SAN ,owv FOUND PK NAIL 0.04'E & 1.49'S OF CALC. POS. SD 12 SAN SAN w SA N S • • • • • • • • ..•, / • V.I. • V • RIM 35.06 PROVIDE SOLID COVER SET FLU WITH WALK SDCB / RIM 31.81' 18" IE u4 28.11 18" IE /OUT 27.91 SDCB #2 TYPE II 54" STA X 11 + 7 7 . 9 , 174.0' L T RIM 39.77 SEE /DETAIL 3/C3.0 FFROVIDE 10 LF 18" STEEL S LEEVE UNDER ROCKERY RIM 52.90 1 CARTRIDGE CA TCHBASIN STORMFIL TER BY CON TECH 1 STORMWA TER SOLUTIONS \ ` 1 SEE DE TAIL 1/C3 1 I I . • • • , • SDCB 16 TYPE 1 STA 12 +38.8, 53.1' L T /5 FIGURE 3B: DEVELOPED SITE CONDITIONS 04— — •••••••••••••■••••■• Station 0+00 This is a photo of the site looking to the north down 53' Ave. South along the drainage route. There is an asphalt thickened edge along the roadway at the toe of slope. The power pole shown is in the vicinity of the proposed access to the development. The drainage path along the thickened edge is at a 16% to 18% slope along the roadway. Station 1+50 This is a photo of the receiving catch basin on the east side of 52 Ave. South at the intersection with 53' Ave. South. This street storm system is 18" CMP. Station 4+25 This is a photo of the street storm system crossing at Interurban Ave. South. The storm crossing under this roadway is a 30" concrete pipe. Station 5+25 This is a photo of the site looking back to the south across Interurba Ave. South. The 30" pipe under Interurban is collected in the SD manhole shown. The 30" storm continues south under a paved parking lot. Station 6+00 This is a photo of the CB at the north end of the paved parking lot. The 30" storm continues north through the NGPA area shown towards the Duwamish Waterway. Station 6+25 This is a photo of the storm drain manhole at the outfall of the 30" storm system. The concrete 30" pipe outfalls onto a rock spiliway and apron lining down to the water at the Duwamish Waterway. 6V' FAR.: 10iM MB?J: gookm04., tiro: ?:I I61-1 uu, 11.41pdr(:1111,161a1w,(pd( I lbjctt)- `1onu:, Fir 0,Ha.' VICAM r 'I let 12M%'-11:41 Dine a 1,Wt1.5 neee.nansoa.ia WA' 11(9a 41dW01.- Lassmd LDR Low Density Residential INOR Medium Density Residential tiDR High Density Residential +) 0fce 114U0 Mixed Use Office I2CC Regional Commercial Center NCC Neighborhood Commercial Center I 2 Regional Commercial RCM Regional Commercial Mixed Use 'NC Tukwila Urban Center ;fU Commercial Light Industrial uVS Tukwila Valley South 11 Light Industrial III Heavy Industrial I AIC1l Manufacturing Industrial Centertight Industrial I IIC1H Manufacturing Industrial Canter/Heavy Industrial 'Peerless and Sub Areas TUkwfta City Limits Public Recreation Overlay Shoreline Overlay (Approximately 200' sad+ side of the river) Find CITY OF TUKWILA ZONING MAP Legend LDR Low Density Residential MDR Medum Density Residential HDR High Density Residential 0 Office MUO Mixed Use Office RCC Regional Commercial Center NCC Neighborhood Commercial Center RC Regional Commercial RCM Regional Commercial Mixed Use TUC Tukwila Urban Center GILl Commercial Light Industrial TVS Tukwila Valley South LI Light Industrial HI Heavy Industrial MIC/L Manufacturing Industrial Center/Light Industrial MIC/H Manufacturing Industrial Center/Heavy Industrial Tukwila City Limits Potential Annexation Area Tukwila Urban Center M IC Boundary Tukwila South Master Plan Area Public Recreation Overlay Shoreline Overlay (Approximately 200' each side of the river) EirliM111211631 ME:11911:21•1111 CITY OF TUKWILA COMPREHENSIVE PLAN u :,∎:roln,p.p,11.(opp1a:J,nnii∎JO I VO): Mnnu., r:��o.r.JrL <Yi�tt4YSt�x !A.w.`r::25z9\Lii SYi•,1't::i9 '?� Be Cdt n.±• ION rd..a_• fah tie 41. - e G t»o-. ua:i] n«i+arwY d wi m(..w root', m pia . .1H ..� tp-!.,11 ;rfi )et1hw -,ith It. O t7-0Ob 4 'Lk) is. ...J2it 47,475 NrWriT ;K2 EIL'==lghtglemsawkwirsorta. LEciend Ei Tukwila City Limits Potential Annexation Areas :l] m , Modified land (Holocene) • Ow, Wetland deposits (Holocene) aY Ob, Beach deposits (Holocene) als, Landslide • Opf, Sedimentary deposits of pre- Fraser glaciation age (Pleistocene) • apt E: Otb, Transitional beds (Pleistocene) [] Cu, Surflcial deposits, undivided (Holocene and Pleistocene) [] Ova, Advance outwash deposits Ovi, Ice - contact deposits Egg Ovr, Recessional outwash deposits avt, TM Oyu, Vashon Drift, undivided aye', Younger alluvium (Holocene) Tb, Blakey Formation of Weaver (1918) (Miocene and Oti Elm m Ti, Intrusive rocks (Miocene, Oligocene, and Eocene) "�LI �, Tpr, Renton Formation (late and middle Eocene) Tpt, Tukwila Formation pate and middle Eocene) Igo Water -- Streams -- Freeways 0. CITY OF TUKWILA GEOLOGY MAP IK21• L41 4 _ ., '-• r. . ..ter _:'1i� ;: k'r.•.i _ - , •• • wame,: ''' .` "" 1 -a. ii tW .s P .> �js...:,r: * 'u s trC' 1XD10a tti . 1 • •I opn.noiIlya o101y.pal( +nmi..tn /vdriwir (1!• COt:_1 ' .: t!?uk90%.'r.6Tofr t P is ; . #p • :s -o'r's :�i': .c ;.'.. ' • r i ... -�} _ 9 '.,r'w :'.l. ' t 'A''' r " �"�' rfli {H+*3'�Utri a,f V , ••_?'C Y }'lY . - 44 F . '?293� G (5'4.1 a eo> Ij . ® QRwod° �Q VhdwtMed� .� e �'�' .4 l l 1110 I7A0h. .. �►'l ett9PoenRdItO:atar;Pdt .k •:a� a aedouram No y: m"v o".o".•°°c r "" . ' . � + �°°�+... r; _''. �. ..ie, IA Legend Tukwila Drainage Basins Gilliam Creek Southgate Creek ■ Riverton Creek Green/Duwamish River Wetlands Watercourses — 10 Foot Contours a ®Tukwila City Limits 4 is q 1 Potential Annexation Areas Streets CITY OF TUKWILA DRAINAGE BASINS MAP ill I Al t•••• 1 'MP ••,) 40,11 Ib.ro •'!:•2•0 W.egli•iftiliiri*.Sath.11Mi•MAAVSA•1 • • - :f • • • . •IN• Lecto 7. • • 'wk.. CACIMInAlMAINNIMMAINME. .5 q•- mortviT.r ver iee fi! "V• — A •• r 10=A.W ' f:•• A t!'..e.u.t. 11. gni 100-Year Floodplaln Landslide Potential Slope Classifications P7 2 Moderate: Slope Is between 15% and 40%; underlain by permeable soils. Ea 3 High: Slope is between 15% and 40%; underlain by impermeable soils/bedrock. 4 Very high; Includes areas with mappable zones of groundwater seepage and landslide deposits. GreeniDuwamish River 0Shorellne Planning Area — Streets r kwila City Limits j Potential Annexation Areas .111■10. Legend CITY OF TUKWILA FLOOD PLAIN/LANDSLIDE HAZARD MAP _Or CaS r .,pill t I 1 I, If 111 H II 1 I h h r?} - �• , 'a + , 'IY'^b w•v . M , +tS .. . Cr J,t K ..t. t 1 le t s 1 •. (1 p Jp r•I) � .� e At. �1:r. t�Ka��4.�ier Pt�:t fi�XS S '�� . . ifBdY " - 9�u.Z. �'t 1 s 2'"4 - - - - - . :44 folTit let 101 S 116th St S 146th St S 136th St S 112th St 5 142nd 51 S 1411.1' SY Legend • ty CO OMIImISMRkilSits • 111031 / waft iltl • t • Itatowtellas Witty Dune 1982) 91er�1 thd� 11) DEintl Aw(1 g9) --Sae Station g Hole . `i we , ( Red Alli4town Covered Bridge (1903) I ' jN •. Wi Eery Landing S �stnn Rd . s „5rd5, SW 18th St 1 a .'Y %CY � �a � •1 4 ' �qy t OOtb!�Oi!tYalliA. CITY OF TUKWILA HISTORICAL SITES MAP 9142 MI — OM • MO r an UM o n iMi o — — MN r MI S• [C] CREATE a new 0.00 0.00 0.00 0.00 0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.33 0.00 dev.tsf T 1.00000 [C] CREATE a new Time Series ST 0.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 predev.tsf T 1 .00000 Time Series 0.000000 Till Forest 0.000000 Till Pasture 0.000000 Till Grass 0.000000 Outwash Forest 0.000000 Outwash Pasture 0.000000 Outwash Grass 0.000000 Wetland 0.000000 Impervious 0.000000 Till Forest 0.000000 Till Pasture 0.000000 Till Grass 0.000000 Outwash Forest 0.000000 Outwash Pasture 0.000000 Outwash Grass 0.000000 Wetland 0.000000 Impervious [R] RETURN to Previous Menu [F] Size a Retention/Detention FACILITY Manual Design coriveyf.rdf 5 Route Time Series 0 Return to Main Menu [F,1 Size a Retention/Detention FACILITY Manual Design cot weya.rdf 5 Route Time Series 0 Return to Main Menu [X I eXit KCRTS Program Flow Frequency Analysis Time? Series File:predev.tsf Project Location:Sea -Tac - -- ;annual Peak Flow Rates - -- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.1)33 2 2/09/01 18:00 0.042 1 100.00 0.990 0.1)09 7 1/06/02 3:00 0.033 2 25.00 0.960 0.024 4 2/28/03 3:00 0.025 3 10.00 0.900 0.1)01 8 3/24/04 21:00 0.024 4 5.00 0.800 0.1)15 6 1/05/05 8:00 0.021 5 3.00 0.667 0.1)25 3 1/18/06 20:00 0.015 6 2.00 0.500 0.1)21 5 11/24/06 4:00 0.009 7 1.30 0.231 0.1)42 1 1/09/08 9:00 0.001 8 1.10 0.091 Computed Peaks 0.039 50.00 0.980 Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates-- - Flow Rate Rank Time of Peak (CFS) 0.097 6 2/09/01 2:00 0.079 8 1/05/02 16:00 0.1.17 3 2/27/03 7 :00 0.086 7 8/26/04 2:00 0. 1.03 4 10/28/04 16:00 0.1.03 5 1/18/06 16:00 0.1.24 2 10/26/06 0:00 0.1.96 1 1/09/08 6:00 Computed Peaks Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) Period 0.196 1 100.00 0.990 0.124 2 25.00 0.960 0.117 3 10.00 0.900 0.103 4 5.00 0.800 0.103 5 3.00 0.667 0.097 6 2.00 0.500 0.086 7 1.30 0.231 0.079 8 1.10 0.091 0.172 50.00 0.980 Retention /Detention Facility Type of Facility: Detention Arch Tank Tank Rise: 7.25 ft Tank Span: 11.42 ft Tank Length: 65.00 ft Effective Storage Depth: 7.25 ft Stage 0 Elevation: 100.00 ft Storage Volume: 4241. cu. ft Riser Head: 7.25 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 0.50 0.018 2 5.50 0.50 0.009 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation ('t) (ft) (cu. ft) (ac -ft) (cfs) (cfs) 0.00 100.00 0. 0.000 0.000 0.00 0.01 100.01 5. 0.000 0.001 0.00 0.02 100.02 10. 0.000 0.001 0.00 0.03 100.03 15. 0.000 0.001 0.00 0.04 100.04 19. 0.000 0.001 0.00 0.05 100.05 24. 0.001 0.001 0.00 0.17 100.17 83. 0.002 0.003 0.00 0.29 100.29 141. 0.003 0.004 0.00 0.42 100.42 204. 0.005 0.004 0.00 0.54 100.54 262. 0.006 0.005 0.00 0.66 100.66 321. 0.007 0.006 0.00 0.78 100.78 379. 0.009 0.006 0.00 0.91 100.91 463. 0.011 0.006 0.00 1.03 101.03 548. 0.013 0.007 0.00 1.15 101.15 633. 0.015 0.007 0.00 1.28 101.28 633. 0.015 0.008 0.00 1.40 101.40 812. 0.019 0.008 0.00 1.52 101.52 897. 0.021 0.008 0.00 1.64 101.64 986. 0.023 0.009 0.00 1.77 101.77 1083. 0.025 0.009 0.00 1.89 101.89 1172. 0.027 0.009 0.00 2.01 102.01 1261. 0.029 0.010 0.00 2.14 102.14 1357. 0.031 0.010 0.00 2.26 102.26 1446. 0.033 0.010 0.00 2.38 102.38 1535. 0.035 0.010 0.00 2.50 102.50 1624. 0.037 0.011 0.00 2.63 102.63 1716. 0.039 0.011 0.00 2.75 102.75 1805. 0.041 0.011 0.00 2.87 102.87 1894. 0.043 0.011 0.00 3.00 103.00 1985. 0.046 0.012 0.00 3.12 103.12 2074. 0.048 0.012 0.00 3.24 103.24 2158. 0.050 0.012 0.00 3.36 103.36 2241. 0.051 0.012 0.00 3.49 103.49 2332. 0.054 0.013 0.00 3.61 103.61 2417. 0.055 0.013 0.00 3.73 103.73 2500. 0.057 0.013 0.00 3.86 103.86 2590. 0.059 0.013 0.00 3.98 103.98 2670. 0.061 0.014 0.00 4.10 104.10 2750. 0.063 0.014 0.00 4.22 104.22 2830. 0.065 0.014 0.00 4.35 104.35 2912. 0.067 0.014 0.00 4.47 104.47 2992. 0.069 0.014 0.00 4.59 104.59 3066. 0.070 0.015 0.00 4.72 104.72 3147. 0.072 0.015 0.00 4.84 104.84 3219. 0.074 0.015 0.00 4.96 104.96 3290. 0.076 0.015 0.00 5.09 105.09 3398. 0.078 0.015 0.00 5.21 105.21 3438. 0.079 0.015 0.00 5.33 105.33 3504. 0.080 0.016 0.00 5.45 105.45 3570. 0.082 0.016 0.00 5.50 105.50 3600. 0.083 0.016 0.00 5.51 105.51 3606. 0.083 0.016 0.00 5.52 105.52 3611. 0.083 0.017 0.00 5.53 105.53 3616. 0.083 0.017 0.00 5.54 105.54 3621. 0.083 0.017 0.00 5.66 105.66 3683. 0.085 0.019 0.00 5.79 105.79 3746. 0.086 0.020 0.00 5.91 105.91 3805. 0.087 0.021 0.00 6.03 106.03 3859. 0.089 0.022 0.00 6.16 106.16 3917. 0.090 0.022 0.00 6.28 106.28 3970. 0.091 0.023 0.00 6.40 106.40 4017. 0.092 0.024 0.00 6.52 106.52 4061. 0.093 0.024 0.00 6.65 106.65 4106. 0.094 0.025 0.00 6.77 106.77 4145. 0.095 0.025 0.00 6.89 106.89 4177. 0.096 0.026 0.00 7.02 107.02 4211. 0.097 0.026 0.00 7.14 107.14 4230. 0.097 0.027 0.00 7.25 107.25 4241. 0.097 0.027 0.00 7.35 107.35 4241. 0.097 0.336 0.00 7.45 107.45 4241. 0.097 0.899 0.00 7.55 107.55 4241. 0.097 1.630 0.00 7.65 107.65 4241. 0.097 2.420 0.00 7.75 107.75 4241. 0.097 2.700 0.00 7.85 107.85 4241. 0.097 2.960 0.00 7.95 107.95 4241. 0.097 3.190 0.00 8.05 108.05 4241. 0.097 3.410 0.00 8.15 108.15 4241. 0.097 3.620 0.00 8.25 108.25 4241. 0.097 3.810 0.00 8.35 108.35 4241. 0.097 4.000 0.00 8.45 108.45 4241. 0.097 4.170 0.00 8.55 108.55 4241. 0.097 4.340 0.00 8.65 108.65 4241. 0.097 4.510 0.00 8.75 108.75 4241. 0.097 4.660 0.00 8.85 108.85 4241. 0.097 4.820 0.00 8.95 108.95 4241. 0.097 4.960 0.00 9.05 109.05 ' 4241. 0.097 5.110 0.00 Hyd Inflow Outflow Target Calc 1 0.20 * * * * * ** 0.18 2 0.10 * * * * * ** 0.09 3 0.10 0.03 0.03 4 0.10 * * * * * ** 0.02 5 0.12 * * * * * ** 0.02 6 0.06 0.01 0.01 7 0.08 * * * * * ** 0.01 8 0.09 * * * * * ** 0.01 Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdouta Flow Frequency Analysis Time Series File:rdouta.tsf Project Location:Sea -Tac - -- Annual Flow Rate (CFS 0.094 0. 01:L 0.020 0.010 0.014 0.020 0.025 0.183 Computed Peak Rank 2 7 5 8 6 4 3 1 Peaks Flow Rates-- - Time of Peak 2/09/01 12/28/01 2/28/03 8/26/04 1/05/05 1/18/06 11/24/06 1/09/08 Peak Stage Elev 7.30 107.30 7.27 107.27 6.71 106.71 5.78 105.78 5.76 105.76 3.95 103.95 2.85 102.85 2.29 102.29 Inflow /Outflow Analysis Peak Inflow Discharge: 0.196 CFS at Peak Outflow Discharge: 0.183 CFS at Peal: Reservoir Stage: 7.30 Ft Peek Reservoir Elev: 107.30 Ft Peak Reservoir Storage: 4241. Cu -Ft 0.097 Ac -Ft 15:00 18:00 19:00 6:00 16:00 23:00 8:00 9:00 (CFS) 0.183 0.094 0.025 0.020 0.020 0.014 0.011 0.010 0.153 Storage (Cu -Ft) (Ac -Ft) 4241. 0.097 4241. 0.097 4125. 0.095 3743. 0.086 3732. 0.086 2653. 0.061 1877. 0.043 1471. 0.034 6:00 on 9:00 on Jan 9 in Year 8 Jan 9 in Year 8 Flow Frequency Analysis - - Peaks L. - (ft) 7.30 7.27 6.71 5.78 5.76 3.95 2.85 2.29 7.29 Rank Return Prob Period 1 100.00 2 25.00 3 10.00 4 5.00 5 3.00 6 .2.00 7 1.30 8 1.10 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 U) rdouta.pks in Sea -Tac • predev.pks A Return Period 2 1 5 10 20 50 100 • • 00 • • • 1 0 T - -fi i ? F i i 1 2 5 10 20 30 40 50 60 70 80 90 95 98 99 Cumulative Probability STORMWATER SOLUTIONS INC. Prepared by Kathryn Thomason on May 19, 2009 Information provided: • Structure ID = 1 • Total Area (acre) = 0.144 • Percent Impervious = 100 • Water Quality Flow, WQF (cfs) = 0.0238 • Peak Flow, Q100 (cfs) = 0.17 • Height of cartridge (inches) 27 • Cartridge flow rate (gpm) 11.25 • Drop required from rim to outlet (feet) 3.0 Assumptions: • Media = ZPG cartridges • Presiding agency = City of Tukwila contechstormwater.com 1 0.0238 3.0' ©2006 CONTECH Stormwater Solutions 12021 -8 NE Airport Way, Portland OR 97220 Size and Cost Estimate DRA Professional Plaza — Stormwater Treatment System Tukwila, WA Size and cost estimates: The StormFilter is a flow -based system, and therefore, is sized by calculating the water quality flow rate associated with the design storm. The water quality flow rate was calculated using 35% of the developed 2 year flow rate from KCRTS. Water Structure Quality Approximate Cartridges No. System Size Estimated Flow 1 The estimated costs are for complete systems delivered to the job site. The contractor is responsible for setting the StormFilter systems and all external plumbing. Toll -free: 800.548.4667 Fax: 800.561.1271 Catchbasin $6,800 Page 1 of 1 TS -P027 E Bellevue 8 Everett a Spokane c .Portland cd' San Diego °' Austin U • FILE COPY Permit No. DRA PROFESSIONAL BUILDING STRUCTURAL CALCULATIONS DCI PROJECT #: 09 -11 -0048 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION 10900 NE 4th Street, Suite 1200 JUNE 5, 2009 FEB 0 3 2010 CQ'iMUNiTf Bellevue, Washington, 98004 Phone (425) 827 -2238 S e r v i c e I n n o v a t i o n V a l u e RECEIVED JUN 28 2009 PERMIT CENTER ....... ---- D 0 il nGInEERS • • Table of Contents Design Criteria DC -1 Gravity Design G -1 Lateral Design L -1 • • DESIGN CRITERIA DRA PROFESSIONAL BUILDING 09 -11 -0048 • DCI n G i n E E R S PROJECT : DRA Medical Office Building PROJECT NO: 09 -11 -0048 Sheet No: DC Subject: UNIT DEAD LOADS (PSF) By: AZM Date: 4/28/09 ROOF an a Built Up roofing 1/2" sheathing Trusses @ 24" oc Insulation, Batt @ 0.1 #/in GWB - 1 layers - 1/2" Mech/ Elect Allowance Misc All walls Gravity Des Lateral Des 3.0 3.0 1.7 1.7 2.5 2.5 1.2 1.2 2.2 2.2 2.5 2.5 1.9 1.9 15.0 psf 15.0 5.0 15.0 psf 20.0 psf FLOOR - TYPICAL Gravity Later Design Desian Live Loads Carpet and pad 1.0 1.0 Gyperete topping, 1 -1/2" 13.0 13.0 3/4" sheathing 2.5 2.5 Joists 14 TJI's @ 16" 2.6 2.6 Insulation, batt @ 0.1 #/in 0.5 0.5 GWB -1 layers - 5/8" @ 0.55psf / eighth inch 2.8 2.8 Mech/ Elect Allowance 2.5 2.5 _ litt( Misc 1.1 1.1 y 26.0 psf 26.0 LL= 0.0 psf Interior Walls 5.0 + Exterior Walls 5.0 20.0 psf 26.0 psf 36.0 psf (Partition) J:\2009 Projects \09 -11 -0048 DRA Professional Building \Calculations & Design Criteria \Design Criteria \09 -11- 0048_IBC Design Criteria Summary 1 OF 1 Live Loads RL= 25.0 psf MI • • GRAVITY DESIGN DRA PROFESSIONAL BUILDING 09 -11 -0048 DCI enGineeas Project No. Oct- Project Subject V cOc RANt1Nc Key FLAN Sheet No. Date By - ' 'r PA 013 1B —O uEAr"4_,1 1B' —O' 6E a- iN A k � 81 02 ?E AM 22 U 1B' —O' SEAM `b 5+' 8 Brig al g 1 r t;•ls I B' -O' BEAM to 65 T„13 Sy 12 u /y SHRNC PER PUN NOTES TAKING VARIES PER ARCH 0 ao 0 0 0 • DCI E n G I n E E P S Project No. 0 II Project O R a tv ? 3 Subject L co F RAM -1 e, Sheet No. Date By Aim LoApS DL= I psi LL = 2•Spcf SO1 S�T S .1`IPICAL 3UIST L= IQ�' • CAM SU1ST L= IQ' y RISE 11 75 I S6O € 2 " o, C . • CAhl ?ILr`vetz = 1' Tv = 2' o ,SI • L_ Q' TW= '/2./9 v‘/ LI•s% L IS +2S) = 0,14) Klf V 172 M. (),( 17•. MN; 2 USE 111/% IS t70 @ I(0" o'C o D3 2 : L= re' Ivy = 2' > 4v= i'L'S l 'J = 'Qpf P= Oitoc Cp51) V : 0,041 y it‘/2 4- O.4,1" = 1,125" 1— c -10 co + o = (v.tei ® LASE i l '' /v" - 1 - 11 3(4 @ 2'1 " 0 . c , tISE bBL 11' /q - r 1 (S1N6LE Vail= I.' k MAfl = (0.ibkft' LP ® DBL 1 114, TS ► '3(eo 2'I°oc) • T.Iarte 6-101.1•1 rover rle.. 2 0221202231333 011 Pagel Eehagrsaw eer ie 1 Stud MO 2 Stud wall Typical Roof Joist 11 718" TJI® 360 @ 24" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPUCATION AND LOADS USTED Member Slope: 0/12 Rod Slope0M2 /111 4 1e • AO dimensions re horbentall. Product Diagram fa }.GADS; Analysis is for a Joist Member. Pdmry Load Group- Snow (psik 25.0 Live at 115 % duration. 15.0 Deed ,SUPPORTS• Input Bering Width Length 3.50• 3.50' 3.50' 3.50' Vertical Reactions (lbs) Detail L•ND•adfUpfffroM 450/270/0/720 450/270/0/720 -See I evil® Spa Iefe/Buldels Guide for deta0(eg R1: Blocking DESIGN CONTROLS; Matdnum Design Control Shear (dm) 703 -697 1961 Vertical Reaction (me) 703 703 1731 Moment (Felts) 3092 3092 7107 Live Load Dell (in) 0291 0.586 Total Load Deb (in) 0.466 0.879 R1: Blocking R1: Blackleg Result Passed (36%) Passed (41 %) Passed (44 %) Passed (L/724) Passed (./453) Other 1 Ply 11 7/13' TJI® 360 1 Ply 11 718' TJl® 360 Location RI. and Span 1 under Snow lowing Bearing 2 under Snow owing MID Span 1 under Snow loading MID Span 1 under Snow loading MID Spry 1 under Snow loading -Canadian Criteria: STANDARD(LL:LI360,TL J240). -Brecl g(Lu): All compression edges (bp and bottom) must be braced at 4'13' do unless detailed othrwise. Proper attachment and positioning of lateral bracing is required to addeve member stability. -Design assumes adequate continuous lateral support of the compression edge. ADDITIONAL NOTES - IMPORTANT! The analysis presented a output Mom software developed by Level&. Lovell/ warrants the siring of to prodlx,4 by ttia softwre will accanplished in accordance with Leven product deign criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the softwee user. This output has not been reviewed by an Leven Associate. -Not all products are readily evadable. Check with your suppler or Levee technical repress dative for product availability. -THIS ANALYSIS FOR Leval® PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Bulidtrg Code IBC mayshg the Leven Distribution product kited above. PROJECT INFORMATION. OPERATOR INFORMATION; copyright 0 2007 In Ilese.. leder.i wry, U. tJ..o0 2.2-safe are register. craeearta of uses.. •-I Joist.. Pr, am 21.7-Pros are aorta of tia..L. UM* Probetta\Ot- 11 -004e ma Professional aLLlaia\r ltvl.tims a Oesies Criteria \ Gravity elesmtshwoolkreal Joist.a �i IMEJ Typical Roof Joist 11 718" TJI® 360 (fp 24" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPUCATION AND LOADS USTED Load Group: Primary Load Group «.._� g TJaesne e.ao e.ru4ne.c timer emmmamte PIA Pew 2 E gem Vs.= eerie 17. 7.00 - Max. Vertical Reaction Total libel 720 720 Max. Vertical Reaction Live libel 450 450 Selected Bearing Length (in) 3.50(19) 3.50(w) Max. Unbraced Length (in) 56 Loading on all spans. LDF = 0.90 1.0 Dead Shear at Support Ube) 261 264 264 270 Max Shear at Support (1be) Member Reaction libel Support Reaction Ube) Moment (Ft -Lhe) Loading on all spans, IDF = 1.15 Shear at Support (lbe) Max Shear at Support (lbel Member Reaction (lime) Support Reaction (1be) Moment (Pt -Lbs) Live Deflection (in) Total Deflection (in) 1159 -261 -264 264 270 1.0 Dead • 1.0 Floor . 1.0 Snow 697 -697 703 -703 703 703 720 720 3092 0.291 0.466 PROJECT INFORMATION' 21=612( 1/6.52 Copyright 0 2007 by Sienna. Federal wry. ova N. and tJ -eewe are resister. trsasarb of ile.ele. e-I Saki". Frr 00 ti -Pre are tradaerta of lives. J: \1009 Prolecta\09- 11 -00•e 0ah Ko4aalmal aarla•op\calmLtime a Destm c.ita.tsscrMty slata\eoon\aonf bast..• • • 7A9wee 0208. 0u.mr User 012i20:12 304:66 AI „ 4 , E,p. V..sc (LJ0.,. SUPPORTS: 1 Sid wag 2 Stud wall Roof Joist w/ 6 Cant 11 7/8'TJI®360 @24'o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Menthes: Slopes MMt war Sbpe0/12 E P AO dbrkntlaw are hertronhi LOADS; Analysis is for a Joist Member. Primary Load Group - Roof (pet) 25.0 Uwe at 125 % duration, 15.0 Dead In Beaming Vertical Reaction (lb.) Osten Width L.ngdi LIvenumNUpORRotd 3.50' 3.50' 802 /481 1 0 /1283 3.50' 3.50' 4 25 /239/0/664 -See !Level& SpecideldBuideea Guide for data:8W R1: Blocking DESIGN CONTROLS - Yndnwm Design Control Sum (ms) 791 744 2131 Vertical Reaction (One) 1283 1283 3075 Moment (Fate) 2616 2616 7725 Live Load Dell (in) 0.253 0.588 Told Load Doll (in) 0.380 0.882 R1: Blocking R1: Blocking Rem* Passed (35%) Passed(42%) Passed (34 %) Passed (U836) Passed (U557) tt Other 1 Ply 11 7/8' TJW40 380 1 Ply 11 7/8' TJ8E 360 Owed Obnendote 2 1 ® Product Magnets Is CeneeptuaL Location Lt end Span 1 under Roof loading Besting 1 under Roof boding MID Span 1 under Root ALTERNATE open baling MID Span 1 under Rod ALTERNATE span bating MID Span 1 under Roof ALTERNATE span baing -Deflection Cllaba STANDARD(LL:LO60.TLL240). -Perna ��badrg at third guile in the beds span or a dreet a<np led oeimg over the alts bade span length b rsquhsd far bR ca dlever. See (PB1) for delficatba. - Bbacbg( LL) b co ess or a (bpi bottom) must be braced at 5' r olc rodeos deeded otherabe. Proper attachment row p allioni g of !!beret u sbablity. -The bed mndtlons considered b olds design atdywla scbrde atemete member pauper baring. -Oeelgn assumes adequate continuous lateral aupport d the compression edge. ADDmONAL NOTES; - IMPORTANT( The analysis Presented 's output from software developed by Levels. Leve1H warrants the obi g d de Products by this software w0 eooanpdehed In accordance with Level& product design criteria and code accepted design vetoes. The 'pacific Product application Input design loads, and stated dimensions have been provIded by the software user. TNo output has not been reviewed by an (Level® Associate. -Not an products are madly available. Check with your cup tiler or Level& technical representative for product evedebdity. -THIS ANALYSIS FOR Level& PRODUCTS ONLY( PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - AOowable Stress Design methodology won used for BWIBng Code IBC ablptg the Level® Distribution product doted above. pROJECT INFORMATION- OPERATOR INFORMATION* ceeyra06t 0 2007 , b Wv.le, federal Way. WS. T.2 and TJ -D.• are reeLtered rred•mtrta of iL.nO.. 0 -1 Jei.ta'.hob rad rU -how are trademark. of Slants. J: \SOOT rrolecta\02- 12-00.e era. Professueal t4ildieg\Co tclatiege t Purge trat.riSorarity el.egeta\Ym4Vmf Joist SCset.aem • Roof Mat sod B Can 11 7/8' TJI® 360 @ 24' o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Llama* 0 trr.2 er22000e0.dw011I Page axe. Maim 6.32.14 6' 1.75 - 17. 7.75' - Max. Vertical Reaction Total (lbs) 1283 664 Max. Vertical Reaction Live (lbs) 802 425 Selected Bearing Length (in) 3.50(1) 3.50(w) Max. Unhraced Length (in) 80 80 61 Loading on all spans. LOP = 0.90 , 1.0 Dead Shear at Support (lbs) -180 279 Max Shear at Support (lbs) -184 297 Member Reaction (lbs) 481 Support Reaction (lbs) 481 Moment (Ft -Lbs) -567 902 Loading on all spans, LOP = 1.25 . Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Liss) Live Deflection (in) Total Deflection (in) ALTERNATE span loading on Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION' 1.0 Dead • 1.0 -480 744 -492 791 1283 1283 0 -1511 2404 -0.113 0.212 -0.180 0.339 odd 4 spans, LOP = 1.25 -480 537 -492 571 1063 1063 0 -1511 1452 0.032 0.066 -0.035 0.193 -230 -233 233 239 Floor . 1.0 Roof -614 - 620 620 637 1.0 Dead • 1.0 Floor • 1.0 Roof - 395 -400 400 411 ALTERNATE span loading on even 4 spans, LDF = 1.25 , 1.0 Dead • 1.0 Floor • 1.0 Roof Shear at Support (lbs) -330 718 -640 Max Sheer at Support (its) -338 765 -647 Member Reaction (lbs) 1103 647 Support Reaction (lbs) 1103 664 Moment (Pt -Lbs) 0 -1039 2616 Live Deflection (in) -D.201 D.253 Total Deflection (in) -0.269 0.380 OPERATOR INFORMATION: Copyright 0 2007 by ibere/e. r.d.r.l nay. VA Tne red 2J-aeees are registered tndaarka of u.,.l• . e -1 Joist -.sir, and N -errs are trademark. of Slants 2.‘2001 rrolecta\01 -11 -00■4 Ora ngbeesoe-, 6.S1.2\celisi latima k prier Criteru\05Mh elermt. \eee0Vwf Jout 6C.nt•v E. DCI EfGlfEERS Project No. Oq - I I O(1 - 1 ?, Project 2A MC% Subject 1 00P c vAN t /N CB Sheet No. Cr Date By A AMs • t3tAt■( I L= l9 rvt/= 1 /1 ( Im' W= I4)' (1s is + 2 S pcf1 = D, 72 if (0.45r1f «' V : 0.1211 4*x I2 /2 = (0 (14,oc I.i.• M 0 . '72 1I {,1 ic07 /2) = 29.21' IFRE6 Z .1 al /L 2L 41 x/3100 a (LA) NIL " " 1/2t10 -°, 054601,(p6o a C-1 L 51 N-` IS Vpll =IS.bK • BfAM 2 L = 12' Tw= 1 /2 I + to = I S w= 15' (Itps{ 12 -CPC{ = 0. Vi f \ ►_ 0,(Q :If lb 7 N� o,(➢ VI( lc 1$1 /Q) E RtcliN 7 L /3(Dv ^ 1 414, 22s V ' (LL) L /2.40 1' 1,5 K1 t 1_11-1 (I SE L 5! /',,• VALI I4'1' MotlI: o 6fgrv4 3 L= 3(c' Tw= 1 117 , 21'= to s) w= 10,5' GIs Pt. 4 '2 LL = c. 2 Vlf 1/ = p,92e1f x N1= 0. KI{ x 3(0 =E RL.o , I/1 CE 6L 4, ' /v X21 L/340 li) • S • Oy.3K 47 C7. 0 1� ) 4), 204,z(0o y,nl (Ll.l (IL) kAoll= /os1/(4 re 1 ^) L /3f00 ( 0.1(22 Vlf 4 �) L /3(00 C•.( MAII= /42,1K-I EZ_ 2S q y5't C 0.37tKIf LL) (3,3r15 K I.1.) err = 1 b' 1'ir3 1.1" MI I' cps--f 0- Pcf 4 1 = 1,b" l ►zti 7 0.q,. DCI EflGIfEEF S Project No. 6 '► - I I - C 11 Q) Project PRA tilcf3 Subject R ca r I= 12A' - Sheet No. Date By e €AMS cv ' • UAM H 0 VIf • 13€AM 5 L= 19 +11' CAN'T (o' CANT 7W= Y2 "l55' +(o I•' ( s =+ I E 4 , 109,/„/2_ -s 3E Z 810,120 Tw= Icb (usopIf W = I Or 415 = 0,r1 VI{ Vv1 - '7.53 ti'Ivt= ')0,5 1F4 AIL 1,0s ,, I O b -a T E 2 1 1 1 (D ( (o'70 m L 12.tv Malf :2$,3K'Ft jE =13 8400 • g €Ani (o L= 21' TIN= 3) IN= 3 (I5425) = 0. 11141{ ( \/ O.I2klf V2I' /2 = 1.11114 (0.'o"iLL) M 0.171x1( 'f'211/2):. ( l ►�i+ SE 12e -'r 4m'�1 Q'NU rinl St RE0 O6,00(, K,n� LcL ').72 11 PIa1(= IcAs (4 Vail - ?)'"' ►' E I _ u tt osio - ri s6, 0 ° k. n .` • DCI Ef1GIf1EERS Project No. Cl - Ii GL1� Project uRA Mc:B Subject 2QOF pp/Am/NCI Sheet No. ( -7 Date By EAM - 0 Z'1 9 SEAM 1 I-.= It' -f ( CAN'T w" Li" (1 2c1 = C (0 , zZst'14 V - u.CK MU= 12, 111f+ A 3101/0 1-£Z ("50,7co Q1L' 0262;7" - - It Z (D Ir,4)OQ yr S' /2_r) 0 BEAM (t, L = $' CANT t 3( " CA N'T t4/: Y 2 1 ` 0 4 - { q 1, q' ivy= '/11,11) :v 5 L: +20 = 0.27 VI f (0.13% 111P LLB P= 1..)(ar (o.2) c' 1 x=91; V= 3.93" QYN = 5.22k M7 2o.3K' ALLz 1,t9 */0 2,;' ,o' r C-1 L ;72 ! 15 • Bt/AM q L= IS (o'CANT T E ? -" r{, ? 1/y11, /II P S = 7.(D"C 4.4)K tl) e P4). 5•?., (3,3 e X: 20 Y (9 RxN_ 11.10c- (9.3K „) Mh= 1 ALL: 21 %410 rE L13(, gq,v 342441 3 L I57, 2 ST A (I L c , '( � 4 12 a J t a s 1 yP p3 4 ti 10 E 31,M rv6 2257* -w Zwin ... • 6• 367+ Lams 6102.1k D'Amato Conversano, Inc. Aiisa Ma WCAM 114:1 Barra -3 37 w {415 4,6 Roof Cantilever Members Live Loads on Members June 4, 2009 at 10:53 AM DRA MOB Cant Rol Mmnbans.r30 lamer 131C n Nisa Ma „Ai -361A -, 267 ,.... ..6.....11,. a.or Q.',o .. ,...,. - 267 .22M, m ,3 aolI 4A D'Amato Conversano, Inc. r : •- .' ✓'r 5 & - '"9aao4 ..., . 4 .. l -1 • 11' '..sr'1'.',' :- ..., 4 PCaml 4 41, . Bowe Total Loads on Members Roof Cantilever Members June 4, 2009 at 10:54 AM DRA MOB Cant Roof Memoms.r3d Company Job Number D'Amato Conversano, Inc. AMsa Ma Roof Cantilever Members Joint Reactions (By Combination) _LC ,kxst l gtaal X 1k]. 1 1 N1 0 23 2 241 2 1 25 2 38 { 2(- 39 2 41 2 Totals: 9.875 0 5.43 67.08 0 0 0 ) p 0 0 4 111 N4 5 1 N5 e.1 1 1 N8 7 1 N7 2.828 Member Section Forces tl.sa.n, June 4, 2009 10:55 AM Checked By RISA -3D Version 8.0.3 [J:\... \...\...\Gravity Etements\Wood■DRA MOB Cant Roof Members.r3d] C C e o s m � p n any Job Number Member Section Forces (Continued) Me mber Lahel Sec Axiajkl - - 5 k1 Z_M1ee9kl TOKNO-Rl YX Momen9 0 0 m 12 13 ii.. 9'Cant 0 0 0 0 0 0 0 0 0 0 0 0 7.537 -474 hiirammemmoinnup Ct4• - 1 0 4 0 ®© Beam4 s Ilk1t 4 5 0 2 0 11111111011111111 1 _ 1 0 .576 0 3 0 .504 p 5 0 0 0 1 . 2 4 0 294 p 4 0 -4.026 0 1 1 :-• 1 0 1.26 0 - ��! Rill ! 10 5 1795 9.375 10.5 0 -4.389 37 8.986 0 11.1 15.75 4.95 0 -19.62 -13.32 18.9 12.024 15 -004 16 -856 Member Section Deflections 1 2 . 3 D'Amato Conversano, Inc. Aksa Ma Roof Cantilever Members LC Member Label Sec 1 Beam4 1 .2 3 x ralJ 0 0 0 hal 0 •497884 - 429624 June 4, 2009 10:55 AM Checked By z-Z- Momen1K -fjj 0 0 7 fin] x RofatefrarIl Intl I ty Ra0o tat U7 Ratio 0 0 NC NC 0 1 0 1 - NC _i 0 0 1 NC RISA -3D Version 8.0.3 [J:\.. \...\..\Gravity Elements \Wood ORA MOB Cant Roof Members.r3d] Page 2 1 0 2.828 0 0 0 0 MOM RIIIIIPPMIII 5 0 0 0 0 0 3. 094 RR 2 0 694 0 0 0 - 12.263 9 • 4 0 -4.706 0 0 0 11812 101 5 1 0 0 I 0 0` I 0 3112 Company Job Number D'Amato Conversano, Inc. AMsa Ma Roof Cantilever Members Joint Reactions (By Combination) _LC ,kxst l gtaal X 1k]. 1 1 N1 0 23 2 241 2 1 25 2 38 { 2(- 39 2 41 2 Totals: 9.875 0 5.43 67.08 0 0 0 ) p 0 0 4 111 N4 5 1 N5 e.1 1 1 N8 7 1 N7 2.828 Member Section Forces tl.sa.n, June 4, 2009 10:55 AM Checked By RISA -3D Version 8.0.3 [J:\... \...\...\Gravity Etements\Wood■DRA MOB Cant Roof Members.r3d] C C e o s m � p n any Job Number Member Section Forces (Continued) Me mber Lahel Sec Axiajkl - - 5 k1 Z_M1ee9kl TOKNO-Rl YX Momen9 0 0 m 12 13 ii.. 9'Cant 0 0 0 0 0 0 0 0 0 0 0 0 7.537 -474 hiirammemmoinnup Ct4• - 1 0 4 0 ®© Beam4 s Ilk1t 4 5 0 2 0 11111111011111111 1 _ 1 0 .576 0 3 0 .504 p 5 0 0 0 1 . 2 4 0 294 p 4 0 -4.026 0 1 1 :-• 1 0 1.26 0 - ��! Rill ! 10 5 1795 9.375 10.5 0 -4.389 37 8.986 0 11.1 15.75 4.95 0 -19.62 -13.32 18.9 12.024 15 -004 16 -856 Member Section Deflections 1 2 . 3 D'Amato Conversano, Inc. Aksa Ma Roof Cantilever Members LC Member Label Sec 1 Beam4 1 .2 3 x ralJ 0 0 0 hal 0 •497884 - 429624 June 4, 2009 10:55 AM Checked By z-Z- Momen1K -fjj 0 0 7 fin] x RofatefrarIl Intl I ty Ra0o tat U7 Ratio 0 0 NC NC 0 1 0 1 - NC _i 0 0 1 NC RISA -3D Version 8.0.3 [J:\.. \...\..\Gravity Elements \Wood ORA MOB Cant Roof Members.r3d] Page 2 1113111 ■1111101111111131111111/11111111111111111.7111111.111■1■MIMIKA III v co co a, ,.,-.Lt, 9'Cant 5 IMMINIMINEEMINOMMONINIMINIIIIIIMEMEINWITRINNIMIIIII 2 W 1 0 0 IMMIR 0 0 x Rota : • 131220 ' 0 0 =MI NC -597196.8 0 1 0 =BM NC I 0 0 r 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 0 I 0 0 0 IMAM NC MEM NC 0110411111111,M111111 NC NC 1.17M111 NC OEM NC MINEM NC MEM NC M OM= NC MEM NC 1 NC MEM NC NC NC MEM NC Ma. N MM. NC IF 3 , 13 11911111■111111111111.11 15 112:11111111111111111 r 1111 . 111111111111111 111111MOIM111011011111111MINIIIMAIIIIIIIVAIII 17 11111•11111111•111 ■ 11 F 111111111 = 111111 11111EIMMIIIIMINEIIIIIIIIIIMIIIMMIIIIIIIIIMIII 19 IMIEN11.11111.1111111nM Ennliii.M111.11.MMEMEINOMMIIIMEMIUMI 21 1 FA 23 IFMMMMIIIIMMIIIIIIInllIl lMtif ^ L.h l tillIll..nllEUNMMnMMIII.n/iglraNil 25 A! lrIIIIIIIFIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIOMIMIIIIIIIIIIIEMIIIIIIIMIIIIIIIIIIIMIIIIIIIII 27 4; ./11111.11.111111111MMINIMMINOMMINOMMIMMIrall 29 1111111111.111111 . 01011111 • 1111111111 1111111111111111111111111111111111E11.1111111M411111111nill 31 2 1111■11111111111.1111E111111 1 1 11r1.•11111111111.11111=111111111M4111 3-3 - IMMONIIIIIMMEIMMUMMIENOMMOMMEMOMMIIIIIIMEMENIENOMIBMAIN 35 , inIIIIIIIIMMIIIIIIIMIIIIIIIIMMINFIIIIIIIIIIIIIMMIIIIMMER111. . : 111111/1111111M■IFINI11011.11.1 ? 11■1111114 41 ' 2 • 4'3 - RIMINIMMEMIEMOMMUMUSIniMMENIMBEREMIIIIMERAM 45 WW/11/11111111111 M 11111 ■11111111WININIMINISIERTRI. 4'7 • 49 If 11111111■= 51 2 . IIIIIMIMIIMNEIF/IIIIMUII.HMErIFZGMIMIIIIIIMIMIUI■1IIIMIIIIETAIIIIII 5- - 55 • IF/11•111.111111111111111MMIIIIIMICIMMINIIIMMI■EMMINCRIN 57 • 1111=111111■111F111111111191111111111111111MOMMINEINIIIIIITAIIII 59 ;,1 Beam8 Beam4 • C 1111111 M 111111101111 11111111111111111■11111111,741111 Beam8 ■•=111311111111M111111111MMINIMICIIIIIIIIIIMINIIIMININ 111111111111111 . 1 111111VIIIIIIIIIIMINFAINII 111311111E1111111■11111111111121111■111111111MINIMMIN 5 0 ' 0 ' 0 2 0 -361267 2 ' 0 4 0 0 0 1 0 87868.8 0 WIIUIMra.IMMERUThgnl.11MMnMMIMMMMMIMMNEIMIMIIIII 3 0 -1.58514e+6 0 5 0 2 0 4 0 1 0 3 0 EZIMMEMEIMIIMMINIIIIMIErummnm_ IFIMMMIMMMnrymmmrmumrm. IniIIIIMMKIEN■MBWAMIN 1 a 3 0 5 0 2 0 IFIIIIIVIIIIIIIIIIMIEN■11111illnli 4 0 1 0 3 0 5 0 2 0 ' 4 0 ' 87868.; 0 -189053 082 0 6966.368 0 0 0 - • :7398.4 0 • .,:E-"7:7"It-'',L.,,.m11111119M111■11111S11101111117:4M 0 0 -55269.864 0 -7558272 1 0 -576460.8 0 0 0 140867.794 0 -2.53742e+6 0 ' 140867.794 0 -296891.783 0 10184277 0 MM. N NM= NC MIME NC 1111111174■11 =ME NC IMMO NC MIMI NC MEM NC IMMIll NC MIME NC MI= NC ,, . NC Company Designer Job Number DAnlato Conversano, Inc. Aftsa Ma Roof Cantilever Members Member Section Deflections (Continued) RISA-3D Version 8.0.3 [J:\...1...l.. \ Gravity ElementskWoodtDRA MOB Cant Roof Mernbers.r3cli June 4, 2009 10:55 AM Checked By: Page 3 • FRAiv- t KE`I PLAN CO CD �r-v ❑X trr ke L " L Ley PLAN L3- B3 BEY PLAN } O G11 DCI E f G I f E E R S Project No. Project Subject Loon r'RAr 6-1 Sheet No. Date By LL= 1 ,(;.)a 4 o 54. SC►STS • 3 I L= I�' �3' CAin � SZ ; s "33 L= 10' • (, CANT BfAkt y" TS I A(00 @ rc; "c' c t 1 1 4�0 I co " o .c. MEI Tfe e m ea earY Urr2 00,2172557 AM Fist E'a»wnar0.70.14 SUPPORTS: 1 Stud watt 2 SEW well Shear (Ibs) Vertical Reaction (be) Moment (Abe) Live Load Dell (In) Total Load Dell (lo) TJPm Input Bearing Width Length 3.50' 3.50' 3.50' 225' Floor Framl g- JoIstl 14" TJI® 360 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Mend Obnmraiore 21' tt' LOADS: Analysis Is to a Joist Member. Primary Load Group - Office Blip - Offices (pet): 50.0 Uve at 100 % duration, 2 60 Dead, 20.0 Petition Vertical Loads: Type Clore Live Dead Location Application Comment Point(pd) Floor(1.00) 0.0 120.0 0 - Vertical Ructions (fbs) Detail Uve/DsadfJPORRatd 817/940/0/1756 602/508/0/1110 -See Levef10 Spe ifefslBufdan's Guide tar dstdl(s): El: Bbcki g,A3: Rim Board DESIGN CONTROLS; Maximum 1194 1084 4587 Design Control 1088 1955 1084 1202 4587 7335 0.242 0.441 0.421 0.882 48 45 El: Blocking A3: Rim Board Result Passed (56%) Passed (90%) Passed (63%) Passed (L1874) Passed (L1503) Passed Other Product Dugan is CanteptoL 1 Ply 14' TJI19 360 1 Pty 1 1/4' it 14' 0.8E TJStrand Rim Bond& Location LL and Span 1 under Floor loading Beetrg 2 under Floor ALTERNATE span baring MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 -Deflection Cdbre: STANDARD( LL:U480,TL 1240). AddiOael shacks tollow. 4-eft Ovahag:(LL:0200°. TL:2L1240). - Detbctal aaysis is based on carnposite action wi h sigh layer of 19l''Sr Pannels (20' Span Rat g) GLUED d NAILED ac d decki g. -&act g(Lu): Al oampresslon ewes (lop a d bottom) must be heated at 4' r olc uriese detalled otherwise. Proper attadmnent a d positioning of lateral aactrng ie required b achieve member sh36ity. -2000 be me0entrated bad retytremenb for simndad rnn -reside ntal floors have been anmiered fo rea tion aW shear. -The bad nand ions crone ed in thm design analysts include alte hate member p ttan bating. TJ RATING SYSTEM -The TJ-Pto Rating System vaha provides addtianal (loo per(ornace infomation and Is based on a GLUED & NAILED 19/32' Panels (20' Span Owdoc b an�bmn�� � Is nd � mss. 11029m d oonsldaalau for this ratig i dude: Citi g - Mae. A structural analysis of pmed by the pogrmn. Unwed or Veber 1.77 ADDITIONAL NOTES• MPORTANT] The analysis presented ie output from etdhvare developed by ILevelE. LLeveff me manta tie elrhg of ib padcm by ads software wL beaccom p leh edinaccordsncewithLeveffisproductdesignmiterlaandcodeaccepted design vales. The specific podct appficaforr, Input design bade. and stated dmereiore h ave been Provided by the seftwae user. This output her not been reviewed by an tLevdt Aeeocfda 4 slotafipmduchimenmadlyava8WWw Check wpb you aprlmr a LLevelA mdadcal eoprema ntdive br podct evdbe6Dty. -THIS ANALYSIS FOR LLevd® PRODUCTS ONLYI PRODUCT SUBST TUTION VOIDS THIS ANALYSIS. -AB OwatiB Stec sign aeth°d logy was used far &dldng Cods SBC a ayz g tie Levet Dmtrlhutlon product fmbd above. PROJECT INFORMATION- OPERATOR INFORMATION- copyright 0 2007 q Mewl*. Federal My. M. JL and TJ -e.am are registered titlmarts of mLeele. e -7 Joletm.Froo ard 7J -hy are trademarks of Unreels. J: V007 holed. \0) -L -Ogler ma Frofeesloml a\lldleg\Cacoletlms a Metes Criteria \Oraelty al®ts\eood\Jl}afteperaftCenc.r• I Floor Frmrmg.Jobt1 14" TJI® 360 CO 16' olc THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPUCATION AND LOADS USTED Load Group: Primary Load Group T.I. .s. a MY Mmtr. User 2 awrlaro 11212eAM Pp2 Embus Meeker 0.30.14 3 ' 1.75- .. 17' 7.75• " Max. Vertical Reaction Total (lbs) 1756 1110 Max. Vertical Reaction Live (lbs) 817 602 Selected Bearing Length (in) 3.50(0) 2.25(0) Max. Unbraced Length (in) 101 101 50 Loading on all spans, LDP = 0.90 , 1.0 Dead Shear at Support libel Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction libel Moment (Ft -Lbe) Loading on all spans, LOP = Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction libel Moment (Ft -tbs) Live Deflection (in) Total Deflection (in) -344 535 -490 -353 587 -495 940 495 940 508 N/A -807 2001 1.00 1.0 Dead . 1.0 -544 1088 -563 1194 1756 1756 N/A -1137 4430 -0.099 0.224 -0.164 0.404 ALTERNATE span loading on odd a spans, LOP = 1.00 , Shear at Support (lb.) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Pt -tbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading on even e Shear at Support libel Max Shear at Support libel Member Reaction (lbs) Support Reaction (lbe) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION- -544 552 - 563 606 1168 1168 N/A -1137 1853 0.017 -0.019 -0.048 0.162 LDP = 1.00 , - 344 1071 - 353 1175 1528 1528 N/A -807 4587 -0.116 0.242 -0.180 0.421 Floor -1054 -1065 1065 1092 1.0 Dead • 1.0 -472 -477 477 489 Floor 1.0 Dead • 1.0 Floor -1073 -1084 1084 1110 OPERATOR INFORMATION Co0yr /Mt 0 7007 tw n em.. Federal usy. Y. nab Fed TJ -a.am are registered trademark. of 1te ele. e -1 Joist ...From sad 117 -Fry are Ccedmark. of ...LS 2:\2001 Projects 0 aA Professional arudLgKalcvlatcons a design Crlterlal@selty Ole mts\eoo4L f .jaftoymlrtcmt.em TJe.w..y 5e lkonn Urr:2 OW2000112a04 Mr Pawl EreOr Vsrbr OID.14 1 Stud wall 2 Stud well Input Bearing Width Length 350• 225' 3.50' 225 Floor Frarnl g -,bmt2 14" TJI® 360 @ 16' o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPUCATION AND LOADS USTED -See LLsve1D Specifiers/Builder's Guide for details): A3: Riga Board DESIGN CONTROLS: Maximum Design Coned Shear (Ibis) 1125 -1115 1955 Vertical Reecfion (Ds) 1125 1125 1202 Moment (Ft -Us) 4947 4947 7335 Lire Load Deft (in) 0239 0.440 Total Load Dell (In) 0 459 0.879 TJPo 48 45 I 07/ 4 if i Rout Wsgarn Is Conceptual. LOADS: Analysis Is fora Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.0 Live at 100 % duration. 290 Deed, 20.0 Petition §UPPORTS• Vertical Reactions (lbs) Detail LJWDeadfUpillVfotal 600/552/0/1152 600/552/0/1152 A3: Rim Board A3: Rim Board Result Passed (57%) Passed (94 %) Passed (67%) Passed (U882) Passed (L/460) Passed Other 1 Ply 1 114' x 14' 0.8E TJStrand Rim BoardD 1 Ply 1 1!4' x 14' 0.8E TJStrand Rhn Bosnia Location At end Span 1 under Floor being Beabg 2 under Floor loading MID Span 1 under Floor being MID Span 1 under Floor being MID Span 1 under Floor belling Span I - Deflection Catafa STANDARD(LL:U480.TLtf240). -Deflection mnelyais In based an comrade action with single layer of 19/32 Panels (20• Span Rating) GLUED & NAILED wood decking. - Brac6q(Lu$ M oxrgreeebn edges (top and tenpin) must be braced at 4• eft: antes detailed otirers le. Proper attachment and positioning of lateral bracing Is required In achieve member atebBly. -2000 te concentrated bad repdranerts for star dad non-residential floors have been considered for reaction and shear. TJ-Pro RATING SYST -The TJ-Pto Rating System value provides additional floor peiformalce bdomation and is based on a GLUED & NAILED 19/32' Penh (20' Span Rating) Mocking. The controlling span is supported by wwala. Addlona considerations for this rating include: Calling - None. A structural analysts of the deck has not been performed by the pogrom. Comparison Value: 1.77 ADDITIONAL NOTES: be -IMPORTANT! The analysis presented is output Levee. m software developed by Leve. fLaro1D warrate the slag of Its product by this software was pushed in accord no. with d,evell product design criteria and code accepted design values. The specific product application. Input design beds, and stated dimensions love been provided by the software user. This output has not been reviewed by an Lewitt Associate. -Not at products are readily avelable. Check with your emptier or Leve1D technical representative for product availability. -THIS ANALYSIS FOR Levdl PRODUCTS ONLY, PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code BC emeli g the Level® Distribution product listed above. PROJECT INFORMATION. QPERATOR INFORMATION- COpyrloat O 1007 by 100.01., P.der.1 May. Y TJp m T -err are rWistn.6 tradm.ra. of 11...1.. .-I JnfscT Prr fun 41 -hv/ aro tradrss of iy..iS. J: MOO Proi.ct.\O-U-0040 r rrotmrloe.l eo11dl00 \Calculati ns a 00•1w Crltorla\Or..icy al.®ts\.ond1J3 _10ftb so.r • Floor Framing -Joie@ 14' TJI® 360 © 16' o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPUCATION AND LOADS USTED Load Group: Primary Load Group TJOmrre0.30 a..YI ra.r4.s- Uwr. 2 e42e03e 112001 w Pap2 Erearw.rnsye.o.0 17. 7.00• - Max. Vertical Reaction Total (lbs) 1152 Max. Vertical Reaction Live (line) 600 Selected Bearing Length (in) 2.25(55) Max. Rnbraced Length (in) 48 Loading on all spans, Shear at Support (lbw) Has Shear at Support (lbs) Member Reaction (line) Support Reaction (lies) Moment (Ft -Iles) Loading on all spans. LOP . 1.00 , 1.0 Dead • 1.0 Floor Shear at Support Ube) 1115 -1115 Max Shear at Support (lbs) 1125 -1125 Member Reaction (lbs) 1125 1125 Support Reaction libel 1152 1152 Moment (Ft - Ibe) 4947 Live Deflection (in) 0.239 Total Deflection (in) 0.459 PROJECT INFORMATION; LOP . 0.90 , 1.0 Dead 534 -534 539 -539 539 539 552 552 2370 1152 600 2.25155) OPERATOR INFORMATION: Copyright 0 1001 by iy..10. P d.r.i .q. 00. Tie sad Ti -.•m .r. reolRerld tradrr. of neon*. 0 -I Joist ...h.^ sod 10-1•o aro traamarts of fy..1s. J:\IOOt Proi.cte\09-11 -0045 nu 2rofmsim.1 auild1eo\Ca1NLtlmr 4 Onion Crit.ri.\Grs.tty 01.ants\.mdv1_10ftap.o.r TJe 030 OM= N rtMc Um: 2 macs 112702 w 0 0 1 Erg. MIN= em.l. SUPPORTS. 1 Stud wall 2 Stud wall Shear (me) Vertical Reaction (me) Moment (Ft-L.bs) Live toed Dell (in) Total Load Dell (In) TJPro Mot FfatdngJoist3 14" TJI® 36O ®16e o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPUCATION AND LOADS USTED r tr Product Megrim le Ca icep ueL LOADS: Analysis l for a Joist Member. Primary Load Group - Office Bldg, - Offices (Peck 50.0 Live at 100 % duration. 2S0 Dead, 20.0 Partition Vertical Loads: Type Class Live Dead Location Application Comment Point(p11) Fbor(1.00) 0.0 120.0 0 - Input W � U Vertical Reactions 1 Detail 3.50' 3.50' 1 069 /1199/0/2269 E1: Blocking 3.50' 225' 602 1 433 /0/ 1035 A3: Rim Board See LLevta Spekifier's/Builder's Guide br dotage): El: Bbddng,A3: Rim Board PESIGN CONTROLS; Naxl mum 1322 2269 3969 Design 1207 2269 -3401 0.242 0.350 48 Control 1955 2460 5501 0.441 0.882 45 Result Passed (62 %) Passed (92%) Passed (62%) Pasted (L/874) Passed (L/605) Passed Other Overall Obnesniore 2f ,L 1 Pty 14' TJI® 360 1 Ply 1 1/4' x 14' 0.6E TJStrand Rion Bond& Location LL end Spen 1 under Floor loading Bearing 1 wider Floor loading Bearing 1 under Roar ALTERNATE open baring MID Span 1 under Floor ALTERNATE ape loading MID Span 1 ceder Floor ALTERNATE opal loading Span 1 - Deflection Criteria STANDARD(LL•U480.T1.:U240). -Permanent bracing at third points in be back span or a cheat applied ceiling over We entire balk span lagph is required for left cantilever. See literature detail (P81) for clarification. -0diecton analysis 13 based an asadas is action with aiogb layer of 19/32' Panels (20' Span Reding) GLUED & NAILED wood Jodi g. •8radng(Lu): AB compression edges (top and bottom) muse be braced at 4' 6' o/c unless deleted otherwise. Proper attachment and positioning of lateral bracing is required to adibve member stabby. -2000 bs concentrated bad reqntrerneb for standard non-residential floors have been considered for reaction and shear. -The bed con:Mora considered In Ws design andyaie include eltarnste member pattern baring. TJ-Pro RATING SYSTEM -The TJ Pro Retlrg Syetan value provides add:bo eel floor performance information and Is based on a GLUED & NAILED 1932' Panels (20 Span Rating) been b e y the sup by walla. Additional considerations for this rating include: C - None. A structural a al ais of Pmgran. Comparison Value: 1.77 PROJECT INFORMATION* OPERATOR INFORMATION; Copyright 0 3007 ty W../e. federal wry. Y idle aeE 2.3-1..e are teyist.rea traamrn.s of law.le. 0 -2 Joiato. I.0 sad el-1 0= •r. creamery= 0t iLw1e. 3!\WOOS Fromm \05 -11 -00.1 PM Pr0fessional billdiv0\Calculatioa. & Cosign CriurY\Oravity almta \WoodUI }eftib.oiftCmt.m eve TJe*e]ot.atl N.it.r: u..:2 0M2030 i12703 AY Pew 2 Emir= lYrW00=114 Row Frambg -Jon 1 14 "TJI®360 @16 "Ok THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPUCATION AND LOADS USTED ADDITIONAL NOTES; - IMPORTANT? The analysis presented is output from software developed by Level&. Levee warrants the eiang of her products by this software wit be accomplished In wardens° with Level& product design criteria and code accepted design values. The specific product applica0lm. input design bads end stated *mansions have been provided by the Whose user. This output has not been reviewed by an Level& Associate. -Not at products are readily available. Check with your supplier or Level& technical representative for product avm'isNBty. -THIS ANALYSIS FOR ILeve1& PRODUCTS ONLY? PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Aka/able Stress Design methodology was used for Building Code IBC **ping One Level& Distribution product feted above. PROJECT INFORMATION- OPERATOR INFORMATION. Copyright 0 3001 ty iLwre. Federal My, p. TJIe W W -O.ve are registered tr d fns of tLwle. .-I Joiate.Prtr m0 TJ -Pro.N ate treamerhr of l.ao.J1. J: \2007 100] w \07 -11 -00.0 m Profmal -m aaildfm \C&.0 1. ion • Mama Cruet/age.... tlmto 0oodV311ftiy..ft • Mal Root Ftami g- ,bist3 14 @16"0/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 116..m 0 30 e.r Num.= U..= 2 04=00112703 AM Pep.] Eto.nwmMtem14 1 • 6 1.75• - 17. 7.75• . Max. Vertical Reaction Total (lbe) 2269 1035 Max. Vertical Reaction Live (lbs) 1069 602 Selected Bearing Length (in) 3.50(0) 2.25(0) Max. Unbraced Length (in) 58 58 54 Loading on all spans, LDF 0.90 . 1.0 Dead Shear at Support (lbe) -528 605 -415 Max Shear at Support (lbs) Member Reaction (lbe) Support Reaction (lbs) Moment (Pt -Lbe) ALTERNATE span loading On even Shear at Support (lbs) Max Shear at Support (lbe) Member Reaction (lbe) Support Reaction (lbs) Moment (Ft-Ibs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION; -537 663 -420 1199 420 1199 433 N/A -2142 1436 Loading on all spans. LDF = 1.00 . 1.0 Dead • 1.0 Floor Shear at Support (lbe) Max Shear at Support Ube) Member Reaction (lbe) Support Reaction (lbs) Moment (Ft -Lbe) Live Deflection (in) Total Deflection (in) -928 1207 -947 1322 2269 2269 N/A -3401 3427 -0.088 0.175 -0.053 0.284 -926 -937 937 963 ALTERNATE span loading On odd 4 Spans, LDF = 1.00 , 1.0 Dead • 1.0 Floor Shear at Support (lbe) -928 671 -343 Max Shear at Support (lbs) Member Reaction (lbe) Support Reaction (lbs) Moment (Pt - Lbe) Live Deflection (in) Total Deflection (in) -947 734 -348 1681 348 1681 361 N/A -3401 990 0.138 -0.072 0.173 0.051 e spans, LDP = 1.00 , 1.0 Dead • 1.0 Floor - 528 1141 -997 - 537 1251 -1008 1788 1008 1788 1035 N/A -2142 3969 -0.226 0.242 -0.191 0.350 OPERATOR INFORMATION; topyripat a 2007 by uar.le. federal may. es tut♦ ace W - a.a• are registered trademarks at ua•ele. • -t Jotste.frr, aed t7 -hop are trademarks of ltawla J. V00f Prol.otal•- 11 -004a mG Rateasfoeal auildieg\ralcclatiega & agi. CriterLlar eity el.aemt\u.adV1 111ftSsemffumt. sem DCI Efl IflEERS Project No. Project Subject Lo o 12AP- IIN6 PJCAt- Sheet No. Date By L()AP : DL= 7(y 1'r{ LL = 50 hf4 20 pc+ SE I?f Afl I 12' 1 / • lQ' L / 3 (no : o,(o" ( 9Jepc - 4 5Op 42 —Ops -4" < I.'73 (1.lc, V= )•'73 /2 nit= S RtCr�n L SW,� L" /(3Q -1/6) 5' Ca L 5'/9) L' I mail: 91,19 15. (4 14 ro, " a 4, g(oo, 200 , L ,SLI6,2oo L = 111I4 1l- t e AlI 2 '. L= r) 7w ='/2 (12') + 6,' = (� (2(9ps{ 4 50 I , L- ILIIVt- C I.OS ICI( L' Vc 1.1.4 le/2 = I2,gK M = I,NLI . 122/2 - 52,, -3 le-f4 'I eeolp ? L13(oo N, 133,000 LL L -4 3 )7O 0 ,o0o TL. IF PSL- 57 Mall: ('5.5' - s 2ooO' '2 Z. = � ,?O L IILUU Vint • 6EAM 3 L= 3(0' _ 1 /21-c' = 1 I.5' C 2(rPs4 t90 -(1 = 0. VI{'") V= r7, 4j 1L ( -, 7 K LL) 1/1 Lk) 3 (o /v - 7 0 , o 1 Z P €C9 6.`/240 = I,?)" S wrL 1L" / (3V-1' 6) = E7 - C1,0G9,A3d ! 1 -13 (00 Z 1,2' El 2 q 20 6)1 03/y 22'/2 /.tall= IOU.I IL E1 = 1 1,53iooZ ria' CIL SI/cv Il4,0i1= IL1(1.7, -' El - 20 1 L. /14o O,q" L t ( - ILL = 2 kLI A 2-3L' X324 L400 • DCI EfGIflEERS Project No. Project Subject pLooe SRAM INc1 Sheet No. G°1g Date By BenitH L` I Qoo 1nl = (0 "k90) _ 0 L I V -` 1 A) ' ( b/2 = 5.2 tit= vv { 1 ¢6 1 /`6 = 233 I EREco &AM 5 1.=3(7` V= )40' /2 . 3,cl 14 AA IN* 34,, / q 3'4A I"' - Vv = ' /2 (t7 )•+- 3 _ (D' - 1 \AI - f (o• �I4 IItts3,L1ov ('/2'101 1 151 I, (.0 0 L /3 coo 1 1.5 6 LL� W= 0.1S'(i&psf f '70psO t IP•Aiops{ = 0,110,144 Att. EZ ¢tr6 , n = SvVIL (4,),12.)`4/02-, 3 b'- N1%,'' = X1 1 5 34 / 9473 gEgM (o L =3(v' -TO= 1 h (IV) - q' w: y' 0(24 ' 70) = G ICI f LO U w 3U /2. Is.sK L11.34K Li.) A/1: w 1 3( / so _ I4ort f 1E VC6't (2, Il- lo,too ( ! q, q Lou, cc/0 (L /3fno) & I L ( Q 3 /4 1L "2-1 ►.nail = 197.1 e i 19 1`1 2 ` 4 o &L c 6 /,1 I 'ly Mill= IS4p ' Ibi I-Iy ® 2 L yf' t 3o Mali = 140.3 El-: 20 5 (7 . u 1 1 1 Moll= 27.1 !G) El; 4,00rtoo = I(000000 L io . pIf Li) �► PSt LY . coo"11CO0 A. Ct /240)'Iwrp' Iv= ) (2(01 42f20' y = IL1.3K M= 12`6.3 3 -E 7 I(7 200 z 1/157 /3100= 1.2" v. 2 (o,SS23.) LL $ 2 E nwtc - T1 or' ILLL"2 VLIA 2(3(4 V.91= (D4Q SF L 5U(0.2s+is /tD�) L1I.4 P14 CHES i`1AIr? FRAMIN 9e H SUR PER ARCH 1 l1l . 141 1111 111111 1111 1111 1111 N CPAMIN rL`I PLAN 18 -C' 72• -0- 18 -0' t5 /u SNTNC PER PN r sHnic LA - cooNOTES o. DCI Ef1GIflEERS Project No. Project DRAMCJ3 Subject S A la C a,-‘ 1 , 11N6. 1 Sheet No. (7W Date By BMs- ! 1,- q) W = 1-1,C 0. X13 9 104 V= 0• 6 I/2= I,q(•K M= 0. N31VVtfx 91 /z= 14,142K 1- St_ 3'/2 -' I LI B e,/NS -2 = r Q- - r v= '/2 - 1 - v/t I ( ' / . 1 = 14 /0 k- M� i1,g ff W= it ( °` ' = o. 13I�1 F p- 1,9 to' v / cb'/ 4 I ( /2 - 2.I 5 K n'1= O. '. ( / R) ► I , g lv = I y , o 4) a+ A = P-C cwt." !AEI 3cbti El. wt LsL 3'/2 L 19 = 015t" _ x /3/7_ 612 6 Q EA i 1rR wI= ICY (2 + go ") = I. rL ( ILIf wz = I (2 - t 90") = I,310 KIf P = 2,15 V M - 91 5(0 e F+ I E = (r` boo A = O.oS'' 014 TA2_ I /20') +6t =13.5 f1D' (1 L �,I /fi 2 I V'II= Iq,01 k Mall' rlI,2t1 Y(t El= n111939ti DCI EflGI1lEERS Project No. Project Subject 1,a -I12.. At I /NC1 Sheet No. Date By • BMS �i L = 14? TVA = TS' S' W -- QS' (.2 9 4 '7 = 0,. 92v1L1f (o,(D15 of L.) V= 0.92% (0. /` M 0,124 JV = 29s5 " 4= . 5 w)1 V4 ATL o,.A,L) ' L b90 E7 I,`11 L /wo G7. '2,(e5'1,200 Ir ' P L r ` /t 4 f(• • Br'-4 - 4 a W2= d .72cbVlf °. WI= WW1 -fr 90 ") 2 1.06`1 KIf v = ¢,q)s. Iz m:-. 3ce ,[ole - fit A _ 2.12 10 me= 3,; 33,00c, dry PS L 1 t(, MAII= 52 fI= 200ox 119 = 3,5 ( b9icco BMS- 5 L I� ' rtv`/ I10" /11" W: 0.13 Klf p = cl,2N'` (e 'l= 0413141EXIVY /1+ ( 61gj L l) 41 C/1 6 6 ' I b.S t , K M 2 o, l 3 k i ( ( 1 ? 4 2244 3''` ct' 2 ( V ( + (@ 4' ) 0, 13 1VI f x 3(15)/2 4 2.gb '15 CS = 25, 02 I' I t ( 6- I,22 -"PP 2,033)000 D C-IL $7 21 L-Iv Tw- .16711" J - 0.13vIf MIN 4,.v-IY-f 67,5s - 15.34 @ )4-= 3' V. 13.95 N1 = t1 . 2 40` A- I. q,gxlue ut Z '3 ® CI i 3'/fo ' (m IN ►,AAII: tj061 e1 = 3 t.-11 0VI 1© 2.= © 0 0 0 0 0 0 NC " I— NC I 1 r 1 2 -. 0 - 2.91398e+6 • 0 3 0 3 3 0 - 4.06047e +6 0 RINIMMIN 0 1 1 NC NC 0 • r r' 46 13.846 0 0 0 © �� 0 5 0 0 0 NC 0 ---, - - - - r - - 0 r NC W EM - 1• • r ©0 1 ... - 1.485380 +6 r 0 0 0 -1 , NC..,._ NC 0 EMIR! 1 NC 763 -4.039 •0 .r 0 0 _ _ _ -28 978 0 0 0 r +• 0 0 © 1 NC 9 ' ' r 0 r • r 0 • r 0 . +, C - I NC �11� 0 0 0 r. 1 I. • NC KF•�� ®� E111111■MINIIIIE ITIMIN—WiM' • r —© �1 ! -' t 211.025 -1 20067e+6 0 1 NC • 1111p1M11 11111Erall • r 4 5- r - 3.142 3.727. 0 0 I • .D t• 0 t 0 -15 454 7 1 ?0•...._..__ _.. 0. . ..n • 3 • 0 .. - 1,85774e+6 0____. 0 1 C_ 18 • - 19 4 0 -1 19541e+6 0 ' 1 . . • NC X�4,0 x1® .. l' . 1 .: . � 0 � I— - 1 k • i! 2 � © 0111111 2 15.808 0 NC NC _ 0 r 1 .458 3 3 0 3 I 0 0 0 RINIMMIN 0 tIMIIIIIM' 5 NC 0 , r r' 46 13.846 0 0 0 © 0 0 -� 0 . -- 1 -- r • NC 0 ---, - - - - r - - MI r r 1 0 EM© 0 0 N7 0 MEM NMEMII=MINNINEWE 111111111111M111111111.. NC EMIR! 0 -. 0 0 763 -4.039 •0 .r 0 0 _ _ _ -28 978 0 0 0 0 ISERIl 1,r. © IIMINMI i! 2 � r 0111111 2 : • : 0 7 951 . • ; 0 0 r 0 . 1 .458 3 3 0 -2..56 I 0 0 -71559 RINIMMIN _ tIMIIIIIM' 5 0 r. r r' 46 13.846 0 0 0 0 0 - -� 1 r • 1 r r r r 0 4.039 0 0 0 - 25.545 NMEMII=MINNINEWE 111111111111M111111111.. 0 -. 0 0 763 -4.039 •0 .r 0 0 .r r -28 978 0 0 0 0 �m■- i[ll��W ®= �����R1111lMIIIIIII 17 © 9 ' ' r 0 ..— 0 r - 2 18,55 • r 0 0 � F?71i1� -2.643 r - • • 0 0 0 r. _____ 0 .,_ 1 • -1.977 • r - 38,464 WI 1111p1M11 4 5- I 0. -• - 3.142 3.727. 0 0 I • .D t• 0 t 0 -15 454 7 1 ?0•...._..__ _.. 0. . ..n Loan MC 3 0. 5a k In LC Alisa Ma • 146,1: D'Amato Conversano, Inc. flak • -15 54k 1664 e, k+ 06rw5 1 1, 8■04 Stair Framing Members Loads on Stair Framing Members June 4, 2009 at 6:11 PM ORA Moe Stair Framrp.r3d ("Amato Conversano. Inc. Joint Reactions ON Combination) Member Section Forces Member Section Deflections Stair Framing Members 7 rk1 MY 4411 June 4, 2009 RISA -30 Version 8.0.3 1J1..1...l.AGravlty Elements \Wood1DRA MOB Stair Framfng.r3dl Page 1 DCI EfGIf1EERS Project No. 09 - 11-oLP , Project bRA ('AO Subject HISS Cot-LA s ESIC7N K Ey PLAN Sheet No. G 2 Date S/oci By A7 AA U - T` /PICAL CO2NER COLL.4 L T`Ipi INTeRICIZ COL,vtMN TyPICAL EXTE.(Ztog CULI4b`M 4.0 21Ct1 If Ny ny art 9 Au�g E�1,EI B , B2 IC3,C2 A3,A 1 , BI,CI, DI ,E2 -,E'? oy L3 4i 7 4 4- d LI L I BSI, C'1 I p'1 • DCI Ef'1GIPIEERS Project No. C9 Project PRA Mpg Subject N SC C °L V NftiI t ES1C -,N Q f ti +A rcH,rl ca p1ci Sheet No. 6 2y Date By T`I PICAL CORNER COL 1.4 L •A - 1_ ROOF z (94 4.5')- (co44.s = I`d2 2; SF 102,25 SF IS s"' -I 1S • Ar_ �3 = ( (1 - INN SF 3x,1.2 ;sF '21, so ?ART1 •Ai _ L2 = = I`Iy SF 1 170• 2SSF 24, 50 PA2T1TION • AT _ L1 = q' xq' • Z S 1 ,51./5 SF 1a 100 AXIAL LOADS e. LOWEST COL-IAA-1N •PciL = 102.25 SF ( psf') t C1 4 I - 1 C 1 = 11 <` Di PLL Roo; Lie "001 ; 102.25 IF ( — LI 5 �' Lr LEvEL 2 : (50 • (0,2c + iS /✓2xzV1.1(1 )+ 2 pr. = 19) '640 LEVeL 1 01s'c IoOps{ • %. I Pti 1.2 DL - L 1• (9 L - C p= I. ")+ 1.c,( -t o,s (.4.5(x") -a - HSS 4 L -A 1,9 - Fool W/ *is 912"0.c, � IL- LL 5 LL r = DCIENGINEERS D'AMATO CONVERSANO INC. CODE Shape 14mbar Blue Fy 031) (aLArho ll1Yatoossi1?,,x8saux Altfsl 4o I t... I m) j Lew. Ml 4'w133349.3.13 3.14-4.5 .43 re On) 1.52 AO kl do alley M flange Z 28.12 flange 1, 35.15 orb L 80.711 orb S 143.12 Zs(ke3) 4.89 (r"11) 7.8 (M3) 3.9 - :R!.RYYrtepte Fl! .:b� Cal4ShL'�?^f. MOT STATES Yield FEB 18.18 WA WA nrc Shear 017 9' - ono wire Eqn N1-1a er 3.37 n(8I) 1.52 102.511 e+absee Bucklig 102.8 - /mans* Buckling 14.2 142 Range b Comma KM fa Congo CEO Fe. 0[4 ilttocomp 00 23.83 BB.? C Longed by Fle m&Bucklg on 0 Zy (tr`3) 4.89 h ( 7.8 Sy Own) 3.9 - '71"1: ". - :E flange 5, 0..P k orb web1, Ccnnectness mbmh 35.15 OK 28.12 35.15 80.78 143.12 APPLIED LoNb.1 F.0 27.17 Reaps b Cooped Webb Campo LAUFMTATES (aq 6(8 Yield I 18.18 WA WA 10.18 10.18 0.00 Project ran. 0941-048 S1m(ee BRA MOB Caner alums Dale ey rr R TON C27151 E::■11 (+t'T._it Ili DEM column Le 1028 OK G4AxAL1r9180Mt4 PoMnulen pp 139.5 I k " rl:r- 847.'21 ^.:=x s Araa�m"AYi."�`C.ga 8irA9mo ^ ' " 's7R7.490 'id4a v " ^ES"*SL' rr o dl039.00ht 7007 DC Engineers 111M7u7 38.21 38.21 13.58 i Beam- Column is Adequate • Maids DCIENGINEERS D'AMATO CONVERSANO INC. Spread Footing Design 2003 IBCIAC1318 02 Project Number 09 -11-048 Project DRA MOB Subject Corner Column Footings Data: 5.19109 By: AZM Service Dead Load = 12 3 kips Service Live Load = 28 5 kips Factored Load = 60 3 kips Allowable Sod Bearing Stress = 4000 psf Concrete Strength (ft). 3000 psi Column Xc Dimension = 4 00 in Cctunn Yc Dimension = 4 00 in X Dimension = 350 0 V Dimension = 350 Fy= 600 ksi Thickness (t) = 12 00 In Clear Cover = 300 in Depth (d) = 8 69 in X Xc JYc Y flesiseLDesian_aninamaa = 0 9 Be Size Required Footing Area = 10.20 sq 5 = ss At Footing Area = 12 25 sq. ft. OK Number of Bats Provided = 4 As MWmum = C 91 sq , n, Seam Shear Design - X Direction AS Provided = 124 so In OK Ultimate Soil Bearing Stress = 4 93 ksf Mu = 22 k - kips 0 0 75 011In = 6 7 f - tips OK Vu = 15 kops Bar Spacing = 12 00 in OK 0Vn = 30 kips OK Beam Shear Design - Y Direction Flexural Design - Y Direction X 075 X09 Vu = 15 kips Bar Size = #5 0Vn = 30 lops OK Number of Berl Provided = 4 As Minimum = 0 91 sq in Punching Shear Demon As Provided = 1 24 sq in OK 0= 0 75 Mu = 22 9.krps Vu = 55 kips 094n = 47 kips OK 0Vn = 72 kips OK Bar Spacing = 12 C0 sl OK DCI Ef1GIfEERS Project No. Project Subject S ee'N Date By `TYPICAL IN'1 QL-VMN (K,,,. = 2co r ltvi; L 3 LrvfL2 L.t, L I • PDI. . PLL HSS S7 , S 1(1 /2 Na k' AISC CH I CI min= tr� hT I9)'' I)' = 324 CF Li DL I s psi - 2 copsf I AIIIAL LOADS @ LoWI✓f7 CU1.IA LL 7rpsf N0 2 0 Pc I. oopsf 324 sP Ltspsfl .r 3 x 324rr 2(eprf Rc)() K 3 SF & 2� pro C4ox (O.0 +I;//4x2) $24SF + < 2yrF 329SF put = 1,2 ( ' (9,1 3 " ) + I.(o(Y 5") 4 O —, !Pvt = 13 S , y 1 `1 Fool IN = c,5 M IV AP vv/ it' Q l0 "o•C 12,P 1I21 9Y'x 2 PN o. °t fi gN rv1=(N- 0,9Sd) /2 = ( ?'"-0,01s. - I.3.n ® - = I r d n f /44 • i " = 1.37 I 1 .'$ (36Kti)( 9 30.13Y 4 —D L. 27.1 '6 yI 1c SQ.S +-LL oc.r, =DCI ENGINEERS D'AMATO C O N V E R S A N O I N C. CODE Shape Member Sim FY (kg) l /1 La1a<i.l8NSN88 1 19E.011 553001118- 1 4e i L.w (51 M 13mr1 ae 913/'91 AO (M2) MAW 114Ay M D (M3) to (8 Ss pen) flange T 28. Renew, 35.15 wad 03.76 ova 1., 143.12 ea r10, 0ao BIM 148....4 •4041144 of (km) 1.02 720 ry (Yea) 122 08.7E Inelaaec Buckling O579t lnNUtk Buckling 7.75 7.75 13.1 28 10.4 Range 6 Compact Ilea 6 Compact Lair STATES yaw I 4530 fib NM N/A I flex carbodIg (kit) I 43.20 Eon. HI -1n 1 �a a . O.M a 000 d Sneer Only - Ea O2- 1 Ca r� I IQLa"7i1 G = Nor . Lad cabman • Fe 0 35.15 38.98 OK APPLIED LOADS 5'(U>MLCO BB10010 +R'A)OM:TBI8oN30. Po Clod) Pawn" (4 Po/r0M (L) 3283 C 28.8 I 199.0 Unwed by Resoles BsWng OA 0 Zy (M3) 13.1 tr 0 , 4) 28 Sy 9.03) 10.4 tnu"+IS- 1'F.�tkv'SEe Compactness Onga7 28.12 Oars ►, 3515 sub 80.75 1041, 7„ 143.12 Roam 6 Coapad W.b 6 Coped LAUF STATES (MCy) Weld 1 Fib I 4520 8448 NIA N/A 0.68 0.00 Project No. 0011-048 Dm 87 KM column Ur 85.7 OK 71 Beam - Column is Adequate O CoM1()7O 2007 @boss 321 . 77E0 WY 00 83.28 83.28 115 LEA To (WO 38.71 • Masts DCIENGINEERS D'AMATO CONVERSANO INC. Spread Footing Design 2003IBCIACI 31842 Project Number: 09.11 - 046 Project ORA MOO Subject: Intoner Column Footings Date: 5/19439 By: ALM Service Dead Load = 30.1 kips Service LNe Load = 67 6 kips Factored Load = 141 3 kips Allowable Sail Bearing Stress = 4000 psi Comities Strength (fc) = 3000 Psi Column XO D6rensldl = 5.00 in Column Yc Dimension = 5.00 m. X Dimension = 550 ft Y Dimension = 550 fl Fy = 60 0 kst Thlc10105a (t) = 18.00 in. Clear Cover = 300 in Dept (d) = 14 69 to Bearing Cheep Required Footing Nee = 24 43 s . fl Actual Footing Ales = 30 25 sq 11 Deem Shear Desian - X Direction Ultimate Soil Bearing Stress = 4 77 ksf 0 075 Vu = 35 kips 0Vn = 80 kips OK Pulohina Shear Desfan Beam Shear Deafen - Y Direction 0 0.75 Vu = 35 kips 013/n = 80 kips 0= 0 75 Vu 131 kips 0Vn= 190 kips c • Flexural Desian - X Direction 0= Bar Size = 55 OK Number of Bars Provided = 7 As Minimum = 2 14 to 10 As Provided = : • 7 to in OK Mu = 95 1 - 6i0s 0Mn = 140 4-kips OK Bar Spacing = 10 00 OK Fiexurat Design - Y Direction Y 0=09 Bar Sire = 85 OK Number of Bars Provided = 7 As Minimum = 2 14 50 m As Provklad = 2 '7 sr, m OK Mu = 55 ft -klps 00115 =' 405 - kips OK OK Bar Syncing = 10 1101n OK DCI EfGIr1EERS Project No. 0 -11- ei,?) Project p2A MO3 Subject HSS' CC.LLA a ° I MkTCHINCi Sheet No. G-21 Date By - T`IPICAL EV'TEetOR COLLA MN (KLL = g) Al ROOF 10 (9'i- 4.s') = 2`I3 SF L3 I�K (q 4- 2.15')= 2115SF L2 LI hcs LI)(4 /2 AXI4L LOADS t LOWE.ST COL L1 'r' DL LL I.pc( 2�psf 2(opcf 410ptf - t20pcf ?ARM Ll O pt f 1 2 in 4- PA R - n -1 i 0-I IOUpcf • POL = 2LI35F (15ps41 t (3'`2II. cF1' = 20. 111 DL • PLL = QooF = 2t-13p5 2C psi = (0.1 K • Lr Mi L'6 2= Coo *(0.2s -F 1c/ 3xZx2I ) 4 2G7x 423sF= 19.01K L1 = '2 11. S r F' 100Fs•{ --- 21.15 �` Rio 1.2 bl -f 1,( L .F 0 S Lr I. /C)0.lyk) l.(o ( ± 0,5 ([< • [PO= R2, 1 51 F()OTIN(a = t I.5 ) *N3 s l 15" DP w/ k1 5 L I� "p• 0 LL • COOS SWpe amber Ilia Fu MO (rasa , aurasiR'- eTNeaaate l 48 Mops 2812 Amps t. 35.15 we 1 8676 web 3, 143.12 DCIENGINEERS E5. D'AMATO CONVERSANO INC. Pak ..e Map Gamma Webb Camps/ L0TSTATES lib I WA WA 2667 WA 28.87 ss Loa. M.) I..... 01.1 t.oea On K am . . 7x,413,,-- .eya13lm t? 3.13:Z,7M'; 12 Op) 1.41 AO0 ) 602 .3 5» 1.41 u.Nx 110.0: heeb46c Buckling cilia 116-- 8.-.msrk Buckling 69 6.4 M 68 h(M3) 7.7 Ix (kM) 11.9 S= (1e3) 697 Eqn. r7r.ta 4 ÷( 7 • mi Shea. Only . G2• _ }[ - , } APPLIED 1.0A03 11ZE.171 111 J L'ZI Mad.=. la' cake=)` 35.16 OK F. eel 23.30 eeaeS, 2612 em.g.l. 35.13 wei 8678 wp5, 143.12 Nape comma Web Convect UNIT STATES (Sky ,Yield I R 1 WO 26.67 WA 1 WA La Ti.L■ 7857 0.85 0.00 Prefect No. 03,1.048 Sutiecit w M 13# A2/4464,446tra, cWOmel LB 110.4 OK ; ;Ii46R CONPROSSIW eri6'aMOAI,'111010e 2493 Fa pee Pe comp Pb4NWa=(k C 2619 109.4 Limited by Hamra Buckling Oft 0 Zr 0 4. 3) 7.7 1r a.4) 11.9 9y (b03) 5.97 ° 00162007 CO Bence' 0 Via,' - 761 80.18 80.18 Sc 51) 23.18 Beam- Column is Adequate Mavis • DCIENGINEERS D'AMATO CONVERSANO IN Spread Footing Design 2003 IBCiACI 318-02 Prc)est Number. 09 -11448 PceJed DRA MOB Slmjett Extern Cohen Footings Date: 511009 Sy AZM Service Dead Load = 20.1 kips Service Live Load = 47.1 kips Factored toad = 99.5 km Allowable Sao Beating Stress = 4000 psi Concrete Strength (ft) = 3000 psi Column Xc Dbneeslon = 4.00 m. Colleen Yc Dbnenskn = 400 m. X Dimension = 4.50 f. Y DOrensiorn = 4.50 5. Fy= 60.0 ire 77ddeesa (I) = 15.00 in Clear Cover = 3.00 n. Depth (d) = 11.69 in Repndred Footing Area = 16.80 so. 0 Actual Footing Area = 20.25 sq. 6 Seam Shear Deelan -X Dhed)on UltlJn be Sol Beadnp Stress = 4.91 ksf 0= 0.75 Vu = 25 kips 0Vn = 52 kips Seam Shear Deslan - Y Direetlbn 0 0.75 Vu = 25 kips 0Vn = 52 kips Punchh a Shear Dasian 0= 0.75 Vu = 91 kip; 0Vn= 121 kips X C El28801Lattimalltrafithan 0=09 1 Y Bar Stet = 35 OK Nlmnber of Bars Provided = 5 As Mhtlmm = 1 4 8 .' q . , , , . As Provided = 1.55 sq. in OK Mu = 48 3-kips 0Mn = 79 8 -kips OK Bet Spectrg = 1200 n. OK OK Flexural Design - Y Direction 0= 0.9 Bar Sim = #5 OK Number ot Bars Provided =5 As Mbdmen = 1 45 sq m. As Provided = 1.55 sq M. OK Mu = 48 fl-kms 0133 = 7911 -lops OK OK Bar Sp666g = 12.00 in. OK DCI Ef1GIfEERS Project No. o9- Project L A MOg Subject CiR1D -c CAN Sheet No. 3O Date By A7. , 1 PLAN -- cAN71L V FRAM /,\, c± ALON L Fao 4 • DCI EfGIf1EERS Project No. o,- tI -OL Project URA N1Cf3 Subject CANTILE\,eR FRAn�tINC, Sheet No. (r' -3l Date By A 200P - P €AM q 4 4 LEv G ', PBb i P135 'C. RICA : Pa) L L W 4 (s C 5 ' /Q, -/ 2.0 TRjN= 11,62v L7 Lam) V= 1 L-/2407. OL01" L /3c0o - L (p L = f % q, Pou _ 15.5K Pas = g. v" LEVEL ' L, I%' +( I : V= (7,q2 M= 3L,2 r L/ZLiv T E. , 733,'300 L /Slav E3 I,(2)i3i3 LI1.3 NON- PEb'n (10.o r ") ftbWCt (h - 1K «) 6V' = 1 (o " /I (2(, Psf nL + - 50 PSG Ll +2Op ) 4 I2 /ohc4 WALL /% (0 ATE_ 2, 741 V10 L = 1,`73�i0'a �7> 3 0bb R kt1 fq.•SK C /2A' ETZ 1 SV -I,00o C-IL 5'/coy "3C) V.01, 2'),Ic,(4 ' E • ' vv Lsati'E '\ L3) - 0,2s CU.IKI Q [, t f 1 O I ' CoiVIivIt c L LI -L2 COLUMN - vvv12ci CASE) 1-1 Pp� = III.62- 7.3'x) + (0,S 11.9' ) t (2.Qc- 1 c = 1115 -7,3v a 12,gk . 2 = 2 2 7' _ I , PoLL 4 I (' Pt = GO DISC MANUAL- TABLE LI -4 F {SS L1 9-&' /z cK [liLc I,I x/O<0 K xl`1 2. co DL 2GpS- LL - SUpc{ 42OIpc- = 0,2SILIf (odIlfL1 dae SIC) it Rowan H LC LL D'Amato Conversano, Inc. I Alisa Ma I !L, Grid 5 Cantilever Members Total Loads on Members 4„ June 4, 2009 at 7:09 PM Grid 5 Candlevan.3d L. Wads. BIC 2. LL Res.>b LC 1 LL D'Amato Conversano, Inc. Ansa Ma -14t. .6 71 .ta Laval Grid 5 Cantilever Members Live Loads on Members 5 /Y Lvdl ti t %•" I June 4, 2009 at 7:09 PM Grid 5 CantibvanYld Ll E3 • . •C 5 a I MIZI •: i %Wm:Art.4 . MMEZTM=1. Level C' .7"7P-7.4 c rn XMI FZZ 3� -- -- ss - - - -- - -- Ik� 4s :_ •y � ntnnirn t€ .r �i' _ r i C MICEMIMECININNI 1'y - G 1 km a • Y:"7-t1A46'? 8.137 ?!x 6.45 Wallrlaii5lIect 36.85 Y :. / IB I I 1 Level C' .7"7P-7.4 c rn XMI FZZ 3� 0 _.."'�' � s var�lxl ,2 . ` t W to • ._E 000- 0000 -o - �ocio� i IMDIMII0 i. -x �T;,,;zT 0��' v0 �i' EffiMIMMINIMEIRMIN p . i C MICEMIMECININNI 1'y - G 1 km a • M —n �� 3.moit' MN W5. « " =• 0"- ' 11 2 Level 3 1 0 . 8.137 13 { -9.61 MIN 'm4n a 0 L4f8.175'1 14+ 5zs 0 v.^1: a ., rt 17 . IIRSUNIMMI ° _ Ire= -i . -2.85 c 1 p'nmato Convereana, Inc. • Joint Reactions lBv Combination) Member Section Forces Member Section Deflections LC Member Label Sec x tint Grld 5 Cantilever Members v find June 4, 2009 • fml x Rotatarradl n1 Llv Ratb n11.17 Ratio -v- EMtlrraR! cc AIMUMi 3•ka .. 7 : ??. '"' ll.:dcat •} Sias =6 1 C•wss s:+i13 3 tt; !1 1 ww..b zY rr sl 1 141 Er 0 ' �� E'C'I ©jLLa2.'� i4CL.n� 4 Level 3 IltetevAlrel5etollaw POW - 1.00155e+6 YvX 0 0 0 1 0 0 WS I �+''iYl1° iZI NC MIN —Mg...... 1 �il♦ I= 1E� t • i1 1 t. c l �ilc�. � � ' �� ∎ 1.43389e- 0 0 ' ' :R?t1 etAt 1,eS.s+x1 `.3119x' , NC 'cast Oa 0 0 atr 0 ■1 RISA -30 Version 8.0.3 [J:l.1.1..1Gravity EiementS WoodlGtid 5 Cantilevers.r3d[ Page 1 Segment Weight Moment Arm Resisting Moment Wall (Primary) 1950 lbs. 5.000 ft. 8775 ft-lbs Wall (Batter) 0 lbs. 5.500 ft. 0 ft -lbs Key 0 lbs. 5.000 ft. 0 ft-lbs Footing 2250 lbs. 3.750 ft. 8438 ft-lbs Active Soil 3744 lbs. 6.500 ft. 21902 ft-lbs Passive Soil 0 lbs. 2.250 ft. 0 ft-lbs Wall Load 1167 lbs. 5.000 ft. 5252 ft-lbs Total 9111 lbs. 44366 ft-lbs DCI Inputs Wall Height (H) = 13.00 ft. Wall Thickness at Top (b) = 12.00 in. Batter at Bottom of Wall = 0.00 in. Footing Thickness (tf) = 24.00 in. Footing Width, B = 7.50 ft. Heel Width (Heel) = 2.00 ft. Toe Width (Toe) = 4.50 ft. Depth of Shear Key = 0.00 ft. Active Soil Unit Weight = 120.00 pcf Passive Soil Unit Weight = 0.00 pcf Active soil eq. fl density = 35.00 pcf Passive soil eq. fl density = 400.00 pcf Surcharge height (h') = 3.60 ft. Exposed Wall, Heel Side 1.00 ft. � Exposed Wall, Toe Side 13.00 ft. Coefficient of Sliding Friction = . Allowable Bearing Press. = 5333 psf Axial Load on Wall = 1167 lbs. Axial Load Eccentricity = 0.00 in. Resisting Moment D ' A M A T O C O N V E R S A N O INC. Cantilevered Retaining Wall Design Soil Bearing Pressure Check Project Number. 09 -11 -0048 Project DRA Proffesional Subject: Basement walls Date: 6/5/2009 11:47 By: CJW Moment Arm of Resultant = 1.757 ft. Third point = 2.5 Maximum Bearing Pressure = Minimum Bearing Pressure = psf F.S. Bearing = 1 54 Surcharge load OK Stability Check Active Soil Pressure = 5194 lbs. Active Pressure Moment Arm = 5.459 ft. Passive Soil Pressure = 800 lbs. Applied Overturning Moment= 28355 ft-lbs Friction Force = 3280 lbs. F.S. Overturning = 1.56 F.S. Sliding Without Passive = 0.63 F.S. Sliding With Passive = 0.79 Wall Design Forces Wall Moment, Mu = 32558 ft-lbs Wall Shear, Vu (At d Away) = 5889 lbs. Footing Toe Design Forces Soil Pressure at Face of Toe = 506 psf Toe Moment, Mu = 39833 ft-lbs Bearing Pressure (At d Away) = 1686 psf Toe Shear, Vu = 11073 lbs. OK Footing Heel Design Forces 6179 OK NG NG Heel Width = 2.00 ft. Heel Moment, Mu = 5208 ft-lbs Heel Shear, Vu = 5208 lbs. OK MDCFENGINEERS D'AMATO CONVERSANO INC. Cantilevered Retaining Wall Design Project Number. 09-11 -0048 Project: DRA Proffesional Subject Basement walls Date: 6/5/2009 11:47 By: CJW Vertical Exterior Wall Reinforcing Wall Concrete (ft). 4000 psi Wall Reinforcing (fy) = 60000 psi Cover =.3.0Q in. Bar Size Bar Area = 0.600 sq. in. Bar Spacing As Provided = I . • 1 0 sq. in. /ft. Bar Diameter = 0.88 in. d = 8.56 in. a/2 = 0.66 in. As Required (Strength) = 0.916 sq. in./ft• As Minimum (Code) = 0.400 sq. in./ft. Footing Top (Heel) Reinforcement Footing Concrete (Pc) = 4000 psi Footing Reinforcing (fy) = 60000 psi Cover = 3.00 in. Bar Size #5 Bar Area = 0.310 sq. in. Bar Spacing — 2.00 i As Provided = 0.310 sq. in. /ft. Bar Diameter = 0.63 in d = 20.69 in. a/2 = 0.23 in. As Required (Strength) = 0.057 sq. in. /ft. OK / As Minimum (Code) = 0.207 sq in. /ft. OK NG OK Footing Bottom (Toe) Reinforcement G 35 Footing Concrete Strength (ft) = 4000 psi Footing Reinforcing Strength (fy) = 60000 psi Cover = 3.00 in. Bar Size Bar Area = 0.310 sq. in. Bar Spacing As Provided = •. 620 sq. in. /ft. Bar Diameter = 0.63 in. d = 20.69 in. a/2 = 0.46 in. As Required (Strength) = 0.438 sq. in. /ft. As Minimum (Code) = 0.583 sq. in. /ft. OK OK Segment Weight Moment Arm Resisting Moment Wall (Primary) 1625 lbs. 2.417 ft. 3534 ft-lbs Wall (Batter) 0 lbs. 2.833 ft. 0 ft-lbs Key 0 lbs. 2.417 ft. 0 ft-lbs Footing 1088 lbs. 2.417 ft. 2628 ft-lbs Active Soil 2484 lbs. 3.833 ft. 8570 ft-lbs Passive Soil 0 lbs. 1.000 ft. 0 ft-lbs Wall Load 1167 lbs. 2.417 ft. 2538 ft-lbs Total 6364 lbs. 17271 ft-lbs MDCFENGINEERS t t l t l � � D ' A M A T O C O N V E R S A N O INC. Cantilevered Retaining Wall Design Inputs Project Number. 09 -11 -0048 Project: DRA Proffesional Subject Basement walls Date: 6/5/2009 11:48 By: CJW Wall Height (H) = 13.00 ft/ Wall Thickness at Top (b) = Batter at Bottom of Wall = 0.U0'in. Footing Thickness (tf) = 18.00 in. Footing Width. B = 4.83 ft. Heel Width (Heel) = 2.00 ft. Toe Width (Toe) = 2.00 ft. Depth of Shear Key = 0.00 ft. Active Soil Unit Weight = 120.00 pcf Passive Soil Unit Weight = 0.00 pcf Active soil eq. fl density = 35.00 pcf Passive soil eq. fl density = 400.00 pcf Surcharge height (h') = 2.35 ft. Exposed Wall, Heel Side Exposed Wall, Toe Side Coefficient of Sliding Friction = 0. Allowable Bearing Press. = 5333 psf Axial Load on Wall = 1167 lbs. Axial Load Eccentricity = 0.00 in. Resisting Moment Soil Bearing Pressure Check Moment Arm of Resultant = 1.345 ft. Third point = 1.611 ft. Maximum Bearing Pressure Minimum Bearing Pressure = F.S. Bearing = 1 .69 OK _/\ Stability Check Wall Design Forces . 6 i* Active Soil Pressure = 2361 lbs. Active Pressure Moment Arm = 3.691 ft. Passive Soil Pressure = 450 lbs. Applied Overturning Moment= 8713 ft-lbs Friction Force = 2291 lbs. F.S. Overturning = 1 98 F.S. Sliding Without Passive = 0.97 F.S. Sliding With Passive = 1.16 Wall Moment, Mu = 9552 ft-lbs Wall Shear, Vu (At d Away) = 3084 lbs. Footing Toe Design Forces Soil Pressure at Face of Toe = 1591 psf Toe Moment, Mu = 8549 ft-lbs Bearing Pressure (At d Away) = 2646 psf Toe Shear, Vu = 3073 lbs. Footing Heel Design Forces 3.6 OK OK Heel Width = 2.00 ft. Heel Moment, Mu = 4998 ft-lbs Heel Shear, Vu = 4998 lbs. OK MDCLENGINEERS It�� ! D'AMATO CONVERSANO INC. Project Number. 09-11 -0048 Project DRA Proffesional Subject Basement walls Date: 6/5/2009 11:48 By: CJW Vertical Exterior Wall Reinforcing Wall Concrete (fc) = 4000 psi Wall Reinforcing (fy) = 60000 psi Cover = 3.00 in. Bar Size = #6 Bar Area = 0.440 sq. in. Bar Spacing = 12.00 in. As Provided = 0.440 sq. in./ft. Bar Diameter = 0.75 in. d = 6.63 in. a/2 = 0.32 in. As Required (Strength) = 0.337 sq in /ft OK As Minimum (Code) = 0.293 sq in /ft. OK Footing Top (Heel) Reinforcement Footing Concrete (fc) = 4000 psi Footing Reinforcing (fy) = 60000 psi Cover = 3.00 in. Bar Size = #5 Bar Area = 0.310 sq. in. Bar Spacing = 12.00 in. As Provided = 0.310 sq. in. /ft. Bar Diameter = 0.63 in. d = 14.69 in. a/2 = 0.23 in. As Required (Strength) = 0.077 sq. in. /ft. OK As Minimum (Code) = 0.207 sq. in. /ft. OK Cantilevered Retaining Wall Design Footing Bottom (Toe) Reinforcement G 37 Footing Concrete Strength (fc) = 4000 psi Footing Reinforcing Strength (fy) = 60000 psi Cover = 3.00 in. Bar Size = #5 Bar Area = 0.310 sq. in. Bar Spacing = 12.00 in. As Provided = 0.310 sq. in /ft. Bar Diameter = 0.63 in. d= 14.69 in. a/2 = 0.23 in. As Required (Strength) = 0.131 sq. in. /ft. OK As Minimum (Code) = 0 302 sq in /ft. OK DCI Ef1GIf1EERS Project No. 09 l / - 62y8 Project Og d Pr o o,..il Subject B sl/ver Will Sgg Date 5/z 7/7q By �G /r /.q ti,r l/ frr's s ; vC l 4 -)/ ;04.. Cr.r1 /u., of P'D.>L/' ^S 4 W 4 I/ W4 44. 4/ , { ; 44,,„. rR, ", L. a I r / tl /1 � G (' T �•Y ,O. 1 Ory( dvi C. I i.r1i r. Yr�� — YQ �d� vt J �� .:�i'� f( f►�/�. 5/ �y - 3 z8a - £300 = /Y " 41 /3 °( /,2X13) # 16 a(a ')Z '( c F r•'c4,bn Farc r/) Sf5 = /gda /b /! v_ /iiy(l.G)= 178 11 1/1 1 .0 WD.-aJ ea5Er - 1'3 pr( re 1.7 B 3= , 75 Ay f (6 A 0,,0a / 6 /gr�o 91- , ed J /A/ woks / //y /,e0,2 ay d ry c/v " ?/ /4 • • LATERAL DESIGN DRA PROFESSIONAL BUILDING 09 -11 -0048 DCI Ef1GIf1EER5 Project No. C'LI -I) -c Lis Project DQA r o(3 u2fL11.1 DeSIeiN Subject � AlE2AL- L Sheet No. / Date By Az_M LOCA1ION• 51 ° AVe S/S3YdAvQ,S - ' '7.I- 14,1 LA I22,'c • F oM CPK •EArNSHE€ CS = 0 , `Ion= 0.3'7 • S €IS AIC vvi CA LC. : Root DL = 15 ps4 ?pp,� D t- _'2 co p s-f -F I O p s f 3 ( p s 4 • F L- A2 €A R= 4,4 14) ==4400 '2 = tI5)( SF 2 = 1 131 USF DI M, vF c'vt1 A tt. \ 3L DI u 4� SEISMIC LP— I I ' LE1.E.L ' — :vE RgLL 0 ,t H- 0 a I 'I 2► 3b' 10 DCI enGineens Project No. oR Project DIZA- iklug Subject LAItgAL Lo / Sheet No. Date '3/09 By N vvIN1b LOAD CALCIA I-A • ?-Elz ACCt 1-05 ML1HOO 1: frmpt,IF /et) PPOCebt/IE Ss mpv I.0 stAFACE ROI/1611-1N ecs 8 ExPosin RE cA B A - , hod LFI6. (D-2] kw C c.butr CivtLis rER FtQl6teE (0-2- 4-11 10°70 Le Ai 171 MENCION.1 1 0,9 h) 3 (Pi t so)= = — 2 a 12, eb Main Wind Force Resisting System — Method I Figure 6-2 Enclosed Buildings Design Wind Pressures Transverse 11 I • 1 • 7 - - Com L (0-r] (D. to .2,3 Longftudinal h 60 ft. Walls & Roofs P3o: A: 1145 cv9 — N/A 2 4 6 PC 4- ® N/A RD,L= 6J) ty rffi r _ -1,1J.1 I ,71 C -q,( H -6,1 PS 1<zt I. 00 -A MO% t Ps- 0 • CI psf c 1,o9 /,‘-/ . 7.670-4 Ps,C 13.0 Ps+ DCI EfGIf1EERS Project No. ()9 - I- voLke, Project Dia A MI o3 Subject l,A T RAL 1.,0A 1)S Shge3No. Date VOcf W LFPONT— BAC L LEVEL R I 0 3' (-it) • wimp LSIbE - SIbE Vbasc V ?r& F1 -gACr 2 15. I OK L11•11 Ft' B "2-Al2.(6 TO,/ ps{ + [Qb3'- 2 13,0psf = 1.33 141c. 24. 12.4.; so, a Psf + t '74, - 2 -I2.v) [3.cbrxf = I , 7sw 04 2X12,1)'20,9PSf - CC6i' 2x12,J]4 I, '30 (<I(- • 4 L ' 1' v1‘ vv 11 x prf = 1. 2I'7 ILI P .► I()LI -2"Fr. j ' ]•t3 •vpcf - I 0(0 l�If 12..7cb 33.1 1r EG2 FORCE Cu- QL DCI ENGINEERS D ' A M A T O C O N V E R S A N O I N C. Project No. 09 - 11 - 048 Sheet No: Project DRA MOB 2006 IBC / ASCE 7 - 05 SEISMIC BASE SHEAR RESPONSE COEFFICIENT Printed: By: I. Seismic Ground Motion Values: LAT = Site Latitude: LONG = Site Longitude: Ss = MCE Spectral Accel @ 0.2 Sec: SI = MCE Spectral Accel @ 1.0 Sec: SITE = Site Class: ( Default is D) Fa = Spectral Accel @ 0.2 Sec for Site Fv = Spectral Accel @ 1.0 Sec for Site S = MCE Spectral Resp (Short Period) S = MCE Spectral Resp (Long Period) S = Design Spectral Accel @ 0.2 Sec SDI - Design Spectral Accel @ 1.0 Sec 47.481 - 122.268 1.462 0.502 D 1.00 1.50 1.462 0.753 0.974 0.501 H. Design Response Spectrum Periods: To = Period, 0.2 *SDI /SDS Ts = Period, SDI /SDs T = Long Period, Transition Period Ct = Factor for Approximate Period, SEE ASCE 7 -05 pg 129 X = Exponent Parameter for Approximate Period h = Height of Building (approx to Mean Roof Ht) Cu = Coeff for Upper Limit on Calc'd Period T max = Max Fundamental Period: Tmax = Ta* Cu T calc = Calculated Period (via. computer analysis) BBS = BASIC BUILDING SYSTEM : SFRS = SEISMIC FORCE RESISTING SYSTEM: Cs 1 = S / (R/I) = Cs 2a = if T <_ T then SDI / T(R/I) = Cs 2b = if T > T then S / T = Cs 3 = 0.044*S *I >_ 0.01 Cs4 = if S > 0.6g then 0.50*S / (R/I)= IV - CsW- (Eqn 12.8.1) 0.103 sec. 0.515 sec. 6.00 sec 0.020 0.75 50 ft Ta - Approximate Period: Ta Ct*(h 0.376 sec. 1.400 0.526 sec. III. Buildine Importance (IBC 1604 & ASCE 7 -05 Table 11.5.1 - pa 116): ICC = Importance Classification CATAGORY: = II - Select Class = Building Classification = Typical Building I = Seismic IMPORTANCE Factor: IV. Structural System (Table 12.2.1 - ASCE 7 roe 120): 1.00 R = Resp. Modification Coeff (DUCTILITY): _ SI = System OVERSTRENGTH Factor: _ Cd = Deflection Amplification Factor: _ Height Limitations: (ft) _ V. Calculation of the Seismic Response Coeff ( ASCE 7 pa 129): 0.150 W 0.205 W - n/a - 0.043 W - n/a Input to 3 DI:CI \I: \I. S. Not Minutes and Seconds Input to 3 DI - ClAtAt S. Not Minutes and Seconds Input Input • Select Table interpoloated (Table 11.4 -1 - ASCE 7, pg 115) = Table interpoloated (Table 11.4 -2 - ASCE 7, pg 115) =FaS =FvS 1 =2 /3S = 2 /3S = 0.2 *S ni /S °S /S, Input :. Select • Input 3 Input Date: 2002 USGS Mapped Value for Default Site Class B 2002 USGS Mapped Value for Default Site Class B (per Geotech or Table 20.3 -I - ASCE 7, pg 205) Eqn 11.4 -I Eqn 11.4 -2 Eqn 11.4 -3 Eqn 11.4 -4 Eqn 11.4 -8 Eqn 11.4 -9 (Table 22 -15 - ASCE 7, pg 228) (Table 12.8 -2 - ASCE 7, pg 129; »» »_> Eqn 12.8-7 (Table 12.8 -1 - ASCE 7, pg 129) Eqn 12.8 -7 Leave Blank to use Ta (IBC Section 1604) (Table 11.5.1 - ASCE 7, pg 116) (Tables 16.13.5.6(1) & (2) - 2006 IBC) ISDC - Seismic Design Catagory: A. Bearing Wall System 13. Light- framed walls sheathed with wood structural panels rated for shear resistance or steel sheets 6.50 3 4.00 65 ** can be reduced by 1/2 in flexible diaphragms but shall not be Eqn 12.8 -2 (short period Cutoff) Eqn 12.8 -3 (long period) Eqn 12.8 -4 (very long period) Eqn 12.8 -5 (minimum) Eqn 12.8 -6 (soft site minimum) - /0.150 NO - SEISMIC BASE SHEAR COEFFICIENT. Select-' • Select-- 2 ** 3/13/09 3:13 PM AZM File: C: \Documents and Settings\ama \Desktop \Copy of 2006 IBC Base Shear Seismic - ELF Base Shear ASCE 7 Level of Loads Height, h w w,h C„ Force, F„ Shear, V„/ E 0.7pQ ft kips 10 kips kips kip Roof 36 128.0 4608 0.4111 28.10 28.10 19.67 3 26 167.8 4364 0.3893 26.61 54.71 18.63 2 14 _ 159.8 2238 0.1996 13.65 68.35 9.55 Level DL Area Add'I DL w of Loads psf ft 2 k k Roof 20 6400 128.0 3 37 4536 167.8 2 37 4320 159.8 DCI E fl G I n E E R S Seismic Weight Calculation Seismic Force Distribution Wood Shear Wolls ( Sum: (1) 455.7 =1 w z h X C = vx ►, Ewi h e k Project No: 09 -11 -0048 Date: 5/7/2009 Project: DRA Professional Building By: AZM Seismic Loads Per ASCE 7 -05 Equiv. Lateral Force Method 1 2 Total Seismic Weight, W 455.7 kips (1) @ Level 4: includes CMU wall weight. (2) Weight of the the floor or the portion of the total effective seismic weight of the structure located at that level. 0,37e k 1.0 Exponent related to the structure period. For period<0.5, k =1 C, 0.150 CR= G .S) Seismic response coefficient from ASCE 12.8.1.1 V 68.4 kips Seismic base shear from ASCE Eq 12.8 -1 p 1 Redundancy factor for seismic design categories D -F from ASCE 12.3.4 SOS 0.974 g Design spectral response acceleration parameter at short periods. (2) 11209 1.0 (3) 68.4 =_ 47.8 (1) Weight of the the floor or the portion of the total effective seismic weight of the structure located at that level. C is the vertical distribution factor from ASCE Eq 12.8 -12 (3) The lateral seismic force induced at any level, F. =C„ *V from ASCE Eq 12.8 -11 (4) „ The seismic design story shear in any story from ASCE Eq 12.9 -13 V = >F (5) Effect of horizontal seismic forces from ASCE Eq 12.4 -3 using ASD CS f2EA -1 H<1N WINt) e o CONTRCLS Level of Loads w Fw Force, F FF EF Fpx Fpx.mm Fpx.max F px.use kips kips kips kips kips unitless kips kips kips Roof 128 128 19.7 19.7 0.15 19.7 24.9 49.9 24.93 3 168 296 18.6 38.3 0.13 21.7 32.7 65.4 32.69 2 160 456 9.6 47.8 0.11 16.8 31.1 62.3 31.14 E f" 1 G I n E E F9 S Diaphragm Design Forces Wood Shear Walls Sos 0.974 g Design spectral response acceleration parameter at short periods. 1 Importance factor 0.250 0.19 Min coefficient (3) 0.4Sosl 0.39 Max coefficient (4) (1) Effect of horizontal seismic forces from ASCE Eq 12.4 -3 using ASD (2) (3) (4) DCI F px n E F ; W px Fpx x;n = 0.24slw F ®x = 0.4S Project No: 09 -11 -0048 Date: 6/4/2009 Project: DRA Professional Building By: AZM Seismic Loads Per ASCE 7 -05 Equiv. 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(b3 0,1-+(g, W3 23 1 /2 x I0,(73'` " 1,3 14, I5 0,4 2wli ' 2.3 2 1 /2_ q,55 1-1.1b 2 1.1 2W3 L i 12. l i2 x 4c0 �T; 11.61 : , c()3 5• CS3 `1 3 1p' +(2' =IZ' 'IZxys s 4 lo, 4 = 5 lI,HI 0,a51 2W3 4 2 . i- 'Al 35 q,5s = 2,ule I3, 0b I, ISly 2w \ } NtEA :7I %,`?' 7 /2.,1 w4 > vv 4 ,q.1) '7. 1i .a w 3 -a W > (9.3) > ti . (Ih/4 3,5' fALH a 1, vV 2. ASPI:L"f LIH cHECK 2; 1 NAiN LeNlITh NEEb*.. > 3_03 L (2) X x I."vi4 X 1 0 > (2 w2) X > 4.35' 1ASE 1 -1• 4)0,1 I.29 144 21A/ DCI W E n G I n E E R s Shear Walls P 1,N Vwall = Sum of Forces/Wall Length Project No: O 1 - I I - c) " 1 ) Date: 1 f o /c 9 Project: U 1 2 A ft/log 0 .1'-1' tU NA I I DF•L LIo By: Al-Ail DCI G I rl E E R S Shear Walls - N V = Sum of Forces /Wall Length G P I Project No: 09 - \ 1 - 0 Date: L I / q/ D� Project: b R A N\ G 13 By: A _i M Line Level of Loads Wall Length of Line (ft) Line Force (k) FLine Forces (k) v,,,,1 (klf) Shear Wall Mark A Q It.S 'iz r 3 0' x 19.197 _ ti '19 x CI 0, '2 5 W(c 9cc A S 1 4i,( = �. “( q, 33 0 In/3 A 2 9,55 _ 2,33 II•coS 0,tp3o W2 C g 0•S'.4)5) : -2,3,0 (» q % \ 'uo.s') 9. s/ / r7 cO y I9.6 1 = q,gco q,q 0.429 /0.29(0 WL1 /wcQ C r1 1 01,,, ' 1 %.co3 = 6 1,' -1 3 Iq.39 0,2)25 414 / ' C , L Y q ■ SS 1- 04 2L.1, 23 I.03 /o,gro Zw3 /w2 E R It,S' 7 f3Q' Y 19.101 = LI.°I2 t I,q 2 0,3613 wN i I. 14).(03 = 1 1 , 0 4, a.5 0,r7 cDco W a 2 6 1,55 = 2.39 II,gm o, 459 2■3 0 DCI G I rl E E R S Shear Walls - N V = Sum of Forces /Wall Length G P I Project No: 09 - \ 1 - 0 Date: L I / q/ D� Project: b R A N\ G 13 By: A _i M Line Level of Loads I Wall Length (ft) h, Wall Height (ft) v.11 (klf) OM= v,,,, x 1,„,x h (k -ft) RM (k -ft) FHD (k) c f FHD (k Hold -Down Size A Q 11)'51 b' 0,1sci 2,w,3 (q' # I;) .,1 g,52/2. # o.'+ Y,vc. 1.3 1,3 I/ c:t4, A lot d,Su4 13.2 et 3�•5 11, .( u f 4 t 7 ') y 141. S 1 / 4 5"I4i X2 2 2 2 3,3 'CM STctcr A 2 d 1 Q,(D3 IlU,S '3, (n .(o - / HIWH55 C V � �5 ?: C' /lily I (1 .1 , c�,S + CJ, L I ( xw s 2 11.5 1 -3H 1.39 cSHe t() o, i.tlq 110, -7 OS x2lo41 /opif►*Q,S' /1 t c,s {s s' 22, 3.5(e /4, CMs 9 C 2 -, ,o) 0.5g �0 ' � ' L N, ' q , C ,,S L21 ND1n 5 w 12 i 2. S 1 V 0:5q1 '31 , 3 (1 4 12 .' Iz i ...-1,12.5 IS,S 2. Ce 2,4 C M ST1 C I to �L 0 0./(4. �I5,7� 0)-12o 4 4o.s"I2,5 33,q �1 9 t✓M57Cf() E Z (o1 9C 1 Ii q•(a x,32 (' L2) HD DCI n G I n E E R s Hold -Downs - t)eS t UN Project No: C1 " 0 ( b CD Dead load reduction factor. Wind controlled: m =0.6 & EQ controlle OM Overturning moment due to lateral force (EQ or Wind) RM Resisting moment due to dead loads on shear wall (incl. self weight) FHD Hold -down force. FHD = (OM — (DxRM) _ Iw L t Date: Project: p 9 A M o g By: Line Level of Loads 1 , Wall Length (ft) h, Wall Height (ft) v wa11 (klf) OM= v,,, x I, x h (k -ft) RM (k -ft) FHD (k) c /FHD (k) Hold -Down Size R 23' IU' (. I I L (q '1.16) 4 23 ' f? +0.4 2 ; — Li I/ 1.2 ('SI(e 23` 1 0. q (?), q (, 120p1F I /20i 4 a 5 r2; = Io5 2,2 3.4 CMS`TCfle I 1 2 - 1 ! p.SCi, I co 1 tiop _10,5%421 = ios 3,11(P (o.c64o NDU(?) 2,3 R R' (6) 0.L1 &tb 33. 9 (1(6'xIs1Y9V/ 4o.y1•q = 14.5 3 3 CMS-rC142 2 ' q' 10 O,c1'2 cb2. I /ii ....0•sµq = 245,3 7.(.Q 10147 ( C N iS'r 11 2.3 2 10 1.1 1 6 2 .(. cl,q ' 10.5 (21 H01AILI /� Q u.5 ce 1,21 U(. A (WI IS ))"1.0/2 + 0,5x4•S 0.0) q' 9,$ (2) CN1sTC LI 10) MCI S '?.c (v (9'x)(.pc4 4 110 Pit 1-4 ( VI_ 0 )cu) = q 37 ( 6 :19 1 (6,4, (i) CMSTf2 C -1 2 (o 10 1 (0 (q'f 2bps4 4 I2cP1( ) X072 1 0.0',@' wni. 3 7 ((7.6 t, 2q. I 2) HDtn ICI DCI E 11 G I f1 E E R S Hold -Downs pen Ci�1 Gl3 Project No: C c1 1 I G LI co Date: Project: p Q A ti10)3 By: AZ " m Dead load reduction factor. Wind controlled: 0=0.6 & EQ controlled: m= (0.6- 0.14xS OM Overturning moment due to lateral force (EQ or Wind) =0.(# - o. i4 ( 0.4 7 , 1 1 RM Resisting moment due to dead loads on shear wall (incl. self weight) FHD Hold -down force. FHD = (OM — (DxRM) _ lw 0 , LI G 1 ✓ Se (I\ (. (p A S'W EIJb FOR 1.0pcE QANSFEk & (7) 012 MM(oPe ST PaPS (p s1 (4- (o to I( (C" Line Level of Loads h, Wall Height (ft) I Wall Length (ft) Trib Width (ft) Wwali (k) Wframing (k) OM (k -ft) P (k) FP (k) Post/ Studs A R 8.0 it .c' oi' (7,32 0- ' '''L 3 . , 3 ",3 (91(e A 3 10.0 O. 1 - 1 q3. (e•37 9.7 (af(P A 2 10.0 v I 7,('3 17 (PI (e C R 8.0 v. ) 10 0 . 1 3 2 x.5 14.1 3,4A 3•% (D C 3 10.0 1 0.4 40,1 (F.15 f0.(o (o C 2 10.0 S 7 . 4 14 IS.S (o E R 8.0 1 z -Sl � rs,32. O .SLI ' I-1,4 4,W ( (vx(.7 E 3 10.0 fl,cl D•°)y gS."7S q. 1 3,H E 2 10.0 v I11 (e ►v,q Zc1,3 (ott 1 R 8.0 7 1) 9 \ 0.32 0. 1.4 UQ.5 3.4 g, cl (G1 (, 1 3 10.0 6 413,41 5.4 9.0 112'4(9 1 2 10.0 1 2 -,. v ( q I q (oX(e, 2.3 R 8.0 9 14)1 0.3z %3. S.1 c.q 4- x 2.3 3 10.0 `) I'.4i'7 Q ) 2.1 ti, , I 17.3 (pi-(v 2.3 2 10.0 102.6 X3,7 ' � l (Dv/0 4 R 8.0 4 Ica 0 32. 0.24 4 (/.lo 10.'l 10 q 6)1 c, 4 3 10.0 (vi °I' 0,N o. q 9 5`), 1 lo 21.Q) (nlc% 4 2 10.0 1' 4' (p 9.9 11,1 34,9 GXIO DCI lienoir Compression Studs Project No: '' ? I -0 U Q, Project: D Q A '1 0 3 I OM Overturning moment due to lateral force (EQ or Wind) from HD calcs DL Dead load 26 psf HS,prr R L) Wwaii Weight of wall for a 4' section Wwaii= Ht x 4' x 10 psf Wframing P Weight of framing for a 4' section Compression force Wframing DL x Trib Width x 4' P = Wwaii Wframing + OM /I Date: By: F oz (uN4+R WALLS DCI EnGInEERS Project No. 0 9 - 11-0Licb Project LQA M03 Subject ' ,vALL Sivl Ds C / Sheet No. Date 5 / 0 9 B y ATM CH E. ( TY T N-t - 11 ' - 2 = to 0' - 2' = 46' Fc.. Ct ( 1,01(/.0 7( I.0.c 1.0 (o7SpcI (CC *I [Rocs pure F f3`1 IN SPEC - I/0N\ (rX ['OST A?EA = 5.5" s S" = 30. 2S FC1 O,c,2g KS'' (r q, ?0C1 AREA = S,S ". (' ' /.y _ �I,SCI'n` Fc l = 0 (r2s , .c y�.2s� , = 2S. 0'` 0414' (DI ro FOS ARCA = 5.5" Q.S s tA.,15 F Ct' = 0 lbvgcc, ,c ;2,ls01 32.(, K • DCI Ef1GIflEERS Project No. 09- II-0N45 Project URA 3 Subject L OAr)S . , ,'.t p IS 1 C (,AGlniC, Sheet No. L (b Date By tf ( 2 - ACC (p. ntt~71to>) I- ::tr■A IFIL �� E SE o -f (0.1.1.2.7_ ' COtit 4, CLAbtn!U q = h- 1 17- IVq.tt 1 T =I,C ?,ict C PLR FIGURE (' N tR%CR LoNES \,VALES = 4_ AReA = 'R53' ' - 2' OsF pnti 9.9psf /- lO.0p IZooF - 1 ARtA= I ' '2u)(23' - 2A\ L I l(oo cr- pn.tt ao = 1, 1,71' / -I I. °I p cf ENI ZONES 12 LOP:. ARIA = ( (63'- 2a( (0,L )= ?f\-tt30= K• rsf /- ly,l WALL s /AREA = L -4 6 - ' 1 . 1( cr. nriiu= O. N p F / 12,ISp5 CC 2NeR )■HS POUF 3 AREA = (0 = yo cr pr.lf3oy 14.7pS+ /23 s+ L I L I� Sl= Components and Cladding - I Enclosed Buildings Flat Roof Design Wind P �aNE prc�- C4 - / -) = I.O I.(/ 1 *pru+30j '7, upsf / -2 ps4 ( -r7psf 2 psa / - ?.r7 psi ( -rips( NE"f \, cb.Spsf / - 1 -1 1 -psf y 0,117s{ / -20 psi- 5 10•dI� / - 22 p54 Components and Cladding — \Icihnd Figure 6-3 Enclosed Buildings Design Wind Pressures h 5 60 ft. Notes: Flat Roof Gable Roof (9 5 7 °) Interior Zones Roofs - Zone 1/Walls - Zone 4 Minimum Design Loads for Buildings and Other Structures Gable Roof (7 °< 9 5 45 °) End Zones Roofs - Zone 2/Walls - Zone 5 2- 1200 : 5' vJAL1-S C11 Walls & Roofs Hip Roof (7 °< 0 5 27 °) • Corner Zones Roofs - Zone 3 1. Pressures shown are applied normal to the surface, for exposure B, at h = 30 ft (9.1 m), I= 1.0, and Kz► = 1.0. Adjust to other conditions using Equation 6-2. 2. Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. 3. For hip roofs with A 5 25 °, Zone 3 shall be treated as Zone 2. 4. For effective wind areas between those given, value may be interpolated, otherwise use the value associated with the lower effective wind area. 5. Notation: a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft (0.9 m). h: Mean roof height, in feet (meters), except that eave height shall be used for roof angles <10 °. 9: Angle of plane of roof from horizontal, in degrees. 41 42 GIX Figure 6 -3 (coned) Net Design Wind Pressures Enclosed Buildings h 5 60 ft. Walls & Roofs Net Design Wind Pressure, pnet3o (Psf) (Exposure B at h = 30 ft. with 1 1.0 and Kg = 1.0) Unit Conversions - 1.0 ft = 0.3048 m; 1.0 psf = 0.0479 kN /m ASCE 7 -05 Z one Effecti Basic Wind Speed V (mph) wind area (sf) 85 90 100 105 - 110 120 1 10 5.3 -13.0 5.9 -14.6 7.3 -18.0 8.1 -19.8 8.9 -21.8 10.5 - -25.9 1 20 5.0 -12.7 5.6 -14.2 6.9 -17.5 7.6 -19.3 8.3 -21.2 9.9 -25.2 1 50 4.5 -12.2 5.1 -13.7 6.3 -16.9 6.9 -18.7 7.6 -20.5 9.0 -24.4 i 1 100 4.2 -I1.9 4.7 -13.3 5.8 -16.5 6.4 -18.2 7.0 -19.9 8.3 -23.7 2 10 5.3 -21.8 5.9 -24.4 7.3 -30.2 8.1 -33.3 8.9 -36.5 10.5 -43.5 la 2 20 5.0 -19.5 5.6 -21.8 6.9 -27.0 7.6 -29.7 8.3 -32.6 9.9 -38.8 2 2 50 4.5 -16.4 5.1 -18.4 6.3 -22.7 6.9 -25.1 7.6 -27.5 9.0 -32.7 o 2 100 4.2 -14.1 4.7 -15.8 5.8 -19.5 6.4 -21.5 7.0 -23.6 8.3 -28.1 a 3 10 5.3 -32.8 5.9 -36.8 7.3 -45.4 8.1 -50.1 8.9 -55.0 10.5 -65.4 3 20 5.0 -27.2 5.6 -30.5 6.9 -37.6 7.6 -41.5 8.3 -45.5 9.9 -54.2 3 50 4.5 -19.7 5.1 -22.1 6.3 -27.3 6.9 -30.1 7.6 -33.1 9.0 -39.3 3 100 4.2 -14.1 4.7 -15.8 5.8 -19.5 6.4 -21.5 7.0 -23.6 8.3 -28.1 1 10 7.5 -11.9 8.4 -13.3 10.4 -16.5 11.4 -18.2 12.5 -19.9 14.9 -23.7 1 20 6.8 -11.6 7.7 -13.0 9.4 -16.0 10.4 -17.6 11.4 -19.4 13.6 -23.0 1 50 6.0 -11.1 6.7 -12.5 8.2 -15.4 9.1 -17.0 10.0 -18.6 11.9 -22.2 Root > 7 to 27 degree: 1 100 5.3 -10.8 5.9 -12.1 7.3 -14.9 8.1 -16.5 8.9 -18.1 10.5 -21.5 2 10 7.5 -20.7 8.4 -23.2 10.4 -28.7 11.4 -31.6 12.5 -34.7 14.9 -41.3 2 20 6.8 -19.0 7.7 -21.4 9.4 -26.4 10.4 -29.1 11.4 -31.9 13.6 -38.0 2 50 6.0 -16.9 6.7 -18.9 8.2 -23.3 9.1 -25.7 10.0 -28.2 11.9 -33.6 2 100 5.3 -15.2 5.9 -17.0 7.3 -21.0 8.1 -23.2 8.9 -25.5 10.5 -30.3 • 3 10 7.5 -30.6 8.4 -34.3 10.4 -42.4 11.4 -46.7 12.5 -51.3 14.9 -61.0 3 20 6.8 -28.6 7.7 -32.1 9.4 -39.6 10.4 -43.7 11.4 -47.9 13.6 -57.1 3 50 6.0 -26.0 6.7 -29.1 8.2 -36.0 9.1 -39.7 10.0 -43.5 1 1.9 -51.8 3 100 5.3 -24.0 5.9 -26.9 7.3 -33.2 8.1 -36.6 8.9 -40.2 10.5 -47.9 Roof > 27 to 45 degrees I 1 10 11.9 -13.0 13.3 -14.6 16.5 -18.0 18.2 -19.8 19.9 -21.8 23.7 -25.9 1 20 11.6 -12.3 13.0 -13.8 16.0 -17.1 17.6 -18.8 19.4 -20.7 23.0 -24.6 1 50 11.1 -11.5 12.5 -12.8 15.4 -15.9 17.0 -17.5 18.6 -19.2 22.2 -22.8 1 100 10.8 -10.8 12.1 -12.1 14.9 -14.9 16.5 -16.5 18.1 -18.1 21.5 -21.5 2 10 11.9 -15.2 13.3 -17.0 16.5 -21.0 18.2 -23.2 19.9 -25.5 23.7 -30.3 2 20 11.6 -14.5 13.0 -16.3 16.0 -20.1 17.6 -22.2 19.4 -24.3 23.0 -29.0 2 50 11.1 -13.7 12.5 -15.3 15.4 -18.9 17.0 -20.8 18.6 - 22.9 22.2 -27.2 2 100 10.8 -13.0 12.1 -14.6 14.9 -18.0 I6.5 -19.8 18.1 -21.8 21.5 -25.9 3 10 11.9 -15.2 13.3 -17.0 16.5 -21.0 18.2 -23.2 19.9 -25.5 23.7 -30.3 3 20 11.6 -14.5 13.0 -16.3 16.0 -20.1 17.6 -22.2 19.4 -24.3 23.0 -29.0 3 50 11.1 -13.7 12.5 -15.3 15.4 -18.9 17.0 -20.8 18.6 - 22.9 22.2 -27.2 3 100 10.8 -13.0 12.1 -14.6 14.9 -18.0 16.5 -19.8 18.1 -21.8 21.5 -25.9 IIeM I 4 10 13.0 -14.1 14.6 -15.8 18.0 -19.5 19.8 -21.5 21.8 -23.6 25.9 -28.1 4 20 12.4 -13.5 13.9 -15.1 17.2 -18.7 18.9 -20.6 20.8 -22.6 24.7 -26.9 4 50 11.6 -12.7 13.0 -14.3 16.1 -17.6 17.8 -19.4 19.5 -21.3 23.2 -25.4 4 100 11.1 -12.2 12.4 -13.6 15.3 -16.8 16.9 -18.5 18.5 -20.4 22.0 -24.2 4 500 9.7 -10.8 10.9 -12.1 13.4 -14.9 14.8 -16.5 16.2 -18.1 19.3 -21.5 5 10 13.0 -17.4 14.6 -19.5 18.0 -24.1 19.8 -26.6 21.8 -29.1 25.9 -34.7 5 20 12.4 -16.2 13.9 -18.2 17.2 -22.5 18.9 -24.8 20.8 -27.2 24.7 -32.4 5 50 11.6 -14.7 13.0 -16.5 16.1 -20.3 17.8 -22.4 19.5 -24.6 23.2 -29.3 5 100 11.1 -13.5 12.4 -15.1 15.3 -18.7 16.9 -20.6 18.5 -22.6 22.0 -26.9 5 500 9.7 -10.8 10.9 -12.1 13.4 -14.9 14.8 -16.5 16.2 -18.1 _ 19.3 -21.5 42 GIX Figure 6 -3 (coned) Net Design Wind Pressures Enclosed Buildings h 5 60 ft. Walls & Roofs Net Design Wind Pressure, pnet3o (Psf) (Exposure B at h = 30 ft. with 1 1.0 and Kg = 1.0) Unit Conversions - 1.0 ft = 0.3048 m; 1.0 psf = 0.0479 kN /m ASCE 7 -05 Stacy MacGregor From: Sent: To: Subject: Stacy, Here is a quick usable area breakdown by floor. This includes the basement which I'm guessing will count as storage space. Basement: 2346SF First Floor: 2800SF Second Floor: 3488SF Third Floor: 4283SF Total: 11,370SF @ 3 stalls per 1kSF = 34.11 stalls required. Looks like we provide extra. Let me know if you have any questions for me. Austin Kovach Associate Administrator cell- 206.617.2899 okok. ARCH! U' ;1S 2115 COLBY AVENUE EVERETT, WA 98201 425.259.0609 www.KovachArchitects.com Austin Kovach < Austin @kovacharchitects.com> Wednesday, July 13, 2011 3:05 PM Stacy MacGregor DRA: parking requirement L✓ \s Qo k t , 38 pc - 1 April 21, 2011 Austin Kovach 2115 Colby Ave Everett, WA 98201 RE: Correction Letter #2 to Revision #6 Development Permit Application Number D09 -110 DRA Professional Building —13530 53 Ave S Dear Mr. Kovach, This letter is to inform you of corrections that must be addressed before your development permit(s) 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 Building Department. The Fire, Planning and Public Works Departments have no comments at this time. Building Department: Dave Larson at 206 431 -3678 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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, please contact me at (206) 431 -3670. Sincerely, ifer arshall it Technician e File No. D09 -110 • City of Tukwila Department of Community Development Jack Pace, Director W:\Permit Center \Correction Letters \2009\D09 -110 Corr Letter #2 to Rev #6.DOC • Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 w Building Division Review Memo #2 Date: April 20, 2011 Project Name: DRA Professional Building Permit #: D09 -110 Plan Review: Dave Larson, Senior Plans Examiner Tukwila Building Division Dave Larson Senior Plan Examiner The Building Division 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. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. In your response to item #2 of review memo #1 you quoted an exception not requiring an elevator lobby at the level of exit discharge. The elevator is not separated from the exit enclosure stairway as required per the 2006 IBC. The last line of section 1020.1.1 of the 2006 IBC states "Elevators shall not open into an exit enclosure." The elevator doors are not smoke tight which is why we suggested a smoke door to resolve the problem and to maintain the lobby area per section 1024.1 exception 2. In conclusion, the elevator doors need to provide the same level of protection to the means of egress as the other doors entering the lobby. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. Review Comments Response J;iument 3/30/11 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Permit No: D09 -110 PROJECT NAME: DRA Professional Building - 13526 53rd Ave. S Responses to Building Department: Dave Larson, Senior Plan Examiner • J EtWAt ARCHfl'HCI'S CORRECTION LTR# 1.The plans provided to show the 1 hour floor assembly needed to protect the main level lobby egress will need to be extended to include the small floor area between the bathrooms and supporting elements. Response: The plan has been updated to show the extension of the 1 HR lobby floor protection. See A2.06. 2.Please add the elevator smoke door protection at the main egress level that we discussed just after you had submitted this revision. Response: Per our code interpretation we are not required to provide a smoke screen or enclosure at the elevator on the first floor. 2006 IBC section 707.14.1 (and 2009 IBC section 708.14.1) exceptions 1 and 4 state an elevator lobby is exempt: I For an elevator opening on the street floor when the street floor is equipped with an automatic sprinkler system. 2 On each floor when the building is provided with an automatic sprinkler system throughout. This building is deigned with an automatic sprinkler system per code throughout and is utilizing these exceptions as allowed. 2006 IBC section 3002.1.1 states openings in hoistway enclosures shall be protected as required in Chapter 7. Chpt 7 section 715.4 only requires shaft doors to be 1 hour rated to match the shaft rating. No requirement for smoke protection is mentioned. 3.During this review I discovered that the door schedule shows 20 min. doors at the stair enclosures. These are required to be I hour doors. Please correct door schedule. Response: The schedule has been updated and shows 60 min. door ratings where required. See A5.01. 4.1 noticed that some walls were added to the plans but not clouded. A toilet room was added also. These may have been interior elements that were actually part of a tenant improvement permit. If they are they should not be added to this shell permit. If they are intended to be revisions to the shell permit, they should be clouded and noted as additional scope on the revision application. Response: The wail additions per the Ti's have been removed from these core plan documents. See A2.02. RECEIVED REVISION-N.03a_ MAR 31 2011 PERMITCENTER 2115 (;OLill - :A\ H;NO!E I;A ['NETT. A \A 082111 Aust inCa'kotacliArrlttlerts.rnm 1'25.259.01)(1)) uffirp 425.7451)5c)7 fax ti Review Comments Response 3/30/11 5.A set of water fountains were added to revision #5 that were not noted in the scope of that revision. They are in the direct line of exiting from the main exit enclosure and will need to be relocated. Response: The path of egress travel at the bottom of the lobby stair turns toward the exit door. The code required 3'-8" clear width is provided as shown on the first floor plan. See A2.01. Thank you for your cooperation. Feel free to contact me if you have any questions, Respectfully yours, Andrew S. Kovach AIA. NCARB Principal Architect 21 15 COI A': \\-ENI EVER1'1'T, \ \A 98201 • End of Building Department Comment Responses RECEIVE) MAR 31 2011 PERMIT CENTER Austin@Ko\ 425.259.0609 Office 425.745.0897 fax March 14, 2011 Austin Kovach 2115 Colby Ave Everett, WA 98201 RE: CORRECTION LETTER #1 to Revision #6 Development Permit Application Number D09 -110 DRA Professional Building —13530 53 Ave S Dear Mr. Kovach, This letter is to inform you of corrections that must be addressed before your development permit(s) 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 Building Department. The Fire, Planning and Public Works Departments have no comments at this time. Building Department: Dave Larson at 206 431 -3678 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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 messenj'er service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D09 -110 • City of Tukwila RO qe,,i,S,1- W:\Permit Center \Correction Letters\2009\D09 -I 10 Corr Letter #1 to Rev #6.DOC Jim Haggerton, Mayor n Department of Community Development Jack Pace Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: March 14, 2011 Project Name: DRA Professional Building Permit #: D09 -110 Revision 6 Plan Review: Dave Larson, Senior Plans Examiner Tukwila Building Division Dave Larson, Senior Plan Examiner The Building Division 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. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The plans provided to show the 1 hour floor assembly needed to protect the main level lobby egress will need to be extended to include the small floor area between the bathrooms and supporting elements. 2. Please add the elevator smoke door protection at the main egress level that we discussed just after you had submitted this revision. 3. During this review I discovered that the door schedule shows 20 min. doors at the stair enclosures. These are required to be 1 hour doors. Please correct door schedule. 4. I noticed that some walls were added to the plans but not clouded. A toilet room was added also. These may have been interior elements that were actually part of a tenant improvement permit. If they are they should not be added to this shell permit. If they are intended to be revisions to the shell permit, they should be clouded and noted as additional scope on the revision application. 5. A set of water fountains were added to revision #5 that were not noted in the scope of that revision. They are in the direct line of exiting from the main exit enclosure and will need to be relocated. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. • Review Comments Response Document 1/17/11 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 Permit No: D09 -110 PROJECT NAME: DRA Professional Building - 13526 53rd Ave. S Responses to Building Department: Allen Johannessen 1. In revision #5 the second (lour shun, a nc\ \\Ill added, (Il\i(ling the ,parr into t\\) tenant .,Marc,. This wall was nut Indic ate(' or clouded in this or :n\• other pro iuus revisions. The problem is the number (AI exits Is now compromised \vhcre the cc (le requires all spaces within cat h store shall ha\ - r access to the minimum numher of approved independent exits: In this case two exits each. By dividing that tenant spa( c into two. one of the spaces will have access to only one exit. Egress from a room or space shall not pass through ;1(Ilull1i lk or ;thee \e11ing rooms or areas, except where such adjoining roil or areas are acres,ury to the area served. Revise plan to Slit u\\ ear h space pru\1(lr(1 with two exits or reinm\c• the wall. (1l3( :10Ii 2 In 19.2) Response: By way of this memo we request that you remove (by whatever means to your satisfaction) the Two walls in the vicinity of the West stairwell @ Grid 1B due to the conflict with code as described above. Thank you for your cooperation. Feel free to contact me if you have any questions, Respectfully yours, Alik Andrew S. Kovach AIA, NCARB Principal Architect 2115 C01 .1i1" A\ t ?til•E EVERETT. \V\ 98201 End of Building Department Comment, Responses CITY LA JAN 19 2011 PERMIT CENTER CORRECTION LTON 2- REVISION NO, r) DD I10 Austin(a\I: \a(•llArrhitecls.conl 425.250.0609 Office 425.745.0897 fax January 13, 2011 Austin Kovach 2115 Colby Ave Everett, WA 98201 RE: CORRECTION LETTER #2 to Revision #5 Development Permit Application Number D09 -110 DRA Professional Building —13530 53 Ave S Dear Mr. Kovach, This letter is to inform you of corrections that must be addressed before your development permit(s) 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 Building Department. The Fire, Planning and Public Works Departments have no comments at this time. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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 messenzer service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D09 -110 W:\Pennit Center \Correction Letters \2009\D09 -110 Corr Letter #2 to Rev #5.DOC • • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: January 12, 2011 Project Name: DRA Professional Building Permit #: D09 -110 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division 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. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. hi revision #5 the second floor shows a new wall added, dividing the space into two tenant spaces. This wall was not indicated or clouded in this or any other previous revisions. The problem is the number of exits is now compromised where the code requires all spaces within each story shall have access to the minimum number of approved independent exits; in this case two exits each. By dividing that tenant space into two, one of the spaces will have access to only one exit. Egress from a room or space shall not pass through adjoining or intervening rooms or areas, except where such adjoining room or areas are accessory to the area served. Revise plan to show each space provided with two exits or remove the wall. (IBC 1014.2 & 1019.2) Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. December 30, 2010 Austin Kovach 2115 Colby Ave Everett, WA 98201 Sincerely, Bill Rambo Permit Technician encl File No. D09 -I 10 0 RJ- W:\Permt Center \Correction Letters \2009\D09 -110 Corr Letter #1 to Rev #5.DOC • • Jim Haggerton, Mayor Department of Community evelopment Jack Pace, Director RE: CORRECTIQN LETTER #1 to Revision #5 Development Permit Application Number D09 -110 DRA Professional Building —13530 53' Ave S Dear Mr. Kovach, This letter is to inform you of corrections that must be addressed before your development permit(s) 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 Building Department. The Fire, Planning and Public Works Departments have no comments at this time. Building Department: Dave Larson at 206 431 -3678 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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, please contact me at (206) 431 -3670. 6300 Southcenter Boulevard, Suite #100. Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 Building Division Review Memo Date: December 29, 2010 Project Name: DRA Professional Building Permit #: D09 -110 Plan Review: Dave Larson, Senior Plans Examiner Tukwila Building Division Dave Larson, Sensor Place Examiner The Building Division 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. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The added detail sheet SSK #12 was not stamped by the engineer. 2. The new rooftop mechanical plan appears to be slightly relocated and bigger than originally proposed. Please provide structural modifications and calculations to verify structural support of additional loads. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. Review Comments Respons current 12/16/10 W 12/21/10 City of Tukwila Department of Community Development Alikr 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 CHrI'I:C Permit No: D09 -110 PROJECT NAME: DRA Professional Building - 13526 53rd Ave. S Responses to Building Department: Allen Johannessen 1. The revision shows acklitional windows to be added to the exterior of the building. Provide engineers calculations and additional details if necessary to show the additional windows will not affect the structural and lateral seismic integrity of the building with the additional openings. Engineer's structural calculations and details shall include a Il interior structural revisions. Response: Pertinent sheets have been included with the review plan set. See sketch sheet from DCI Engineers for calculations and details on revised window layout. Please note: the window in the second floor conference room South wall, is the only new window. All other clouded windows were included in the original submittal. deleted as cost savings measures, and now added back (in response to TI requirements). 2. Provide a revised Washington State Energy Qxle compliance form for the building envelope to show the additional glazing meets energy code requirements. Response: The energy code envelope calculations have been revised and are shown on sheet A02. Please note there is a net reduction of glazing area from the originally submitted planset. As discussed above. only the one window in the second floor conference room is new while several widows from the original submittal are newly omitted (or remain omitted). 3. Provide the plan detail that shows all the restroom revisions meet ADA requirements. Apparently there is a sheet A6.1 that was not included with the revision. Include that sheet with the revision. Response: Sheet A6.01 has been submitted showing the revised accessible restroom plans. Feel free to contact me if you have any questions. Respectfully yours. 16 111114 Andrew S. Kovach AIA. NCARB Principal Architect 2115 COLBY AVENIIE EVERETT. WA 98201 End of Building Department Comment Responses INCOMPLETE REVISION N0. Dog -110 ECE lI ED DEC 222010 TOTER Austin0KovarhArrhitects.rom 125.259.0809 Office 925.745.0897 fax December 16, 2010 Austin Kovach Kovach Architects 2115 Colby Av Everett, WA 98201 Dear Mr. Kovach, Citj' • • Department of Community !' evelop ; ent Jack Pace, Director RE: Letter of Incomplete Application #1 to Revision #5 Development Permit Application D09 -110 DRA Professional Building — 13526 53 Av S 1 Jim Haggerton, Mayor This letter is to inform you that your permit resubmittal received at the City of Tukwila Permit Center on December 15, 2010 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the following comment. Please address the comment above 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. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, 'IginftLfi Bill Rambo Permit Technician Enclosures File: D09 -110 W: \Permit Center \Incomplete Letters\2009\D09 -110 Inc Ltr #1 to Rev #5.DOC 6300 Southcenter Boulevard, Suite #100 ® Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 • • Determination of Completeness Memo Date: December 16, 2010 Project Name: DRA Professional Building Permit #: D09 -110 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division All Johannessen, Plan Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The revision shows additional windows to be added to the exterior of the building. Provide engineers calculations and additional details if necessary to show the additional windows will not affect the structural and lateral seismic integrity of the building with the additional openings. Engineer's structural calculations and details shall include all interior structural revisions. 2. Provide a revised Washington State Energy Code compliance form for the building envelope to show the additional glazing meets energy code requirements. 3. Provide the plan detail that shows all the restroom revisions meet ADA requirements. Apparently there is a sheet A6.1 that was not included with the revision. Include that sheet with the revision. Should there be questions concerning the above requirements, contact the Building Division at 206 - 431 -3670. No further comments at this time. _ Review Comments Responseeument 9/10/10 8/02/10 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Thkwila, WA 98188 File No: D -110: Application #1 to Revision #4 PROJECT NAME: DRA Professional Building - 13526 53rd Ave. S Responses to Building Department: Allen Johannessen 1. In reference to the changes for the stairway, some sheets are missing as referenced to within the stairway revision. Please provide sheets A6.07, A7.01, A8.2, S3.2, S4.1 and any other sheets that are relative to the revisions. Since this is identified as revision #4, a delta with the #4 in it would help to identify that specific and clouded revision. Response: Pertinent sheets have been included with the review planset. Delta #4 revision clouds have been added as necessary, clouds pertinent to the current revisions have been updated to delta #4 revisions. Also see Structural response letter and plans from DCI Engineers. 2. Provide a door schedule that specifies door types, hardware and closer information for the stairwell doors including other doors that are changed. Response: Plans and schedules have all been updated to include new or revised door types. 3. Provide specific construction details for the stairs that identify all structural members, treads, risers and methods of fire protection including specifications for all mechanical fastening etc. Response: See stair plan sheet A8.02 and Structural response letter and plans from DCI Engineers. 4. The exterior wall of the stairwell enclosure is not clearly identified or is shown as nonrated. Show the 1 hour rating for that exterior wall. Response: See stair plan sheet A2.01, A2.02, A2.03, and A8.02 for requested information. End of Section 2115 COLBY AVENUE EVERETT. WA 98201 Austin@KovachArchitects.com 425.259.0609 Office 425.745.0897 fax DCI E n G I n E E R 5 • • E Bellevue U Everett Spokane c Portland °' San Diego °' Austin September 14, 2010 DCI Job #09011 -0048 Mr. Austin Kovach Kovach Architects 2115 Colby Avenue. Everett, WA 98201 Re: Building Dept. Comments for DRA Professional Center Stair Revisions: Dear Austin, The following is our response to the structural comments raised during the review of the stair revisions to DRA Professional Center located in Tukwila, WA. 1. The plans included with this letter include all sheets that have been revised for the stairs and trellis. Most of the detail cuts (for example 5/S3.2 and 10/S4.1 on S2.2) that are shown within the clouded area were at the same location prior to the revisions and are not new details cuts or new details. Other details cuts such as 5/S2.2 on S2.2 refer to new partial plans that are on sheets included with this letter. Sheet S4.2 has been included to show the details that were removed due to the removal of the trellis. Please note that our revisions numbers have been corrected. The stair revision is delta 5 and all revisions have clouds around them. 3. DCI has added stair framing details on a new sheet (included); S4.6. Sincerely, DCI Engineers 1 Steven Lidicker, P.E., S.E. Senior Project Manager 10900 NE 4th Street, Suite 1200 Bellevue, Washington, 98004 Phone (425) 827 -2238 S e r v i c e I n n o v a t i o n V a l u e r August 25, 2010 Austin Kovach Kovach Architects 2115 Colby Av Everett, WA 98201 RE: Letter of Incomplete Application #1 to Revision #4 Development Permit Application D09 -110 DRA Professional Building— 13526 53 Av S Dear Mr. Kovach, • • City 0 TE 1 Jim Haggerton, Mayor epartment of Community Development Jack Pace, Director This letter is to inform you that your permit resubmittal received at the City of Tukwila Permit Center on August 23, 2010 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the following comment. Please address the comment above 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. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, Tht:1■ Bill Rambo Permit Technician Enclosures File: D09 -110 W: \Permit Center\lncomplete Letters\2009 \D09 -110 Inc Ltr #1 to Rev #4.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 s Fax: 206 - 431 -3665 Determination of Completeness Memo Date: August 24, 2010 Project Name: DRA Professional Building Permit #: D10 -110 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. In reference to the changes for the stairway, some sheets are missing as referenced to within the stairway revision. Please provide sheets A6.07, A7.01, A8.2, S3.2, S4.1 and any other sheets that are relative to the revisions. Since this is identified as revision #4, a delta with the #4 in it would help to identify that specific and clouded revision. 2. Provide a door schedule that specifies door types, hardware and closer information for the stairwell doors including other doors that are changed. 3. Provide specific construction details for the stairs that identify all structural members, treads, risers and methods of fire protection including specifications for all mechanical fastening etc. 4. The exterior wall of the stairwell enclosure is not clearly identified or is shown as nonrated. Show the 1 hour rating for that exterior wall. Should there be questions concerning the above requirements, contact the Building Division at 206 - 431 -3670. No further comments at this time. S AR�E FT � APPLICATIO Z " .b ( #s;pIo 1ded); 'FtAS APPROV t } '+•..J �i. 'q 'f J 3' .. {1(� ,� (o approvedglansp 3540 .-1'. .,,„ T l" . . „, B f � 1st Floor 3135 2nd Floor 3329 4329 3rd Floor 3915 5040 Mezzanine 2295 2592 TOTAL 12,674 15,501 August 11, 2010 Austin Kovach 2115 Colby Ave Everett WA 98201 RE: Development Permit Application Number D09 -110 DRA Professional Building — 13530 53 Ave S Mr. Kovach, It has come to the Permit Center's attention that the square footages provided on the building permit application do not correctly reflect the square footage of the building. The figures have been updated in our system which has corrected the discrepancy of 2,827 SF. This in turn adjusts the impact fees. The fees that are owing are itemized and provided below: Fire Impact Fees: $4,595.92 Park Impact Fees: $2,368.71 TOTAL: $6,964.63 These fees must be paid prior to Building Department final. At this time they will not hold up your inspections. If you have any questions, please feel free to contact me at 206 433 -7165. Si cerely, fer M. hall it Technician File: D09 -110 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 I July 23, 2010 Austin Kovach Kovach Architects 2115 Colby Av Everett, WA 98201 Department of Community Development Jack Pace, Director RE: Letter of Incomplete Application # 1 to Revision #2 Development Permit Application D09 -110 DRA Professional Building — 13526 53 Av S Dear Mr. Kovach, This letter is to inform you that your permit resubmittal received at the City of Tukwila Permit Center on July 20, 2010 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the following comment. Please address the comment above 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. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, --( — 304ir Bill Rambo Permit Technician Enclosures File: D09 -110 W:\Permit Center\Incomplete Letters \2009 \D09 -110 Inc Ltr #1 to Rev #2.DOC • 1) Please be more specific as to what the changes are for. Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 April 23, 2010 Austin Kovach Kovach Architects 2115 Colby Ave Everett, WA 98201 Dear Mr. Kovach, • City of Tu • Department of Community Development Jack Pace, Director RE: Request for Extensions Development Permit No D09 -110 DRA Professional Building —13530 53 Av S This letter is in response to your written request for an extension to Permit Number D09 -110. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending your permit until Wednesday June 30, 2010. No further extensions will be granted as this permit is no longer vested in the 2006 IBC. Should this permit application expire, a new application will be required for this project to continue. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician File: Permit No. D09 -1 10 W:\Permit Center\Extension Letters\Permits\2009009 -110 Permit Extension.doc Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 Extension Request 4/14/10 • • 4/14/10 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 File No: D09 -110 PROJECT NAME: DRA Professional Building To the Building Official: 1 am formal requesting an extension for permit of the project listed above. The owner is finalizing his financing with the bank. We are in hopes of being able to pay the remaining fees and pick up the permit shortly, but will most likely be unable to do so before 4/23/10. If there is any other information that you require or questions that you have please let me know. Thank You, Austin Kovach Associate Administrator iD009°- 1(0 e ,i, 40 Z(9 Aa 6e la -- ,% j d, 4)1 01-4z i9d 6' -r, G ,10i-77e4 i i zo/ehoo , if,a 21 I.51;OI.11Y: \\I; \l ;l I; \'I?k1.11"1, \ \:\ 9152111 Alik CH PI HC TS RECEIVED wry OF TUKWILA ' APR 15.2010 PERMIT CENTEP \ i�litiC�t`Ku�a�ai:An tiih��.l> -� -unl 125 251 O( }0;) O171ii• •12' 7.15.0897 fax 03 -01 -2010 Bill Rambo Permit Technician • City of Tu o Department of Community Development AUSTIN KOVACH 2115 COLBY AVE EVERETT WA 98201 RE: Permit Application No. D09 -110 13530 53 AV S TUKW Dear Permit Applicant: Jim Haggerton, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 06/26/2009, 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 04/23/2010. 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, —41 File: Permit File No. D09 -1 10 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 2 -15 -10 Bob Benedicto Building Official City of Tukwila 6300 South Center Boulevard Suite 100 Tukwila, WA 98188 Dear Mr. Benedicto: We have completed our structural review of the DRA Professional Center. The plans are in substantial compliance with the 2006 International Building Code. The structural plans are approved and are being returned with our indication of review on them. In our opinion they are ready to be issued. The hold downs drag struts and shear walls have been highlighted for ease of field inspections. If you have any further questions or if we can help in any other way please contact me at 253- 606 -9559. Z erely, Frank Mesas Co -Owner Project D09 -110 DRA Professional Center RECHECK FINAL IBC 2006 and ASCE 7 -05 SOUND INSPECTIONS & INVESTIGATIVE ENGINEERS, LLC 1802 A Street SE Auburn, Washington 98002 (253) 606 -9559 • (360) 893 -7852 fax RECEIVED CITY OF TUKWILA FEB 19 201Q PERMIT CENTER 1 QV LV 1 V.7 .4.1 CI Mal lip 1 v v !mama February 15, 2010 Bob Benedicto Building Official City of Tukwila 6300 Southcenter Boulevard Suite 100 Tukwila, Washington 98188 Dear Mr. Benedicto: Sincerely Chuck Williams SE Sound Inspections • • N`� 100 G vo' • Project: IV 1 1 I V J D09 -110 DRA Professional Center RECHECK Final IBC 2006 and ASCE 7 -05 We have completed our structural review of the DRA Professional Center. The plans are in substantial compliance with the 2006 International Building Code. The plans are approved and are being returned with our indication of review on them. Hold downs, drag struts and shear walls have been highlighted for ease of field inspection. R:‘_?0c;m - its Jc~i Five - _, i; _, cr.a.i . w;_'.T :; ^..:ifs DU : -1 DRA. i •,fcs5iena Cent RO.d: c Memo To: Frank McIlas From: Bob Benedicto CC: Brenda Holt Date: January 29, 2010 Re: D09 -110, DRA Professional Center, structural plan review. Frank: We received one set of plans and no structural calculations in addition to the final letter dated july 20, 2009. The stamped (approved) drawings are for our file copy and the field copy to accommodate our permit process. We may have not have outlined in detail our procedure for structural plan review, so I am including this herein. Please provide the following at the conclusion of the structural plan review. • Two sets of approved structural drawings stamped "approved" by CWA Consultants and initialed by the reviewer - on each structural sheet. • Return one set of the structural calculations that was submitted. If you have any questions, call me at 206/431 -3675 or if I am not at my phone you can speak with Brenda at 206/ 431 -3672. s Page 1 • • • Final review approval letter signed by reviewer. Cite O l Fukwila I��I :uunun rt(irnnnutit\'1k\cloprnnt BUILDING DIVISION •h() MEMORY TRANSMISSION REPORT FILE NO. 139 DATE : 01.29 16:30 TO : S 9 *- 2539394988 DOCUMENT PAGES 2 START TIME : 01.29 16:30 END TIME : 01.29 16:31 PAGES SENT 2 STATUS OK Department of Community Development 6300 Southcenter 61, Ste 100 Tukwila, WA 98188-2544 Phone: 206 431-5670 Fax: 206 481-3663 Fa * ** SUCCESSFUL TX NOTICE From: TIME :01- 29 -'10 16:31 FAX NO.1 :2064313665 NAME :publicworks /dcd * ** • Bob l3enedicto To: Frank Mo11as Fax: 253 939 -4988 Date: January 29, 2010 Phone: 206 621 -1681 Pages: 2 (including cover) Re: DRA Professional Center CC: O LJrgcrlt O For Review O Please Comment t J Please Rcply O Plcasc Recycle Department of Community Development 6300 Southcenter Bl, Ste 100 Tukwila, WA 98188 -2544 Phone: 206 431 -3670 Fax: 206 431 -3665 Fax • • To: Frank Mellas From: Bob Benedicto Re: DRA Professional Center CC: City of Tukwila Permit Center Fax: 253 939 -4988 Date: January 29, 2010 Phone: 206 621 -1681 Pages: 2 (including cover) ❑ Urgent ❑ For Review ❑ Please Comment El Please Reply ❑ Please Recycle , Rev iew Cclmmenls Response. um. 12/30/04) City of Tukwila Bill Rambo Permit Technician Department of Community Development 6300 Southcenter Boulevard. Suite #100 Tukwila, WA 98188 File No: D09 -110 PROJECT NAME: DRA Professional Building 13530 53rd Ave. S. DESCRIPTION: Responses to 10/16/09 Interdepartmental Permit Review Comments Building Department: Allen Johannessen • Ask KONA(11 Ag '1 !TIE( l :S CITY OF DEC 31 2009 PERMIT CENTER I 'I'lic re\ isccl plan shoes the exterior exit stairs to lie removed. It was never intended for that stain\a\ 10 be removed and is in fact required. The third floor only requires one exit which is the interior stair aV. Howe- r when the combined occupant load of the third flour and ,second flour converge the urcupanc\ has nu\\ been increased at the second floor level. therefore two exits :ire required on the second floor for the second floor office spare. Where means of egress from floors alcove and below converge at an intermediate level, the capacity of the means of egress 10 m the point of rt nvergcnce shall not be less than the •unl of the two fit u ors. Therefore please show the exterior stairway as previously planned. (IBC 100! 1001S S; 10101.9) Response: The plans have been revised to include the exterior stair that extends to the third floor, providing 2 exits for each floor. The stair has space reserved on the floor level landings for an area of refuge to meet accessible egress requirements. See floor plan sheets A2.01 -A2.03 and the exterior stair detail sheet A8.02. 2. In additio to item 1), the detail key (AB. 1) reference on each related page for the exterior stairway makes reference to the incorrect page. Please revise key reference. Response: Comment noted, Thank You for bringing that to our attention. 3. The second fluor wheelchair area of refuge is positioned such that the door \\ hen open blocks the access to that area of refuge. The wheelchair spaces must nut overlap the required means of egress width. Access to each space must not he obstructed by more than one :0ljacent wheelchair spare. "1'he swing of the exit door must not block access to the xvheelchair spares. 10 addition the landing :old areas of refuge shall comply with wheelchair accessible Parallel or Forward Approach. Revise the access to area of refuge that eliminates the door blocking access to the area of refuge. (2(11)3 IC(: A11 I Standards commentary, Section 30> & IBC I007.(t I, For full clarification refer to Ili(: Commentary 1007.3 & Figure 100 ) Response: Comment noted. Thank you, that makes sense. See sheets A2.02 and A2.05 for plan corrections. t. Since the second floor is required to have two means of egress, it shall he required to provide for twit means of accessible egress. In this rase the stairway alloys Ittr one accessible exit with the area of refuge, however another shall be required using either the elevator or the outside stairway. If the outside stairway is used. it shall require a covered area of refuge The elevator option shall he required to pnnide st:uul1a po\\el. ldcntil whit h method fotr a secuncl acressiblc exit shall he provided. (Ili(; 100.1. I. 100 S 30(13.1) Response: The area of refuge has been associated with the exterior exit stair. See sheets comment response # 1 above. 2115 COLBY AVENUE EVERETT. WA 98201 CORRECTION LTR# Andrew@kovachArchitects.com 425.259.0609 Office 425.745.0897 fax D001 R(' \iew Comments R('SI)11 , Juni ftl 12/30/1)9 5. In t he fin urc please cloud and pn(\Idc a nunil)crc(1 delta ke\ to shOW numbered plan revisions Or (hangs, to assist in the review process in identifying changes marls. Response: Comment noted. All future revisions /additions will be properly clouded and delta marked. Planning Department: Stacy MacGregor Sheet A1.01 A retaining wall with an exposed height (on either side) greater than a is 0(4 allowed in the setbacks (sec TM(; 18.50. lift). A fence (which IfICIU(ICS \\alts) that requires a building permit ( great cr than 1' for retaining \\ alts and greater than for traditional fences) Must meet sell)acks. Revise this sheet to meet code. Response: See Sheet A1.01 for revisions as requested. Reclline(I the following sheets. AH.OI "All painted metal surfaces to he Kynar Stain Black finish." At.O_' "GNP block is to he pebble finish as approved in design review." :Y. "Lap siding is not approved. sec sheet A0.03 for approved siding A6 03: "Siding Can he IPI: or Cedar." Response: Sheets have been updated as requested and the submittal documents redlined. See Sheet A4.02, A6.03, A6.04 and A7.02. Respectfully Submitted, S IC Andrew S. Kovach Architect, AIA, NCARB Principal Architect End of Comment Response • 1) 2115 COLBY AVENUE EVERETT. WA 98201 Andrew@KovachArchitects.com 425 259.0609 Office 425.745.0897 fax November 23, 2009 Austin Kovach 2115 Colby Ave Everett, WA 98201 RE: CORRECTION LETTER #3 Development Permit Application Number D09 -110 DRA Professional Building —13530 53 Ave S Dear Mr. Kovach, This letter is to inform you of corrections that must be addressed before your development permit(s) 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 Building, Planning and Public Works Departments. The Fire Department has no comments at this time. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached memo. Planning Department: Stacy Macgregor at 206 - 433 -7166 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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, please contact me at (206) 431 -3670. Sincerely, er Marshall Technician encl File No. D09 -110 • City of Tukwila W:\Permit Center \Correction Letters Q009\1309-110 Correction Letter #3.DOC • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 a Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • Building Division Review Memo Date: October 29, 2009 Project Name: DRA Professional Center Permit #: D09 -110 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Llohannessen, Plan Examiner The Building Division 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. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The revised plan shows the exterior exit stairs to be removed. It was never intended for that stairway to be removed and is in fact required. The third floor only requires one exit which is the interior stairway. However when the combined occupant load of the third floor and second floor converge the occupancy has now been increased at the second floor level, therefore two exits are required on the second floor for the second floor office space. Where means of egress from floors above and below converge at an intermediate level, the capacity of the means of egress from the point of convergence shall not be less than the sum of the two floors. Therefore please show the exterior stairway as previously planned. (IBC 1004.4, 1004.5 & 1004.9) 2. In addition to item 1), the detail key (A8.4) reference on each related page for the exterior stairway makes reference to the incorrect page. Please revise key reference. 3. The second floor wheelchair area of refuge is positioned such that the door when open blocks the access to that area of refuge. The wheelchair spaces must not overlap the required means of egress width. Access to each space must not be obstructed by more than one adjacent wheelchair space. The swing of the exit door must not block access to the wheelchair spaces. In addition the landing and areas of refuge shall comply with wheelchair accessible Parallel or Forward Approach. Revise the access to area of refuge that eliminates the door blocking access to the area of refuge. (2003 ICC A117.1 Standards commentary, Section 305 & IBC 1007.6.1, For full clarification refer to IBC Commentary 1007.3 & Figure 1007.3(1) ) 4. Since the second floor is required to have two means of egress, it shall be required to provide for two means of accessible egress. In this case the stairway allows for one accessible exit with the area of refuge, however another shall be required using either the elevator or the outside stairway. If the outside stairway is used, it shall require a covered area of refuge. The elevator option shall be required to provide standby power. Identify which method for a second accessible exit shall be provided. (IBC 1004.4, 1007.1 & [F] 3003.1) 5. In the future please cloud and provide a numbered delta key to show numbered plan revisions or changes to assist in the review process in identifying changes made. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. DATE: PROJECT: RE: ADDRESS: Stacy MacGregor Assistant Planner November 11, 2009 DRA Professional Building D09 -110 13530 53 Ave S PLANNING DIVISION COMMENTS #3 Sheet A1.01: A retaining wall with an exposed height (on either side) greater than 4' is not allowed in the setbacks (see TMC 18.50.150). A fence (which includes walls) that requires a building permit (greater than 4' for retaining walls and greater than 6' for traditional fences) must meet setbacks. Revise this sheet to meet code. Redlined the following sheets: A6.04: "All painted metal surfaces to be Kynar Stain Black finish." A4.02 "CMU block is to be pebble finish a approved in design review." A7.2: "Lap siding is not approved, see sheet A6.03 for approved siding." A6.03: "Siding can be IPE or Cedar." 11 -02 -2009 AUSTIN KOVACH 2115 COLBY AVE EVERETT WA 98201 RE: Permit Application No. D09 -110 13530 53 AV S TUKW Dear Permit Applicant: In reviewing our current application files, it appears that your permit applied for on 06/26/2009, 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 12/23/2009. 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, P CtAftS/1/ Bill Rambo Permit Technician File: Permit File No. D09 -110 • City of Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Review Cornrnertls Responscectimen1 10/22/99 City of Tukwila Bill Rambo Permit Technician Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 File No: D09 -110 PROJECT NAME: DRA Professional Building 13530 53rd Ave. S. DESCRIPTION: Responses to 10/16/09 Interdepartmental Permit Review Comments Building Department: Allen Johannessen 1. In reference to your response to the previous letter concerning the stair way, the number of occupants is under 4) and only one exit shall he required. 1fowevcr where you indicated the access to two paths of egress on the second floor will not work but also would not be necessary with the rated 1 hr stair enclosure. 1'sing the second floor tenant space liar a second exit would not be possible since the code does not alloy passage through adjoining rooms or spaces unless those areas arc accessory to the area served (see 1130 1014.2) and shall not pass through a room that can be locked to prevent egress. The area of concern here is where the stairway exits into the buildings entry on the main floor providing access to the main exit. This area becomes an exit passageway from the stair enclosure. Therefore the walls, floors and ceilings within the exit passageway shall also he required to be 1 hr rated, some of which arc indicated as non rated. Also Elevators shall not open into an exit passageway. An exit passageway shall not be used her any purpose other than as a means 01 egress. As result any items such :is the mailboxes Shown or other components cannot be located within the exit passage way. Please revise the floor plan and elements of construction for the exit passageway to meet the intent of the code. (IBC Section 1021) Response: See Sheet A2.01 for the appropriate modifications. The stair to level 2 has been removed and a rated exit passageway has been configured to meet the requirements of IBC Section 1021. An elevator lobby is now provided for separation from the exit passageway. The drinking fountain has been removed and a second building exit to the exterior has been provided from the exit passageway. The wall, floor and ceiling are now 1 hour rated (see detail 4 /A 6.01) 2. For clarification, show the East stair well wall with the 1 hour protection extending out to the South corner of the building. This shall include the wall East to South wall located at the 1' floor entrance. (IBC 1020.1.1) Response: See Sheet A2.01, A2.012, and A2.03 for the appropriate notations. 3. The request for a differed submittal shall he acceptable Ito ronstruotion details for the overhead trellis. Apply for permit with construction details within a reasonable amount of time to allow for plan review prior to construction of the trellis. Response: Comment noted. Thank you. Fire Prevention Bureau: Al Metzler, Fire Project Coordinator 1. No Comments • Aik KOVA(IB A R(:1 11TVCIS CITY RECEIVED LA OCT 2 3 2009 PERMIT CENTER CORRECTION LTR# 2115 COLBY AVENUE EVERETT. WA 98201 Andrew @KovachArchitects.com 425.259.0609 Office 425.745.0897 fax ' Review Crn1 Men ls R('spons•umenl 10/22/09 Planning Department: Stacy MacGregor Sheet A.1: A portion of the wall/concrete guard rail is in the setback. A retaining \ \all in the setback cannot be taller than 4 and a fence /wall cannot he in the setbacks taller than 6'. These heights apply to the wall height when measured from either the inside or the outside. The plans d0 not contain enough information to determine the wall height and if it meets code. Response: See Sheet A1.01 for added notation for clarification. Public Works Department: David McPherson • 1). Sheet 1, 1 The contrast on the sheet riukcs some c if the plants and alias almost unreadable (Sec the Japanese 1 101I on the west si( lc of the building lilt example). He sure to pmwide the landscape installer a plan that can he read. Response: The landscape planting plans have been separated for added clarity. See Sheet L1.01 and L1.02 Finish materials and colors must match those approved by the Board of Architectural Review. Provide the colors and, " materials to he used on the following: i. service yard gate (color) Response: See 6/ A6.02 for added notation. ii. knee brace (color) Response: See 5/ A6.04 for added notation. iii. exterior stair (color) Response: The exterior stairs have been removed during the course of complying with Building Department Code review considerations. iv. (:MI" walks (need to he in pebble finish previously approved not paint as shown) v. trellis (color and material) Response: See 6/A6.02 for added notation. vi. horizontal wood sid ing (material -IPh 1t, as approved and acrets 10 Ile ( ailed out on the plans) Response: See 1/ A6.03 for added notation. Sheet C2.0 - Verify we of hawkllow device (RPM) for 1 -1/2 inch domestic water meter. ,1 2 -inch as shown 00 the plan sheet is okay ( 0r) let Inc kin )1N iI )'ou want 10 change (0 1 -1 'inch. Response: 2" is okay as is. Pavement grind and overlay as she 11\ I1 on sheet CA I) shall he 2 -inch minimum. (I can rec [line change on plan shoot lvvith your permission.) Response: Please redline change. Sheet (:5.1 — Standard details RS-08A & RS -08C shall lie replaced with Commercial 1 hivelvav stall( Lin 1 detail RS-09. (I can make this change with your permission.) Sec standard detail RS -09 — enclosed. Response: Please redline change. 1. For your 1111 (rmarlon - A Inln.sportation lmpac t Fee applies to this Building permit. Public Works Pal cnlcut Mitigation and Transportation Impart Fees hullo tin, \i — previously enclosed. CORRECTION LTR# 2115 COLBY AVENUE EVERETT. WA 98201 Andrew@KovachArchitects.com 425.259.0609 Office 425.745.0897 fax • Revin Comments Respons• 10/22/09 (r s.s Iloor arca (( I F.‘) L rr carh floor as l lrovir led on Building Permit Al lll1 Hann ..sheet. First floor = 3,135 ti 1.: s ri in( I floor = 3,329 s I.. and third llooi = 3,9I3 s.f. Fee nouldbe$-i.91 If iyli = $19,212.8 $(r.i1 (n. 6,161 = $10.91 Response: Comment noted. We will be requesting an offset credit for the area to be dedicated to the city for the extension of the Right -Of -Way as suggested in the previous comments. Respectfully Submitted, Aok Andrew S. Kovach Architect, AIA, NCARB Principal Architect End of Comment Response • 2115 COLBY AVENUE EVERETT, WA 98201 Andrew @KovachArchltects.com 425.259.0609 Office 425.745.0897 fax 1 October 16, 2009 Austin Kovach 2115 Colby Ave Everett, WA 98201 • C qf Tukwila Department of Community Development Jack Pace, Director RE: CORRECTION LETTER #2 Development Permit Application Number D09 -110 DRA Professional Building —13530 53 Ave S Jim Haggerton, Mayor Dear Mr. Kovach, This letter is to inform you of corrections that must be addressed before your development permit(s) 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 Building, Planning and Public Works Departments. The Fire Department has no comments at this time. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached memo. Planning Department: Stacy Macgregor at 206 - 433 -7166 if you have questions regarding the attached memo. Public Works Department: Dave McPherson at 206 431 -2448 if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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, please contact me at (206) 431 -3670. Sincerely, encl File No. D09 -110 q2,411- Bill Rambo Permit Technician W:\Permit Center\ Correction Letters\2009\D09 -110 Correction Letter 42.DOC wer 691111 C` -..aL ...... a-._ D- ..I- .. -_.i 0..:a -. 11 1111 - 71.1.. r// .. L:. - -a -.- 110100 - ffL -_ -_ 'AL A.1 1 n L •l■ _ r_.__ nes A 1 n4 4 Building Division Review Memo • • Date: October 5, 2009 Project Name: DRA Professional Center Permit #: D09 -110 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division 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. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. In reference to your response to the previous letter concerning the stair way, the number of occupants is under 49 and only one exit shall be required. However where you indicated the access to two paths of egress on the second floor will not work but also would not be necessary with the rated 1 hr stair enclosure. Using the second floor tenant space for a second exit would not be possible since the code does not allow passage through adjoining rooms or spaces unless those areas are accessory to the area served (see IBC 1014.2) and shall not pass through a room that can be locked to prevent egress. The area of concern here is where the stairway exits into the buildings entry on the main floor providing access to the main exit. This area becomes an exit passageway from the stair enclosure. Therefore the walls, floors and ceilings within the exit passageway shall also be required to be 1 hr rated, some of which are indicated as non rated. Also Elevators shall not open into an exit passageway. An exit passageway shall not be used for any purpose other than as a means of egress. As a result any items such as the mailboxes shown or other components cannot be located within the exit passage way. Please revise the floor plan and elements of construction for the exit passageway to meet the intent of the code. (IBC Section 1021) 2. For clarification, show the East stair well wall with the 1 hour protection extending out to the South corner of the building. This shall include the wall East to South wall located at the 1 s` floor entrance. (IBC 1020.1.4) 3. The request for a differed submittal shall be acceptable for construction details for the overhead trellis. Apply for permit with construction details within a reasonable amount of time to allow for plan review prior to construction of the trellis. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. DATE: October 7, 2009 PROJECT: DRA Professional Building RE: D09 -110 ADDRESS: 13530 53r Ave S Stacy MacGregor Assistant Planner • • PLANNING DIVISION COMMENTS #2 a. Sheet A.1: A portion of the wall /concrete guard rail is in the setback. A retaining wall in the setback cannot be taller than 4' and a fence /wall cannot be in the setbacks taller than 6'. These heights apply to the wall height when measured from either the inside or the outside. The plans do not contain enough information to determine the wall height and if it meets code. b. Sheet L:1: The contrast on the sheet makes some of the plants and areas almost unreadable. (See the Japanese Holly on the west side of the building for example). Be sure to provide the landscape installer a plan that can be read. c. Finish materials and colors must match those approved by the Board of Architectural Review. Provide the colors and/or materials to be used on the following: i. service yard gate (color) ii. knee brace (color) iii. exterior stair (color) iv. CMU walls (need to be in pebble finish previously approved not paint as shown) v. trellis (color and material) vi. horizontal wood siding (material -IPE was approved and needs to be called out on the plans) • • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT / REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE:October 16, 2009 PROJECT: DRA Professional Center 13530 — 53 Ave. South TL no. 000300 -0038 2nd Review Comments PERMIT NO: D09 -110 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. 1. Sheet C2.0 - Verify size of backflow device (RPPA) for 1 -1/2 inch domestic water meter. A 2 -inch as shown on the plan sheet is okay (or) let me know if you want to change to 1-1/2 inch. 2. Pavement grind and overlay as shown on sheet C4.0 shall be 2 -inch minimum. (I can red- line change on plan sheet with your permission.) 3. Sheet C5.1 — Standard details RS -08A & RS -08C shall be replaced with Commercial Driveway standard detail RS -09. (I can make this change with your permission.) See standard detail RS -09 — enclosed. 4. For your information - A Transportation Impact Fee applies to this Building permit. Public Works Pavement Mitigation and Transportation Impact Fees Bulletin A3 — previously enclosed. Gross floor area (GFA) for each floor as provided on Building Permit Application sheet. First floor = 3,135 s.f.; second floor = 3,329 s.f., and third floor = 3,913 s.f. Fee would be $4.91 @ 3,913 = $19,212.83 + $6.33 @ 6,464 = $40,917.12 Total is $60,129.95 Review Comments Response [men! 9 /21/09 City of Tukwila Bill Rambo Permit Technician Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, WA 98188 2115 COLBY AVENUE EVERETT, WA 98201 File No: D09 -110 PROJECT NAME: DRA Professional Building 13530 53rd Ave. S. DESCRIPTION: Responses to 8/18/09 Interdepartmental Permit Review Comments Building Department: Allen Johannessen 1. Sheet A02 Code Analysis refers to 2003 IBC. Please show code analysis in compliance with 2006 IBC. See items 2) below for possible changes to number of stories. Response: See Sheet A0.2 for the required corrections. crA SEP 2 5 2009 PERMRcEp Based on the building heights and elevations sh( «it(t the crisli11u or linil� �,_ra 1e clevations. tlw height or the building appears to be four stories v; herc ement is incluc or those stories, The pl 1 vvever ',,ire not clear to identify the cyac lde plane of finish rides to determine the number of stories with the basement. "the i +a;, l�l�c1v sl rill he i°on�lcicr ;ti where the finish floor above is 6 felt above ,grade plm e e more t! in 12 reel above the kited ground lev el 11 any point t 13`. -6 -- shown). Please provide clarification A h elevation dime nsions showing the finish grad ;11)(1 grade plane. (*unifying this 1ui,kdtng as a _� At v� building with a basement or a 4 story building Revise notes in the code analysis ns 1 sti.arv. on the cover p;a,'e. to indicate the number or stories. (Ili(' 202 STORY ,1130\ I•' GR `d)I 1'1 \ \f ,\, 02 ) CORRECTION Response: See Sheet A0.2 for added Grade Plane diagram and calculations. k" A 3. The plan shows a stairway ending at level two. Buildings with one exit for "B" occupancy shall not exceed 2 tories. Revise plan to show a stairway extending up to level three. In addition, outdoor stairways and landings shall be designed so that water will not accumulate on the walking surfaces. In your design identify how surfaces of the stairways and landings shall be constructed to prevent accumulation of water. (IBC: 1019.2, Table 1019.2, 1009.5.1 & 1006.5.2) Response: See Sheet A8.02 for Stair details and the following code trace addressing second exit requirements: Per IBC 2006 Section 1019.2 The building will require two exits. The IBC defines an exit in section 1001.2 as a portion of protected path from exit access to exit discharge. There are two exits at grade separated by 1/3 the diagonal of the building required per Section 1015.2.1 (with sprinkler exception). The code does not specify that every story needs two distinct exits in this Section. Section 1019.1, however, declares that all rooms and spaces on a story with an occupant load of 500 or less require 2 exits per story, except as modified with section 1015.1. This section states that spaces with 49 occupants or less, and with a common path of egress travel (CPET) distance of 100 feet or less (section 1014.3 using sprinkler exception 1) only need one exit or exit access. The definition of CPET is the portion of exit access that must be traversed before two separate and distinct paths of egress to two exits are made available. Additionally, Section 1004.4 states that when an exit serves multiple floors, the occupant load of each floor is considered individually in determining egress capacity as long as egress needs do not decrease in direction of exiting. In conclusion, the third floor has an occupant load of 49, and the combined distance from the exit access to the 2 separate exit paths of egress on the second floor (36') is less than 100ft, so the 3rd floor only requires 1 exit access. The second floor has and occupant load of 40 and also has a combined egress travel distance less than 100ft so only one exit ew @KovachArchitects.com 7i 0i fa• Review Comments Response cuiii nt 11/21/09 is required (though two are provided). The 1st floor has and occupant load of 32 and the common path of egress travel distance is less than 100ft to the two exits. See attached diagram. f. Plans show* one unisex accessible bathroom for each floor. However the building floor plan for the bathrooms show bathrooms located within each separate tenant space. Separate toilet facilities shall be provided for each sex except for serving 15 or fewer persons. Access to toilets serving multiple tenants shall be through a common use area and not through an area controlled by a tenant. Required fixtures shall not be located more than one vertical story above or below the area served. If the intent is to provide a unisex bathroom on each floor to meet the number of bathrooms as required for both sexes then the floor plan design shall show the bathrooms available at all times through a common area where the doors to the tenant space shall be relocated next to the bathrooms from the tenant space, whereas the bathroom access shall not be locked within the tenant space. Otherwise show bathrooms on each floor for each sex. (IBC WA State Amendments 2902.2.2, 2902.2.3 & 2902.3.1) Response: See Sheet A2.1, A2.2, and A2.3 for added common space lobby and corridor walls. 5. Show 18" vertical grab bars for the restrooms. (2003 ANSI 604.5.1) Response: See Sheet A6.1 for added vertical grab bar. G. Provide a completed 2006 Washington State Nonresidential Energy Code Compliance Form for the "Exterior Lighting Summary ". Response: See Sheet A0.1 for completed 2006 Washington State Nonresidential Energy Code Compliance Form. 7. Provide specific construction details for the overhead trellis over the dumpster and mechanical area. Response: See Sheet A.2 for trellis/sliding gate details. Detailed fabrication shop drawings will be provided for review and approval soon after the construction contract is let. The shop drawings will be reviewed by the structural engineer for structural conformance, by this office for design compliance, then sent to the City of Tukwila Building Department for review as a deferred submittal. Please let us know if this is an acceptable procedure. 8. Provide construction details for the interior and exterior stairway_ s, assumed to be on sheet A8.1 & A8.4. Response: See Sheet A8.1 and A8.4 for interior and exterior construction details. Detailed fabrication shop drawings will be provided for review and approval. Final shop drawings will be reviewed by the structural engineer for structural conformance, by this office for design compliance, then sent to the City of Tukwila for departmental review. 9. Provide sheet A8.3 with specification for the elevator. Response: See Sheet A8.3 for elevator details and notes. 10. Provide sheet A8.2 for the roof hatch. Response: See Sheet A8.2 for roof hatch details and notes. 1.Correct the scale shown on the bottom of page A4.01 to be 1/8 scale (1/4 is shown). Response: Comment noted, See Sheet A4.01 for correction. Fire Prevention Bureau: Al Metzler, Fire Project Coordinator 1. Please show a minimum 20 ft. inside turning radii at entrance from 53'd Ave. S 2115 COLBY AVENUE EVERETT, WA 98201 Andrew @KovachArchitects.com 425.259.0609 Office 425.745.0897 fax Rev °ieW (',oinntents Response ( nine' ,l 9/21/09 Response: See Sheet Al for dimension and notation. 2 ft. width has been added to the entry drive in order to accommodate the required access radii. 2. The FDC detail calls for a 4" Storz fitting. A 5" Storz fitting with a locking Knox cap is required. Response: The FDC detail has been revised t indicate a 5" Storz fitting with a locking Knox cap. 3. The civil drawing does not show a Post Indicator Valve(P1V) or a double detector check valve assembly(DDCVA). Will there be an outside underground vault with a DDCVA and a yard PIV? Or. will the DDCVA be located in the building and a wall PIV? Please show these items on the plans and a detail of their configuration. Response: See Sheet A1.0 for added details and notes.The DDCVA will be located in the sprinkler room rather than a below grade vault. The PIV will be located on an exterior wall in the vicinity of the sprinkler room. 4. Please indicate the location of the sprinkler riser in the building on the plans. Response: See updated Sheet A2.0, A2.1, A2.2, and A2.3 for sprinkler riser location. 5. The sprinkler drain must be tied to a floor drain which goes to sanitary sewer. Please state this on the drawing and ensure drain is sized accordingly. Response: See Sheet A1.0 for sprinkler drain note. Planning Department: Stacy MacGregor 1. As conditions of design review (permit L08-072), planning requires an irrigation plan and the design/ cut sheet for the service yard gate. Response: See Sheet L4.2 nd L4.2 for landscape irrigation plans and Sheet A6.02 for the service yard gate details. 2. Sheet A6.02: a. The wheel stop needs to overhang a total of 2' to include the depth of the curb instead of 2.5'.The compact stall length needs to be 17' instead of 16'. The wheel stop needs to overhang a total of 2' to include the depth of the curb. b. The ADA stall should be 19'instead of 20' deep. The wheel stop needs to overhang a total of 2' to include the depth of the curb instead of 2.5'. Response: See Updated Sheet A6.0 2 for corrected dimensions. 2. Sheet C4.0: a. Figure 8: Show the sidewalk on an easement instead of on right of way. Response: Revisions to Civil sheet C4.0 now indicates this distinction. Public Works Department: David McPherson 1. Revise and provide plan sheets C1.0 thru C4.0 per red -lined comments; as part of this Building permit. C1.0 Rough Grading & ESC Plan - No Comment. C1.1 Grading Sections & Notes — Provide Vertical elevation & Horizontal stationing for reference. Response: Grids with elevations and stationing have been added to the grading sections. Note that the roadway section 8/C4.0 is intended to show the road improvements to 53rd Avenue S. 2115 COLBY AVENUE EVERETT, WA 98201 Andrew @KovachArchitects.com 425.259.0609 Office 425.745.0897 fax Re\lox Comments Response y (!inteeni 9/2/09 C2.0 Sanitary Sewer & Water Plan Rev ise Fire Department Connection (FDC) Detail. Response: The FDC detail has been revised. C3.0 Drainage Plan - (1) Show flow arrows within new Parking Lot. (2) Provide Storm Drainage pipe along 53rd Ave. South with new Catch Basin (or) justify not installing. (3) Verify that Detention pipe has been checked for Buoyancy. Response: (1) Flow arrows have been added. (2) A storm drain line and catch basin have been extended along 53rd Avenue S. (3) The detention pipe will be bedded in washed drain rock and a perforated underdrain will be installed to collect and convey groundwater away from the detention tank to the downstream storm system. This will prevent the pipe from becoming buoyant. C3.1 Drainage Treatment Details — No Comment. C3.2 Drainage Profiles — No Comment. C4.0 Frontage Improvement & Paving Plan — (1) Grind and Overlay 53 Ave. South to pavement centerline. Existing street pavement is in poor condition with several patches. (2) Provide Site Distance calculations for distances shown on plan sheet. (3) Show existing street lighting system within 52 "d Ave. South & 53rd Ave. South. Verify that City of Tukwila street lighting standards are met. Contact at City is - Scott Bates, Traffic Operations Coordinator (206) 433 -1862 cell # is (206) 571 -6302, e -mail address is sbates(u- ci.tukwila.wa.us. Response:(1) A 1 -1/2" grind and overlay has been shown for the half- street of 53rd Avenue S. (2) The sight distances shown on the plans are actual field measured distances based on standard driver's eye and object heights. (3) Scott Bates has been contacted for the street lighting evaluation and City of Tukwila Lighting standard compliance verification. Any adjustments will be made if necessary. C4.1 Frontage Improvement & Paving Plan (Profile) — No Comment. C5.0 City Details -- A Traffic Control Plan is required prior to work within the Public right-of- way, and will be part of the Permit Conditions. Response: A Traffic Control Plan will be provided by the contractor. C5.1 City Details — No Comment. 2. Show & label (RPPA) on Civil plan sheet for domestic water meter. Provide (size, brand, etc. with specifications — including Hot Box). Approved backflow devices are listed with 't iSC "' at the following web -site - www.usc.edu /fccchr Contact is Patrick Sylvester patrick.sylvesterluusc.edu Foundation for Cross- Connection Control and Hydraulic Research University of Southern California Hot Box information is available on -line at http: %www.hot- box.coin/ Response: The RPPA and Hot Box have been specified on sheet C2.0 and a detail has been added. The Specifications for the RPPA and Hot Box are included with the re- submittal. 3. Show & label (DCDVA) and Fire Vault on a civil plan sheet, for fire line. Provide (size, brand, etc with specifications). Detector Check Double Valve Assembly (DCDVA) is required to he designed and stamped, by a State of Washington Licensed Engineer. Approved backflow devices are listed with 'USC' at the following web -site - www. usc.edu /fccchr 2115 COLBY AVENUE EVERETT, WA 98201 Andrew @KovachArchitects.com 425.259.0609 Office 425.745.0897 fax Review Comments Response (Jnnt'111 9/21/09 Contact is Patrick Sylvester patrick.sy lvester(a usc.edu Foundation for Cross- Connection Control and Hydraulic Research University of Southern California Verify if backflow device (DCDVA) will be located outside (or) inside of the Building. Response: The DCDVA will be located inside the building sprinkler room and will be specified and sized as part of the building automatic sprinkler system design. 4. Show & label Deduct water meter. including size; on Civil plan sheet and on an Irrigation plan sheet. Response: The irrigation deduct meter has been added to sheet C2.0. 5. Verify size of new Domestic Water Meter needed for this Building. Difference in fee between a 1.5 -inch water meter and a 2-inch water meter is S18,415.00. (See portion of Permit Fee Estimate sheet — Public Works Bulletin A2 — enclosed.) Response: Based on the expected water needs for the building a 1 - 1/2" water meter should be adequate. The plans have been revised accordingly. 6. Provide note on Civil plan sheet that "Project shall comply with the Geotechnical Engineering Report, by ABPB Consulting, dated December 3, 2008 and the geotechnical peer review by Nelson Geotcch.nical Associates, Inc. (NGA). dated April 17, 2009; and subsequent geotechnical reports /evaluations." Response: The note has been added to sheet C1.0. 7. Public Works will prepare for Owner's signature with Notary, a Stoma Water Easement and Maintenance Agreement. City will sign with Notary and have the document recorded at the King County Office of Records. (See sample enclosed). Response: Comment Noted. The owner is prepared to sign the documents as necessary. 8. Dedication of Public Right -of -Way, is to be part of a turnover process and on City of Tukwila forms, together with an Excise Tax Affidavit. Public Works will prepare forms, for the Owner(s) signature. The dedication, should be executed at the Owner(s) earliest convenience, as the City Council must review and accept turnover of public right -of -way. Response: Comment Noted. The owner is prepared to sign the documents as necessary. 9. Owner shall sign w /Notary a Public sidewalk casement, prior to Public Works final. (See sample - enclosed.) Response: Comment Noted. The owner is prepared to sign the documents as necessary. 10. Street infrastructure within Public Right -of-Way, is to be part of a turnover process and on City of Tukwila forms. Public Works will prepare forms, for the Owners) signature. Response: Comment Noted. The owner is prepared to sign the documents as necessary. 11. A Transportation Impact Fee applies to this Building permit. See Public Works Pavement Mitigation and Transportation Impact Fees Bulletin A3 — enclosed. Verify gross floor area (GFA) for each floor. Plan sheet A2.01 shows floor. 1 = 3,540 s.f.; A2.02 shows floor 2 = 4,329 s.f., A2.03 shows floor 3 = 4,945 s.f. Response: GFA has been adjusted above to reflect the final building footprint. An offset will be requested based on land dedicated to the City to increase the ROW. 2115 COLBY AVENUE EVERETT, WA 98201 Andrew @KovachArchitects.com 425.259.0609 Office 425.745.0897 fax Review Comments ResponsOrumeni 9/21/09 Fee would be S4.91 (u) 4,600 = S22.586.00 56.33 (a 7,600 = $48.108.00 Total is 570,694.00 which may be off -set by any credit allowed under City of Tukwila Chapter 9.48. (See enclosed for you information.) 12. Rockeries and /or retaining walls over four (4) feet high and /or surcharged, will require a separate Building Permit. Contact the Building Division, if applicable. Response: Comment Noted. Separate permits will be applied for as necessary. 13. All utilities including power are required to be underground. per City of Tukwila ordinance. Response: Comment Noted. Note: All documents are available for viewing at our project ftp. site: www.kovacharchitects.com /DRA Professional Center/index.html The user name is authorized_user, and the password is drakadd09 Respectfully Submitted, Andrew S. Kovach Architect, AIA, NCARB Principal Architect End of Section 2115 COLBY AVENUE EVERETT, WA 98201 Andrew @KovachArchitects.com 425.259.0609 Office 425.745.0897 fax August 18, 2009 Austin Kovach 2115 Colby Ave Everett, WA 98201 Cij' of Tukwila Department of Community Development Jack Pace, Director RE: CORRECTION LETTER #1 Development Permit Application Number D09 -110 DRA Professional Building —13530 53r Ave S Dear Mr. Kovach, This letter is to inform you of corrections that must be addressed before your development permit(s) 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 Building, Fire, Planning and Public Works Departments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached memo. Fire Department: Planning Department: Bill Rambo Permit Technician encl File No. D09 -110 W:\Permit Center\Correction Letters \2009\D09 -110 Coffection Letter #1.DOC wer Alan Metzler at 206 545 -4407 if you have questions regarding the attached memo Stacy Macgregor at 206 - 433 -7166 if you have questions regarding the attached memo. Public Works Department: Dave McPherson at 206 431 -2448 if you have questions regarding the attached memo. Jim Haggerton, Mayor Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete 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. I have also enclosed a Non - Residential Sewer Use Certification that must be completed prior to issuance of the permit. 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, please contact me at (206) 431 -3670. Sincerely L 91111 0-- D- .J- .. -..J e..:a- 1L1 AA - TJ....fr- rdl - L.t_ -- - AA1 tlB - TL -.-__ ff A Z A •1 •f L'sn _ r_ __. 1111£ /^I1 9L Lr Building Division Review Memo • • Date: July 7, 2009 Project Name: DRA Professional Center Permit #: D09 -110 Plan Review: Allen Johannessen, Plans Examiner I Tukwila Building Division Allen Johannessen, Plan Examiner I The Building Division 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. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Sheet A0.2 Code Analysis refers to 2003 IBC. Please show code analysis in compliance with 2006 IBC. See items 2) below for possible changes to number of stories. 2. Based on the building heights and elevations shown with the existing or finish grade elevations, the height of the building appears to be four stories where the basement is included as one of those stories. The plans however are not clear to identify the exact grade plane or finish grades to determine the number of stories with the basement. The basement most likely shall be considered a story where the finish floor above is 6 feet above grade plane or more than 12 feet above the finished ground level at any point (13' -6" shown). Please provide clarification with elevation dimensions showing the finish grade and grade plane, qualifying this building as a 3 story building with a basement or a 4 story building. Revise notes in the code analysis as necessary, on the cover page, to indicate the number of stories. (IBC 202 STORY ABOVE GRADE PLANE & 502) 3. The plan shows a stairway ending at level two. Buildings with one exit for "B" occupancy shall not exceed 2 stories. Revise plan to show a stairway extending up to level three. In addition, outdoor stairways and landings shall be designed so that water will not accumulate on the walking surfaces. In your design identify how surfaces of the stairways and landings shall be constructed to prevent accumulation of water. (IBC 1019.2, Table 1019.2, 1009.5.1 & 1006.5.2) 4. Plans show one unisex accessible bathroom for each floor. However the building floor plan for the bathrooms show bathrooms located within each separate tenant space. Separate toilet facilities shall be provided for each sex except for serving 15 or fewer persons. Access to toilets serving multiple tenants shall be through a common use area and not through an area controlled by a tenant. Required fixtures shall not be located more than one vertical story above or below the area served. If the intent is to provide a unisex bathroom on each floor to meet the number of bathrooms as required for both sexes then the floor plan design shall show the bathrooms available at all times through a common area where the doors to the tenant space shall be relocated next to the bathrooms from the tenant space, whereas the bathroom access shall not be locked within the tenant space. Otherwise show bathrooms on each floor for each sex. (IBC WA State Amendments 2902.2.2, 2902.2.3 & 2902.3.1) 5. Show 18" vertical grab bars for the restrooms. (2003 ANSI 604.5.1) • • 6. Provide a completed 2006 Washington State Nonresidential Energy Code Compliance Form for the "Exterior Lighting Summary". 7. Provide specific construction details for the overhead trellis over the dumpster and mechanical area. 8. Provide construction details for the interior and exterior stairways, assumed to be on sheet A8.1 & A8.4. 9. Provide sheet A8.3 with specification for the elevator. 10. Provide sheet A8.2 for the roof hatch. 11. Correct the scale shown on the bottom of page A4.01 to be 1/8 scale (1/4 is shown). Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. Fire Prevention Bureau Review Memo • • Date: July 1, 2009 Project Name: DRA Professional Center Address: 13530 53 Av S Permit #: D09 -110 Plan Reviewer: Al Metzler, Fire Project Coordinator I I Tukwila Fire Prevention Bureau 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 show a minimum 20 ft. inside turning radii at entrance from 53` Ave. S 2. The FDC detail calls for a 4" Storz fitting. A 5" Storz fitting with a locking Knox cap is required. 3. The civil drawing does not show a Post Indicator Valve(PIV) or a double detector check valve assembly(DDCVA). Will there be an outside underground vault with a DDCVA and a yard PIV? Or, will the DDCVA be located in the building and a wall PIV? Please show these items on the plans and a detail of their configuration. 4. Please indicate the location of the sprinkler riser in the building on the plans. 5. The sprinkler drain must be tied to a floor drain which goes to sanitary sewer. Please state this on the drawing and ensure drain is sized accordingly. Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206- 575 -4407. No further comments at this time. • • DATE: July 14, 2009 (revised 8/14) PROJECT: DRA Professional Building RE: D09 -110 ADDRESS: 13530 53 Ave S 1 As conditions of design review (permit L08 -072), planning requires an irrigation plan and the design/cut sheet for the service yard gate. PLANNING DIVISION COMMENTS 2. Sheet A6.02: a. The wheel stop needs to overhang a total of 2' to include the depth of the curb instead of 2.5'.The compact stall length needs to be 17' instead of 16'. The wheel stop needs to overhang a total of 2' to include the depth of the curb. b. The ADA stall should be 19'instead of 20' deep. The wheel stop needs to overhang a total of 2' to include the depth of the curb instead of 2.5'. 3. Sheet C4.0: a. Figure 8: Show the sidewalk on an easement instead of on right of way. Stacy MacGregor Assistant Planner • • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE: August 18, 2009 PROJECT: DRA Professional Center 13530 — 53 Ave. South TL no. 000300 -0038 Review Comments PERMIT NO: D09 -110 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comments. 1. Revise and provide plan sheets C1.0 thru C4.0 per red -lined comments; as part of this Building permit. C1.0 Rough Grading & ESC Plan — No Comment. C1.1 Grading Sections & Notes — Provide Vertical elevation & Horizontal stationing for reference. C2.0 Sanitary Sewer & Water Plan — Revise Fire Department Connection (FDC) Detail. C3.0 Drainage Plan — ( 1) Show flow arrows within new Parking Lot. (2) Provide Storm Drainage pipe along 53` Ave. South with new Catch Basin (or) justify not installing. (3) Veri fy that Detention pipe has been checked for Buoyancy. C3.1 Drainage Treatment Details — No Comment. C3.2 Drainage Profiles — No Comment. C4.0 Frontage Improvement & Paving Plan — (1) Grind and Overlay 53` Ave. South to pavement centerline. Existing street pavement is in poor condition with several patches. (2) Provide Site Distance calculations for distances shown on plan sheet. (3) Show existing street lighting system within 52" Ave. South & 53` Ave. South. Verify that City of Tukwila street lighting standards are met. Contact at City is - Scott Bates., Traffic Operations Coordinator (206) 433 -1862 cell # is (206) 571 -6302, e-mail address is sbates @ci.tukwila.wa.us. C4.1 Frontage Improvement & Paving Plan (Profile) — No Comment. C5.0 City Details — A Traffic Control Plan is required prior to work within the Public right -of -way, and will be part of the Permit Conditions. C5.1 City Details — No Comment. 2. Show & label (RPPA) on Civil plan sheet for domestic water meter. Provide (size, brand, etc. with specifications — including Hot Box). Approved backflow devices are listed with 'USC" at the following web -site - www. usc.edulf ccchr Contact is Patrick Sylvester patrick.sylvester @ usc.edu Foundation for Cross - Connection Control and Hydraulic Research University of Southern California Hot Box information is available on -line at http: / /www.hot- box.com/ 3. Show & label (DCDVA) and Fire Vault on a civil plan sheet, 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. Approved backflow devices are listed with 'USC" at the following web -site - ww-w.usc.edu /fecch.r Contact is Patrick Sylvester patrick.sylvester @usc.edu Foundation for Cross - Connection Control and Hydraulic Research University of Southern California Verify if backflow device (DCDVA) will be located outside (or) inside of the Building. 4. Show & label Deduct water meter, including size; on Civil plan sheet and on an Irrigation plan sheet. 5. Verify size of new Domestic Water Meter needed for this Building. Difference in fee between a 1.5 -inch water meter and a 2 -inch water meter is $18,415.00. (See portion of Permit Fee Estimate sheet — Public Works Bulletin A2 — enclosed.) 6. Provide note on Civil plan sheet that "Project shall comply with the Geotechnical Engineering Report, by ABPB Consulting, dated December 3, 2008 and the geotechnical peer review by Nelson Geotechnical Associates, Inc. (NGA), dated April 17, 2009; and subsequent geotechnical reports /evaluations." 7. Public Works will prepare for Owner's signature with Notary, a Storm Water Easement and Maintenance Agreement. City will sign with Notary and have the document recorded at the King County Office of Records. (See sample enclosed). • 1 8. Dedication of Public Right -of -Way, is to be part of a turnover process and on City of Tukwila forms, together with an Excise Tax Affidavit. Public Works will prepare forms, for the Owner(s) signature. The dedication, should be executed at the Owner(s) earliest convenience, as the City Council must review and accept turnover of public right -of -way. 9. Owner shall sign w/Notary a Public sidewalk easement, prior to Public Works final. (See sample - enclosed.) 10. Street infrastructure within Public Right -of -Way, is to be part of a turnover process and on City of Tukwila forms. Public Works will prepare forms, for the Owner(s) signature. 11. A Transportation Impact Fee applies to this Building permit. See Public Works Pavement Mitigation and Transportation Impact Fees Bulletin A3 — enclosed. Verify gross floor area (GFA) for each floor. Plan sheet A2.01 shows floor 1 = 3,600 s.f.; A2.02 shows floor 2 = 4,000 s.f., A2.03 shows floor 3 = 4,600 s.f. Fee would be $4.91 @ 4,600 = $22,586.00 + $6.33 @ 7,600 = $48,108.00 Total is $70,694.00 which may be off -set by any credit allowed under City of Tukwila Chapter 9.48. (See enclosed for you information.) 12. Rockeries and/or retaining walls over four (4) feet high and/or surcharged, will require a separate Building Permit. Contact the Building Division, if applicable. 13. All utilities including power are required to be underground, per City of Tukwila ordinance. July 20, 2009 Bob Benedicto Building Official City of Tukwila 6300 Southcenter Boulevard Suite 100 Tukwila, Washington 98188 Dear Mr. Benedicto: GENERAL 1 • Project: D09 -110 DRA Professional Center IBC 2006 and ASCE 7 -05 Wind Exposure: B: 85 MPH Iw= 1.0 Seismic Used: Site Class C Design Category D le= 1.0 R = 6.5 Cs = 1.07 ASD Snow Load: Is = 1.0 Pr = 25 PSF We have completed our structural review of the DRA Professional Center. The plans are in substantial compliance with the 2006 International Building Code. The plans are approved and are being returned with our indication of review on them. Hold downs, drag struts and shear walls have been highlighted for ease of field inspection. Please note the changes to the plans as stated below: 1. On Sheet S3.2 the plans indicate the column base plate thickness is 5/8" thick while the only calcs provided indicate'/ ". 2. How do you propose to install the Double HDU11 and HDU14 hold downs shown on the plans? A detail should be provided. 3. Detail 8/S4.1 and 12/S4.3 shows 2 bolts at the connection while the notes indicate 4 bolts. SOUND INSPECTIONS & INVESTIGATIVE ENGINEERS, LLC PMB 223, 1802 °A" Street SE Auburn, WA 89002 (206) 621 -1686 • (2 53) 939 -4988 fax Tukwila — 009 -110 DF rofessional Center July 20, 2009 Page 2 of 2 4. To clarify the plans, per the hold down schedule shown on Sheet S3.3, I will indicate the size of the wood columns required at the ends of the shear walls. 5. The structural plans reference the architectural plans for the exterior stair construction. However Sheet A8.4 indicated on the plans for the stair construction was not included in the submittal that we received. Actually the construction of the exterior stairs should be provided on the structural plans. See Section 2308.12.7. This can be provided as a separate submittal. NONSTRUCTURAL (For information only) 1. Per Section 502.1 BASEMENT, the floor level above the first storage level is a story if it is located °2. More then 12' above the finished ground level at any point". The actual height appears to be 13'-6" from floor level to floor level and 17' (59.5' — 42.5' mech yard) to lowest finished ground level. See Sheet A3.02. Therefore the building is actually 4 stories. 2. Since this is a 4 story building, one stairway must be extended to the roof. Section 1009.11. The stairs from the upper level to the roof may be an alternating thread device. 3. The 4 story (Level 3 on plans) should be provided with a second exit. The exterior stairs shown on Sheet A2.02 appears to terminate at Level 2. 4. The nonstructural items listed above are considered the major items. There may be other requirements for 4 stories buildings not specified. SOUND INSPECTIONS & INVESTIGATIVE ENGINEERS, LLC PMB 223, 1802 "A° Street SE Auburn, WA 89002 (206) 621 -1586 • (253) 939 -4988 fax July 1, 2009 Frank Mellas Sound Insp & Investigative Eng LLC PMB 223 108 `A' Street SE Auburn WA 98002 RE: Structural Review Development Permit Number D09 -110 DRA Professional Center —13530 53 Ave S Dear Mr. Mellas Please review the enclosed plans and documents for structural compliance with the 2006 International Building Code. If you should have any questions, please feel free to contact me at (206) 431 -3670. Sincerely, (( 4lt ? r 4 arshall it�T ebhnician encl xc: Permit File No. D09 -110 CiLy of f Tukwila Department of Community Development Jack Pace, Director Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206 - 431 -3670 0 Fax: 206 - 431 -3665 1 Work Location: Abbreviated Work Description: Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D09 -110 Grantor: PRATEJ, 1 a Washington State limited liability company Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Within 52 " Ave. South and 53 "' Ave. South; both adjacent to 13530 - 53"' Ave. South. Work within the City Right -of -Way; including curb /gutter /sidewalk, street paving, pavement removal, water, sanitary sewer, storm drainage, and undergrounding of power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attomey's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have ca this instrument to be executed this 5 -day of 7L9 &) ' , 2869 - 13 STATE OF WASHINGTON ) )ss. COUNTY OF KING ) Authorized Property Owner T MG thak2_, SAC. Qf�uC 1 certify I have know or have satisfactory evidence that ck 414, is the person who appeared before me, and said person acknowledged that he signed this instrument on oath stated that he was authorized to execute the instrument and acknowledge as the d 1.4J4 e' _ of PRATEJ, LLC, a limited liability company, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated (061s1 Notary Public in and for the State of Washington residing at �''``�`� LJA My appointment expires C ( z- t at ( DATED this day of GRANTEE: CITY of TUKWILA By: Print Name: Its: STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. • • Bob Giberson Public Works Director Name: 71 ,2010 aL-6Ltia s ci _ • _ 0y y NOTARY PUBLIC, in and for the State of , s t \ i29.? I ∎ Washington, residing at My commission expires: 05-A-14/ WHEN RECORDED, RETURN TO: City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 200905140008 CITY OF TUKWIL COY 88.00 PAGE001 OF 005 KING Y, WA Y Grantor: PRATEJ, LLC, a Washington State limited liability company Grantee: The City of Tukwila, a Washington municipal corporation Legal Description (Abbreviated): A Portion of the SW1 /4 of the NW1 /4 and a portion of the NW 1 /4 of the S W 1 /4, Sec. 14, T. 23 N., R. 4 E., WM. Full Legal Description is found on Exhibit `A' of this document. Assessor's Tax Parcel ID Numbers: 000300 -0038 SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT This covenant and hold harmless agreement is entered into between PRATEJ, LLC, a Washington State limited liability company ( "Grantor), and the City of Tukwila, a Washington municipal corporation ( "Grantee "). RECITALS WHEREAS, Grantor owns and has applied for necessary permits to develop certain real property (the "Property ") legally described in Exhibit `A', which is attached and incorporated by reference. WHEREAS, a portion of the Property contains sensitive areas and the Property is adjacent to sensitive areas of potential geologic instability (potential slide areas). WHEREAS, as a condition of the issuance of land use permits, and/or construction permits for the Property, the Grantee required the Grantor to execute and record this "Sensitive Area Covenant and Hold Harmless Agreement" to hold the City of Tukwila harmless from all loss incurred as a result of any landslide or seismic activity, or soil disturbance. Page 1 of 5 D09-110 • • WHEREAS, Grantor assumed this obligation in order to obtain said Public Works approval under SEPA permit no. E08 -023, and/or construction permits for the Property. WHEREAS, Grantor has performed geological reports and evaluations, prepared by ABPB Consulting, dated December 3, 2008 and March 2, 2009; and completed a geotechnical peer review by Nelson Geotechnical Associates, Inc. (NGA), dated April 17, 2009. WHEREAS, the parties agree that this agreement constitutes an arms length, bargained- for agreement, which includes a waiver of liability that runs with the land for risks created by the proposed use of property because of the shape, composition, location or other characteristic unique to the Property sought to be developed. NOW, THEREFORE, the parties agree as follows: AGREEMENT 1. In consideration of Grantee issuing development permits, which constitutes good and valuable consideration, the receipt of which and the sufficiency of which the Grantor hereby acknowledges, the Grantor shall defend, indemnify, and hold the Grantee, its officers, officials, employees, agents, and assigns harmless from any and all claims, injuries, damages, losses, or suits, whether brought by grantor or third parties, including all legal costs and reasonable attorney fees, arising out of or in connection with any injuries or damages to persons or property caused in whole or in part by any landslide or seismic activity or soil disturbance on the Property, legally described in Exhibit `A', which is attached and incorporated by reference. 2. Grantor on its own behalf and on behalf of its heirs, successors and assigns hereby waives any right to assert any claim against the Grantee, its officers, officials, employees, agents, and assigns for any loss, or damage to people or property either on or off the site resulting from any landslide or seismic activity or soil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property except only for such losses that may directly result from the sole negligence of the City. 3. Grantor will inform its successors and assigns of said Property that the Property is in an area of potential geologic instability (potential slide area), of the risks associated with development thereon, of any conditions or prohibitions on development imposed by the City of Tukwila, and of any features in this design which will require maintenance or modification to address anticipated soils changes. 4. Grantee's inspection or acceptance of any of the Grantor's construction or other work either during construction or when completed shall not be grounds to avoid any of these covenants of indemnification. Page 2 of 5 5. This covenant and hold harmless agreement shall be a covenant running with the land and the rights and obligations contained herein shall run with and burden the Property, including each parcel comprising the Property and shall inure to the benefit of and be binding upon the Grantor and Grantee, their successors and assigns. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this 4 day of p i., , 2009. STATE OF WASHINGTON ) )ss. COUNTY OF KING ) • • I certify I have know or have satisfactory evidence that r '� v C v `L is the person who appeared before me, and said person acknowledged that he signed this instrument on oath stated that he was authorized to execute the instrument and acknowledge as the v- of P � t E ` , L L , a limited liability company, to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. 1 /- Dated L i Grantor / P Ot erty Owner Page 3 of 5 Notary Public in and fop the State of Washington residing at 7t -"' l a- L - ' My appointment expires 6/ L4 /2-6 ( DATED this day of rNQ) 2009. GRANTEE: CITY OF TUKWILA County of King Attest/ thenticated: City Clerk STATE OF WASHINGTON ) On this day of 4� , 2009, before me, the undersigned, a Notary Public in and for the State of Washingto , duly commissioned and sworn, personally appeared Jim Haggerton, known to me to be the Mayor, of CITY OF TUKWILA, the municipal corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said municipal corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he was authorized to execute said instrument. WITNESS my hand and official seal hereto affixed the day and year above written. • • s s. Page 4 of 5 Approved As To Form by o'er k print name l i NOTARY PUBLIC in and for the State of Washington, residing at Comm65 /0 5f'(5 �r�- • • EXHIBIT `A' LEGAL DESCRIPTION OF PROPERTY THAT PORTION OF THE STEPHEN FOSTER DONATION LAND CLAIM NO. 38 IN THE WEST 1/2 OF SECTION 14 IN TOWNSHIP 23 NORTH OF RANGE 4 EAST W.M. IN KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT AN IRON PIPE LOCATED AT THE INTERSECTION OF THE SOUTHEASTERLY MARGIN OF FOSTER STREET ( 52ND AVE SOUTH ) RIGHT — OF —WAY WITH THE SOUTHWESTERLY MARGIN OF THE DUWAMISH— RENTON JUNCTION ROAD ( INTERURBAN AVENUE SOUTH ) RIGHT —OF —WAY; THENCE SOUTH 49'11'08" WEST, ALONG SAID SOUTHEASTERLY MARGIN, 83 FEET TO AN IRON PIPE HEREINAFTER REFERRED TO AS POINT "A "; THENCE CONTINUING SOUTH 4911"08" WEST, ALONG SAID MARGIN, 25.36 FEET; THENCE SOUTH 31'03'30" WEST, CONTINUING ALONG SAID MARGIN , 147.89 FEET TO THE TRUE POINT OF BEGINNING; THENCE SOUTH 23'49'16" EAST 189.97 FEET; THENCE NORTH 40'36'00" EAST TO A POINT WHICH BEARS SOUTH 49'24'00" EAST FROM SAID POINT "A "; THENCE NORTH 49'24'00" WEST TO A POINT ON THE SOUTHEAST LINE OF A TRACT CONVEYED UNDER RECORDING NO. 4081419 WHICH IS 110.00 FEET FROM SAID POINT "A "; THENCE SOUTH 40'36'00" WEST, ALONG SAID LINE 70.00 FEET; THENCE NORTH 49'24 WEST, ALONG THE SOUTHWEST LINE OF SAID TRACT, TO SAID SOUTHEASTERLY MARGIN; THENCE SOUTH 31'03'30" WEST, ALONG SAID MARGIN, TO THE POINT OF BEGINNING. The East 10 feet of Lot 13 and all of Lot 12, Block 2 of Hillman's Lake Front Addition to the City of Seattle Division No. 3, according to the Plat thereof recorded In Volume 10 of Plats, Page 78, in King County, Washington. Page 5 of 5 ACTIVITY NUMBER: D09 -110 DATE: 07/18/11 PROJECT NAME: DRA PROFESSIONAL CENTER SITE ADDRESS: 13530 53 AV S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 8 after Permit Issued a DEPARTMENTS: ,v M _ � �� btu ' !1rn ing i sion Fire Prevention P it is Wor DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete . ya Comments: TUES/THURS ROUTING: Please Route APPROV O' CORRECTIONS: Documents /routing slip.doc 2 -28 -02 OPERMIT COORD COP PLAN REVIEW /ROUTING SLIP Structural Incomplete n Approve •% ,/J Approved with Conditions Notation: REVIEWER'S INITIALS: 5NN Al 1 ' 30 ' 41 Planning Division Permit Coordinator Not Applicable Structural Review Required ri No further Review Required ri Not Approved (attach comments) DUE DATE: 07/19/11 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVIEWER'S INITIALS: DATE: DUE DATE: 08/16/11 DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: *ERNI COORD COPY • PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D09-110 DATE: 06/06/11 PROJECT NAME: DRA PROFESSIONAL BUILDING SITE ADDRESS: 13526 53 AV S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 7 after Permit Issued EPARTMENTS: 'vision ftio blic Works PM 1 4 V Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ri ske U Planning Division C Permit Coordinator Not Applicable DUE DATE: 06/07/11 Comments: Permit Center Use Only 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 REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2-28-02 Structural Review Required P1 No further Review Required DATE: DUE DATE: 07/05/11 Approved Approved with Conditions n Not Approved (attach comments) ri Notation: REVIEWER'S INMALS: DATE: Permit Center Use Only •i ; • . CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: Please Route ACTIVITY NUMBER: D09 -110 DATE: 03 -31 -11 PROJECT NAME: DRA PROFESSIONAL BUILDING SITE ADDRESS: 13526 53 AV S Original Plan Submittal X Response to Correction Letter # 1 X Revision # 6 After Permit Issued Response to Incomplete Letter # ' EPA TM uilding g Di vision Public Works • • P T PLAN REVIEW /ROUTING SLIP DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents /routing slip.doc 2 -28 -02 Structural Review Required Approved ❑ Approved with Conditions n Not Approved (attach comments) V Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: Fire Prevention Structural Planning Division n Permit Coordinator DUE DATE: 04-05-11 Not Applicable No further Review Required DATE: DUE DATE: 05-03-11 ] n ACTIVITY NUMBER: D09 -110 DATE: 03 -01 -11 PROJECT NAME: DRA PROFESSIONAL BUILDING SITE ADDRESS: 13526 53 AV S Original Plan Submittal Response to Correction Letter # X Revision # 6 After Permit Issued Response to Incomplete Letter # DEPARTMENT: -Pu Td inc livlsion �ublic Wo'Fks' `� I DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: Documents/routing slip.doc 2 -28-02 41 P I v • PLAN REVIEW /ROUTING SLIP Structural Structural Review Required Approved with Conditions Avv\ Auk Ire Prevention st Planning Division ❑ Permit Coordinator it DUE DATE: 03-03-11 ❑ No further Review Required Not Approved (attach comments) n DUE DATE: 03-31 -11 REVIEWER'S INITIALS: DATE: Permit Center Use Only .� 1 1-4' I CORRECTION LETTER MAILED: V Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 -110 DATE: 01/18/11 PROJECT NAME: DRA PROFESSIONAL BUILDING SITE ADDRESS: 13530 53 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 X Revision # 5 after Permit Issued I )EP RTMENTS: u ling Ivisiotl Pul ' c Works I)ETFR.MINA1ION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only COMPLETE LETTER MAILED: I n p,irtments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TI Ir'; /THURS ROUTING: r ' ' Route I1 \'ER'S INITIALS: t'PROVALS O CORRECTIONS: Approvod N \- \'[R'S INITIALS: I :,,, i ■lip 6pERWHT COORD COPY • PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Structural Review Required Planning Division Permit Coordinator DUE DATE: 01/20/11 Incomplete n Not Applicable LETTER OF COMPLETENESS MAILED: No further Review Required DATE: DUE DATE: 02/17/11 Approved with Conditions n Not Approved (attach comments) ❑ DATE: n t'• r- it Center Use Only r r ION LE ITER MAIL I D: .Im issued c cnret'tic Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 -110 DATE: 01 -10 -11 PROJECT NAME: DRA PROFESSIONAL BUILDING SITE ADDRESS: 13526 53 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 X Revision # 5 After Permit Issued DEPA TMENTS: Building Division gni Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S rNITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: Documents /routing slip.doc 2 -28 -02 PEo PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Structural Review Required Approved with Conditions n n n Planning Division Permit Coordinator DUE DATE: 01-11 -11 No further Review Required n n DUE DATE: 02 -08 -11 Not Approved (attach comments) IN REVIEWER'S INITIALS: DATE: Permit Center Use Only 1 1 CORRECTION LETTER MAILED: `'� 13- l \ Departments issued corrections: Bldg/ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 -110 DATE: 12 -22 -10 PROJECT NAME: DRA PROFESSIONAL BUILDING SITE ADDRESS: 13526 53 AV S Original Plan Submittal Response to Correction Letter # X Revision # 5 After Permit Issued X Response to Incomplete Letter # 1 DEPA THE TS: b uildingtivision Public Works Complete Please Route Documents /routing slip.doc 2 -28 -02 'ENT COY PLAN REVIEW /ROUTING SLIP TUES/THURS ROUTING: Fire Prevention Structural Incomplete Structural Review Required II n SM Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12 -23 -10 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 01-20-11 APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: Not Approved (attach comments) Nr Permit Center Use Only CORRECTION LETTER MAILED: l)- 10 Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: %MT PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D09 -110 DATE: 12 -15 -10 PROJECT NAME: DRA PROFESSIONAL BUILDING SITE ADDRESS: 13526 53 AV S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 5 After Permit Issued DEPARTMEN S: of U04 Building ivision mi .1P b ' Wo 'hk 1 " ° ubllc s M ire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12-16-10 Complete APPROVALS OR CORRECTIONS: Documents /routing slip.doc 2 -28 -02 Incomplete j n Permit Coordinator Planning Division Not Applicable Comments: n Permit Center Use Only INCOMPLETE LETTER MAILED: \)- LETTER OF COMPLETENESS, frILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route U Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 01 -13-11 Approved I Approved with Conditions n Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEP RTMENTS: B [ding i is'on I1 P NO4 qt-to o u lic Wor s Complete 1K Comments: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 • 1 COOK) COO PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D09 -110 DATE: 09/15/10 PROJECT NAME: DRA PROFESSIONAL BUILDING SITE ADDRESS: 13530 53 AV S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # X Revision # 4 after Permit Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Approved with Conditions 04 N /A- 6 1-1(0-10 Fire Prevention Structural Incomplete ❑ Planning Division Permit Coordinator DUE DATE: 09/16/10 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Building Please Route (_ Structural Review Required n No further Review Required ❑ DATE: DUE DATE: 10/14/10 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: • • J'• P t r . a ° � .�1 COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D09 -110 DATE: 08 -23 -10 PROJECT NAME: DRA PROFESSIONAL BUILDING SITE ADDRESS: 13530 53 AV S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 4 After Permit Issued DEPARTMENT : e u ding !vision Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Fire Prevention Structural Incomplete Comments: Permit Center Use Only ,l INCOMPLETE LETTER MAILED: g')S -( U LETTER OF COMPLETENESS NAIL Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Notation: Documents/routing slip.doc 2 -28 -02 U Structural Review Required APPROVALS OR CORRECTIONS: Approved n Approved with Conditions u tat n Planning Division Permit Coordinator DUE DATE: 08-24 -10 Not Applicable No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 09-21 -10 REVIEWER'S INITIALS: DATE: Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 -110 DATE: 08 -04 -10 PROJECT NAME: DRA PROFESSIONAL BUILDING SITE ADDRESS: 13530 53 AV S Original Plan Submittal Response to Correction Letter # X Revision # 3 After Permit Issued Response to Incomplete Letter # DEPARTMENTS: Building Division fq n.oct P Dvw 01-0 ublic Wo r s DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TUES /THURS ROUTING: Please Route APPROVALS OR CORRECTIONS: Approved Notation: Documentslrouting slip.doc 2 -28 -02 • PLAN a OVt- Ot t4 Fire Prevention pi Structural Incomplete Structural Review Required n �ING SLIP L 1 7 / 1 t , Planning Division Permit Coordinator DUE DATE: 08-05-10 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: n No further Review Required n REVIEWER'S INITIALS: DATE: Approved with Conditions DUE DATE: 09-02 -10 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 -110 DATE: 08 -03 -10 PROJECT NAME: DRA PROFESSIONAL BUILDING SITE ADDRESS: 13530 53 AV S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # X Revision # 2 After Permit Issued DEPARTME T : Bui ding Divi sion Public Works ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete �J Incomplete Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ■ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Approved X Notation: Documents /routing slip.doc 2 -28 -02 O PE PY • PLAN REVIEW /ROUTING SLIP REVIEWER'S INITIALS: Structural - - - w Required APPROVALS OR CORRECTIONS: Structural Approved with Conditions Fire Prevention u Permit Coordinator ` 4 V tri No further Review Required DATE: Planning Division DUE DATE: 08-05-10 Not Approved (attach comments) DUE DATE: 09-02 -10 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 -110 DATE: 07 -20 -10 PROJECT NAME: DRA PROFESSIONAL BUILDING SITE ADDRESS: 13526 53 AV S Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 After Permit Issued DEPARTMENT B u Division klic ilding »h }- - .. Works Complete Comments: Please Route Approved Notation: Documentslrouting slip.doc 2 -28 -02 • PLAN DETERMINATION OF COMPLETENESS: (Tues., Thurs.) TUES/THURS ROUTING: REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: n >� A A /A -7_ - 'v Fire Prevention Structural Incomplete Structural Review Required Approved with Conditions n • ING SLIP U Permit Coordinator DATE: Planning Division DUE DATE: 07 -22-10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: - 1 - .):: " &" 41 b LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Ig" ❑ Ping ❑ PW ❑ Staff Initials: n No further Review Required DUE DATE: 08-19-10 Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 -110 DATE: 07/14/10 PROJECT NAME: DRA PROFESSIONAL CENTER SITE ADDRESS: 13526 53 AV S Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 after Permit Issued DEPARTMENTS: in 0 Building Division M0 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTING: Building Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ICI Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 110 PERMIT COORD COPY. PLAN REVIEW /ROUTING SLIP ,Pn\5'I1NIA en Fire Prevention .1 Structural Approved with Conditions Incomplete n n u DATE: Planning Division Permit Coordinator DUE DATE: 07 /15/10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: Structural Review Required No further Review Required ❑ DUE DATE: 08/12/10 Not Approved (attach comments) DATE: �I V\ Pcf 01 • IC, Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 -110 PROJECT NAME: DRA PROFESSIONAL CENTER SITE ADDRESS: 13530 53 AV S Original Plan Submittal X Response to Correction Letter # 3 DATE: 12 -31 -09 Response to Incomplete Letter # Revision # after Permit Issued Q AR \ v ilding Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES /THURS ROUTING: Building Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents /routing slip.doc 2 -28 -02 PLAN REVIEW /ROUTING SLIP PERMIT COIF COPY Fire Prevention Structural Incomplete n Permit Coordinator DUE DATE: 01-05-09 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required n DATE: DUE DATE: 02-02-10 Approved n Approved with Conditions Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: sM PrP 0 Planning Division Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D09 -110 DATE: 10 -23 -09 PROJECT NAME: DRA PROFESSIONAL CENTER SITE ADDRESS: 13530 53 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 Revision # After Permit Issued DEPART ENTS: wilding ivislon it1-09 Public DETERMINATIOJ. OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10-27-09 Complete Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 • PURIM COORD ` OPY0 PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete U n ❑ Permit Coordinator DATE: DATE: Sin d .eN`eJ Planning Division Not Applicable TUES/THURS RO TING: Please Route Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 11-24-09 Approved Approved with Conditions n Not Approved (attach comments) g Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: t1 Y J Departments issued corrections: Bldg .\ Fire ❑ PIng' PW ❑ Staff Initials: 11 -1 ACTIVITY NUMBER: D09 -110 DATE: 09 -25 -09 PROJECT NAME: DRA PROFESSIONAL CENTER SITE ADDRESS: 13530 53 AV S Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: V1�1 to Oce 0 4 1 Bui . ng r vision ■ -o� ublic W � � P S DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete [4 Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 PLAN REVIEW /ROUTING SLIP Structural Incomplete Approved with Conditions PERMIT COORD COPY htki 1 tip Fire Prevention n n Permit Coordinator DUE DATE: 09-29-09 No further Review Required n DATE: DATE: (* Aaliu I)•vfl• Planning Division Not Applicable DUE DATE: 10-27-09 Not Approved (attach comments) Permit Center Use Only CORRECTION LETTER MAILED: [ C '"1 '-O I (A) Departments issued corrections: Bldg Fire ❑ Ping -- PAS" Staff Initials: ACTIVITY NUMBER: D09 -110 DATE: 06 -26 -09 PROJECT NAME: DRA PROFESSIONAL CENTER SITE ADDRESS: 13530 53 AV S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTME TS: 01' Btailtiiria Division blic W DETERMINATION OF Complete Comments: Documents/routing slip.doc 2 -28 -02 • PLAN REVIE OUTING SLIP U A die4 Fire Prevention Structural OMPLETENESS: (Tues., Thurs.) Incomplete TUES/THURS RO ING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: DUE DATE: 06-30-09 No further Review Required DATE: DATE: Planning n o - Permit Coordinator Not Applicable DUE DATE: 07-28-09 Not Approved (attach comments) n Permit Center Use Only 1 CORRECTION LETTER MAILED: CIS \'0 Departments issued corrections: Bldg Fire Ping Pw ( Staff Initials: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS I 01`1 I bitLP►l Summary of Revision: ,5,1• ( % ( ci1,,,v PS 4r) ,,(' J pGA's oN A &l Received by: 6 k, pc,,,(0,8ch. REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS r I 01`1 I bitLP►l Summary of Revision: �C11� }J� Jp-u, pGA's oN A &l 01(4(1 a Received by: AN 1 \ \P REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 3 -a - (0 1-1-- 1 21 iv u (1 1 4. S ummary of Revision: u . _ t,61/1.4•, 01(4(1 a Summary of Revision: kid S ummary of Revision: "gut, e Ayr loto \r) 4-e ir,.4e , MI des•` r Received by: �(�� �'j 6 (IJ / Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 3 • 1-1-- 1 21 iv u (1 01) 1) S ummary of Revision: u . _ t,61/1.4•, , Summary of Revision: ' _ `btu" k1 I , • Received by: �(�� �'j 6 (IJ REVISION NO. DATE RECEIVED STAFF INTI' ISSUED DATE STAFF INI IALS 5 I) --IS— is iv u (1 ;r- S ummary of Revision: u . _ t,61/1.4•, IP Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS w '3 L Summary of Revision: revise . . ,':.mss „,,, o , 0 ?— cr.c re,N, ...AA e ✓- aoo q ? } ,/ Received by: V 1(�ice, NANA, (v k1 I , PROJECT NAME: SITE ADDRESS: AN--k grotion CAY g99 Ast PERMIT NO: ORIGINAL ISSUE DATE: REVISION LOG please pruit) (please print) (please print) (please print) (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 CU W - S --\--A \ Summary of Revision: i U `bkor: W A1 ( ov - per- A V4 -NO POI.€ 1 C )P S W 1Dr: 1. It 4 ( nr fi �'.S�1 A IN W D uo D1� anto 1 G� Re ceived by: v 1 P NJ L\ M P �� REV NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Z trier � t - S --\--A \ Summary of Revision: W 1Dr: 1. It 4 ( nr fi �'.S�1 A IN W Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITI S Z trier � t - S --\--A \ Summary of Revision: fpr�w N (s IAT L 01� (t h'NKS - .�-l.l.�W roe W 1Dr: 1. It 4 ( nr fi �'.S�1 A IN W Received by: , '�'� bVQIi II \I REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: ?yfikil SITE ADDRESS: r).)G j PERMIT NOW ORIGINAL ISSUE DATE: REVISION LOG A (please print) (please print) (please print) (please print) (please print) Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7/18/11 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http:/lwww.ci.tulcwila.wa.us ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision # 8 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: DRA Professional Building Project Address: 13526 53rd Ave S Contact Person: Austin Kovach 41 City of Tukwila Plan Check/Permit Number: D09 -110 Phone Number: REVISION SUBMITTAL 206.617.2899 Mrtt NED JUL 1 8 2011 PERMIT CENTER Summary of Revision: Plans revised to show updated Parking lot layout to allow for widening of accessible walkway from sidewalk to front entrance. SheetNumber(s): A1.01, L1.01, ( v2 "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 H:\Applications\Fomis- Applications On Line \2010 Applications \ 7-2010 - Revision Submitlai doc Created: 8 -13 -2004 Revised: 7 -2010 Date: 6/6/11 Project Name: DRA Professional Building Project Address: 13526 53rd Ave S Contact Person: Austin Kovach City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D09 -110 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # 7 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Summary of Revision: Plans revised tp show new sidewalk layout per adjusted power pole locations, new transformer pad location, and updated storm drain line and CB location as a result of leaving the southern pole in place. Sheet Number(s): A1.01, L1.01, C3.0, C3.2, & C3.4 "Cloud" or highlight all areas of revision including dat: o rev s on Received at the City of Tukwila Permit Center by: Entered in Permits Plus on H:\Applications\Fonns- Applications On line\2010 Applications \7 -2010 - Revision Submittal.doc Created: 8-13 -2004 Revised: 7 -2010 Phone Number: 206.617.2899 REVISION SUBMITTAL flEG erre OF TUKWIIA JUN 0 6 2011 "FRMIT (WAITER Date: 2/28/1 Contact Person: Austin Kovach • Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D09 -110 Cif of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us Response to Incomplete Letter # Response to Correction Letter # 1 ❑ Revision # 6 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: DRA Professional Building Project Address: 13526 53rd Ave S Summary of Revision: Plans revised and comments responded to. Sheet Number(s): A2.01, A2.02, A2.06 & A5.01 "Cloud" or highlight all areas of revision including date of revision 0 Received at the City of Tukwila Permit Center by: 0_-- Entered in Permits Plus on �- J 1 - l H:\Applications \Forms - Applications On Line\2010 Applications \7 -2010 - Revision Submittal.doc Created: 8 -13 -2004 Revised: 7 -2010 Phone Number: 206.617.2899 REVISION SUBMITTAL iki;OVED 3 PERMIT CENTER Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2/28/11 ❑ Response to Incomplete Letter # O Response to Correction Letter # ® Revision # 6 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: DRA Professional Building Project Address: 13526 53rd Ave S Contact Person: Austin Kovach Summary of Revision: Revision to Lobby floor and update of AOR requirement per 2009 IBC the mechanical. City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us MTATCA-ME4 BE- Sheet Number(s): A2.01 -3, and A2.06 "Cloud" or highlight all areas of revision including date of r Received at the City of Tukwila Permit Center by: 1' E E'tered in Permits Plus on 1 H\Ap'X ons \ Forms - Applications On Line \2010 Applications \7-2010 - Revision Subminal.doc Crea1 !!" 8-13 -2004 Revised 7 -2010 ision REVISION SUBMITTAL Plan Check/Permit Number: D09 -110 Phone Number: 206.617.2899 A C W Int 61 11111 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1/19/11 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ® Revision # 5 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: DRA Professional Building Project Address: 135153rd Ave S Contact Person: Austin Kovach Summary of Revision: Memo addressing Building comments. Plan Check/Permit Number: D09 -110 Phone Number: 206.617.2899 JAN 1 9 2011 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: I S( Entered in Permits Plus on H: \Applications \Forms - Applications On Line\2010 Applications \7 -2010 - Revision Submival.doc Created: 8-13 -2004 Revised: 7 -2010 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 1/10/11 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ® Revision # 5 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: DRA Professional Building Project Address: 13526 53rd Ave S � B City of Tukwila Contact Person: Austin Kovach Phone Number: 206.617.2899 Summary of Revision: the mechanical. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revis n Received at the City of Tukwila Permit Center by: entered in Permits Plus on I_t 0 -•-( H :Wpplications\Forms= Appliaaaotts On Line \2010 Applications \7 -2010 = Revision Submittal.doc Created: 8 -13 -2004 Revised: 7 -2010 Plan Check/Permit Number: D09 -110 REVISION SUBMITTAL SSK #12 now stamped by Engineer and Detail for Structural updates at roof for RE - Eit, D art OF TUIGNIA UN 10 2011 CENTER Date: 12/22/10 Project Address: 13526 53rd Ave S Contact Person: Austin Kovach Summary of Revision: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: //www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ® Revision # 5 after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner Project Name: DRA Professional Building Structural Detail for new window location. Received at the City of Tukwila Permit Center by: H:\Applications\Fotnis- Applications On Line \2010 Applications \7 -2010 - Revision Submittal.doc Created: 8 -13 -2004 Revised: 7 -2010 Plan Check/Permit Number: D09 -110 REVISION SUBMITTAL Phone Number: 206.617.2899 Update to Energy Calculations & Missing missing sheet A6.01. Also Included is Sheet Number(s): A0.2 & A6.01 "Cloud" or highlight all areas of revision including date of ' visi Entered in Permits Plus on / NEONVED einvorgIMNIA DEC 22MA Date: 12/15/10 Project Address: 13526 53rd Ave S City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http : //www.ci.tukwila.wa.us Plan Check/Permit Number: D09 -110 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ® Revision # 5 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: DRA Professional Building Contact Person: Austin Kovach Phone Number: 206.617.2899 Summary of Revision: Modifications to basic Core layout for adjusted mechanical chase location (Mechanical location on roof has shifted slightly) and window locations per Tenant TI currently in for building permit application. Sheet Number(s): A2.01- A2.05, A4.01 & A4.02 "Cloud" or highlight all areas of revision including date of revisi Rectuveu CIW OF IUKWILA IDEC 15 2010 rwifirIl utr1TEP Received at the City of Tukwila Permit Center by: 'C7,�XX Entered in Permits Plus on t)- S'—(, 0 1i \Applications\Fonns- Appbeanons On Lne\2010 Applications \7 -2010 - Revision Submittal.doc Created: 8 -13 -2004 Revised: 7 -2010 • • City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I `J U ❑ Revision # Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us Response to Incomplete Letter # after Permit is Issued Ea.) I,IOtJ 4 ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: - /L1? &Al LA 31-4Cn Project Address: 135 - 53eo s • Contact Person: ..&rir -k Summary of Revision: • Plan Check/Permit Number: - b(3`1 •• 113 REVISION SUBMITTAL Phone Number: 2cio • Loki • 2 5 12 c..Por-1 S- `I - Cc rl n Cwt -vrs - Ls S P.c. S . Sheet Number(s): pt., • "ENT R "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: / 1 21 Entered in Permits Plus on q- // H:Wpplications\Formns- Applications On Line \2010 Applicanons17 -2010 - Revision Submittal :doe Created: 8 -13 -2004 Revised: 7 -2010 RECEIVED 15.2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: //www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: $' 23• t 0 Plan Check/Permit Number: - tl 6 ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # LI after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner REVISION SUBMITTAL Project Name: NZA. 1iFIyc i _ iltAtubp,iti Project Address: Contact Person: ILAsilt.1 i t * Phone Number: 2plo • (0I1- • ZAc9 Summary of Revision: E.E.6v,t014 t& FAAux)i #461 r( nu I4 ti E- -xm11t Oa_ slam_ lb J .!J .0 nct-- V- wokst aris oa r-.n4A- 6FtEst - 5kka— S ALSO Nu- ur_ u "1J111 PHIL t 17F 614 rtoltri f g r 'nm•l. r Lttr_'. ( 4 51g.A.r twrLetL. LARD ATg5 a - i4 (Pe if 5rics Y f c ours 1 \ 1 0.c . tare- Ot-1t - r o firkvet Gtr Lt (14- fjt'ai(L kvs r R:2".J.: 046.,r4 RAW:. CAU_ OWED/ED artOF 1l FKW1Li MS 232010 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: Entered in Permits Plus on mil' - ( l l H:\Applications \Forms - Applications On Line\2010 Applications \7 -2010 - Revision Subminal.doc Created: 8 -13 -2004 Revised: 7 -2010 Date: 8. LI tO City Tukwila Sheet Number(s): SZ. \ 3 S3. Z- Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. H:Wpplications\Forms- Applications On Line\2009 -08 Revision Submittal.doc Created: 8 -13 -2004 Revised: 8-2009 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us Plan Check/Permit Number: Ddc . /l0 ❑ 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: ' DR_,- TI2.pF 1 Rt.�t&t,it -.Mi Project Address: 1"S5 - 3C.) s3'-' Ptv E- Contact Person: L. -fl Phone Number: 2tCo • (ol1 '255 S Summary of Revision: F --Urtt N,4Tor.l 0 t-(ec.jmcAL Y4rzt .A?DtgCA Fo�NDc�noi - ' E. "Cloud" or highlight all areas of revision including date of revisi ;n Received at the City of Tukwila Permit Center by: Entered in Permits Plus on T 4 "'A 0 � flap/ elF L.A MIMED NG 04 2Q peRlstu ' maw • • 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.ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director 1 .. 7 , 0 . .. •i•r 5!'.'C Y• 14a,• ^J �. ..7 '�• a ^.+v;.,r. ., .... r•., - ev. RaE S �I� Stn , . r � .. - e r� roa•7•a• z..li t4. r.., a �,.�.:..�• ..c• ^7 e tt' . =.• .r.A.• � '.:.'! • ' •:, y , ` '% Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: B. 3• • Response to Incomplete Letter # 1 ❑ Response to Correction Letter # • Revision # 2 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: DRA Professional Building Project Address: 13526 53 Av S Contact Person: AM.,514 e,c.* Phone Number: 2 ' (1k • Z.$ 9 9 Summary of Revision: 51kG�� �`2 *.xPt- irttin r.J OI= eAkbe.icle5. env O FF TlJ ( AUG 03 2910 PEAMl ? Plan Check/Permit Number: D09 -110 Sheet Number(s): "Cloud" or highlight all areas of revision including date / offrev� f ision Received at the City of Tukwila Permit Center by: t'f vV FS Entered in Permits Plus on 0 6 /03J/ci \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Date: 7 . z . 10 City Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Sheet Number(s): S Z. ► 52.2 S 3• Z � Z. Entered in Permits Plus on 0 H:\Applications\Forms- Applications On Line\2009 -08 Revision Submittal.doc Created: 8 -13 -2004 Revised: 8 -2009 Plan Check/Permit Number: DD ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 2- after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner "Cloud" or highlight all areas of revision including date of rev' io Received at the City of Tukwila Permit Center by: REVISION SUBIVIITTAL Project Name: DV-Pt ts6.161.1 qL Suic- Di,.117 Project Address: Contact Person: j . - -t-irt Phone Number: ZrU,. 7-0.15 Summary of Revision: L PIDA ✓ cn F %A..ADPr1l J fez- •EFF ic.l r 1 , t '-1 CIT RECEIVED LPL 20 MO PERMIT cFAr. r. r. City 1Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: - 7 - I - 1- I 0 E E Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: D 2c A 4-. C!.F— nl?larz Project Address: MS ZCD 4)1E_ S • Contact Person: 1.\-LkStli4 Summary of Revision: EaTtNi,.ti,J 1--t W A u_- C.oC.. c1-1.41.1 G7rlAVC=S ctinl sir - 1DtD Or Rcvc.i A r1Dpl t_.A0ra ‹..tte.Br% A1.61 - S 3.L� Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on H:\ Applications \Forms- Applications On Line\2009 -08 Revision Submittal.doc Created: 8 -13 -2004 Revised: 8 -2009 Plan Check/Permit Number: 'Do . l ( C) Phone Number: REVISION SUBMITTAL ZolO . CIr OF LA JUL 14 2010 PERMIT CENTER (01 1. - z ce �r S, c�N�D Date: IV 8I • 64 • City of Tukwila H:WpplicationsTorms- Applications On Line12009 -08 Revision Submittal.doc Created: 8 -13 -2004 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http://www.ci.tukwila.wa.us Response to Incomplete Letter # Response to Correction Letter # 3 Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: DQ t Ytwvp S‘NI(NJ.AL - EVAL -D In! la Project Address: 5J-0 A1/43€._ S. Plan Check/Permit Number: 1 DO 1 I \O Summary of Revision: F XfF(Llb YL. ' AA2 NTODf tt ?ZS) Fc.torL A+-lo tim«0 p Et Ate el-144-4 REVISION IJI3MITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Contact Person: At l i VMS D,Lte\- Phone Number: ( -12 . • 7) -;�1. 606'1 A slum 'DEC 31 2 u, OOy PERMPERm ca rrei Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by:, Entered in Permits Plus on Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 10 ' ZS a ❑ Response to Incomplete Letter # [f Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ) 2 \ 4 ,tpl•1 E u. LLD {/'I &j Project Address: I S - 50 3v-0 A' • 4 • Contact Person: NLV)Li IZOJ Phone Number: 260 (o ""4 • - 243 '7 Summary of Revision: 6K F-vD1b-16 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on • City of Tukwila H:Wpplications\Forms- Applications On Line\2009 -08 Revision Submittal.doc Created: 8 -13 -2004 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Web site: http://www.ci.tukwila.wa.us • Plan Check/Permit Number: D - t l 0 REVISION SUBMITTAL C� op LA OCT 2g 20D9 PERMIT C Eh City of Tukwila \applications \forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 9,-v-1-09 Plan ChecWPermit Number: D09-110 ❑ 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: DRA Professional Building Project Address: 13530 53 Ave S Contact Person: N{J6r1 V Received at the City of Tukwila Permit Center by: Entered in Permits Plus on dg174V1 Phone Number: 2a(f• (o( . 25 5 O SEP 2 5 2009 PERMIT CEIVTEFI Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision City okukwila Department of Publ:c Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 433 -0179 Fax: 206 - 431 -3665 Web site: httn://www.Tukwi Applicant: DRA PROFESSIONAL CENTER Subtotal: Water Meter Size: Quantity: Water Meter Type: Connection Charge: Y Installation: Y Additional Install Deposit: Plan Check Fee: Y Inspection Fee: Y Turn On Fee: Y TOTAL WATER FEES: $32,425.00 doc: WTRMTR WATER METER INFORMATION Parcel No.: 0003000038 Permit Number: D09 -110 Address: 13530 53 AV S TUKW Issue Date: 06/09/2010 Suite No: Permit Expires On: 02/20/2012 DESCRIPTION OF WORK: SHELL ONLY: CONSTRUCTION OF NEW 12,672 SF PROFESSIONAL OFFICE BUILDING - 3 STORIES OVER DAYLIGHT BASEMENT FOR A TOTAL OF 4 STORIES. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, 1.5" DOMESTIC WATER METER, 2" RPPA FOR DOMESTIC BACKFLOW, 1" DEDUCT WATER METER, 1" IRRIGATION BACKFLOW, 4" FIRE SERVICE LINE, FIRE VAULT W /DCDVA FOR FIRE BACKFLOW INSIDE OF BUILDING, SANITARY SIDE SEWER, AND STORM DRAINAGE; STREET IMPROVEMENTS INCLUDING PAVING, PAVEMENT CUT, LANDSCAPING, CURB /CUTTER/SIDEWALKS, UNDERGROUNDING OF POWER FROM POWER POLE TO BUILDING, AND STREET USE.. TRANSPORTATION IMPACT FEE TRAFFIC CONCURRENCY PAID IN THE AMOUNT OF $3,600.00 UNDER (C09 -005). PAVEMENT MITIGATION FOR OPEN CUT WITHIN 52ND AVE. SOUTH. REVISION #7 - WIDER SIDEWALK & RELOCATE POWER POLE AT NW PROPERTY CORNER, AND REVISED STORM LINE & CB ALONG 53RD AVE. SOUTH. REVISION #8 - REVISED PARKING LOT LAYOUT TO ALLOW WIDENING OF ACCESSIBLE WALKWAY FROM SIDEWALK TO FRONT ENTRANCE. METER #1 1.5 1 PERM Work Order Number: 11140119 $225.00 $2,125.00 $0.00 $10.00 $15.00 $25.00 Cascade Water Alliance (RCFC): Y $30,025.00 • $2,400.00 $0.00 METER #2 METER #3 1 1 DED $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 0 0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 D09 -110 Printed: 08 -25 -2011 Parcel No.: 0003000038 Address: 13530 53 AV S TUKW Suite No: TOTAL WATER FEES: $32,425.00 doc: WTRMTR City oPI'u kwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Applicant: DRA PROFESSIONAL CENTER WATER METER INFORMATION DESCRIPTION OF WORK: SHELL ONLY: CONSTRUCTION OF NEW 12,672 SF PROFESSIONAL OFFICE BUILDING - 3 STORIES OVER DAYLIGHT BASEMENT FOR A TOTAL OF 4 STORIES. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, 1.5" DOMESTIC WATER METER, 2" RPPA FOR DOMESTIC BACKFLOW, 1" DEDUCT WATER METER, 1" IRRIGATION BACKFLOW, 4" FIRE SERVICE LINE, FIRE VAULT W /DCDVA FOR FIRE BACKFLOW INSIDE OF BUILDING, SANITARY SIDE SEWER, AND STORM DRAINAGE; STREET IMPROVEMENTS INCLUDING PAVING, PAVEMENT CUT, LANDSCAPING, CURB /CUTTER/SIDEWALKS, UNDERGROUNDING OF POWER FROM POWER POLE TO BUILDING, AND STREET USE.. TRANSPORTATION IMPACT FEE TRAFFIC CONCURRENCY PAID IN THE AMOUNT OF $3,600.00 UNDER (C09 -005). PAVEMENT MITIGATION FOR OPEN CUT WITHIN 52ND AVE. SOUTH. METER #1 Work Order Number: 5106A09 Cascade Water Alliance (RCFC): Y $30,025.00 • Permit Number: D09 -110 Issue Date: 06/09/2010 Permit Expires On: 12/06/2010 Water Meter Size: 1.5 1 Quantity: 1 1 Water Meter Type: PERM DED METER #2 METER #3 0 0 Connection Charge: Y $225.00 $0.00 $0.00 Installation: Y $2,125.00 $0.00 $0.00 Additional Install Deposit: $0.00 $0.00 $0.00 Plan Check Fee: Y $10.00 $0.00 $0.00 Inspection Fee: Y $15.00 $0.00 $0.00 Turn On Fee: Y $25.00 $0.00 $0.00 Subtotal: $2,400.00 $0.00 $0.00 $0.00 $0.00 D09 -110 Printed: 06 -09 -2010 Kind of Fixture Fixture Units No. of Fixtures Total Fixture Units Public Private Public Private Bathtub and Shower 4 4 Shower, per head 2 2 Dishwasher 2 2 Drinking fountain (each head) 1 .5 ?j Hose bibb (interior) 2.5 2.5 Clotheswasher or laundry tub 4 2 Sink, bar or lavatory 2 1 (D Sink, Clinic flushing 8 8 Sink, kitchen 3 2 Sink, other (service) 3 1.5 Sink, wash fountain, circle spray 4 3 Urinal, flush valve, 1 GPF 5 2 Urinal, flush valve, >1 GPF 6 2 Urinal, waterless 0 0 Water closet, tank or valve, 1.6 GPF 6 3 Water closet, tank or valve, >1.6 GPF 8 4 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. e This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type Property Street Address T41C�1L� W Pc City State ZIP RAJ AtAcn of— le -A Z_ Owner's Name Subdivision Name Lot # City or Sewer District rt/11Lu- I L Subdiv. # Block # Date of Connection Building Name 1D1 Ar oC��(6t f AL CFI.( fl t.. Side Sewer Permit # (if applicable) ( ) 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? ❑ Yes KNo Property Contact Phone Number (with Area Code) Was building on Sanitary Sewer? ❑ Yes tIELNo Owner's Mailing Address Was Sewer connected before 2/1/90? ❑ Yes %No Sewer disconnect date: n OD S (415 � � EP w A q Type of building demolished? IeCOLO Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No Owner's Phone Number (with Area Code) ( 200 ) (ol"I • Z$59 A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units Total Fixture Units Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RCE Total No. of Fixture Units = O. L i RCE 20 • 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 at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County's Wastewater Treatment Division at 206 - 684 -1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of corrgctefl data for determination of a revised capacity charge. Property Tax ID# 6001 o0003 Party to be Billed (if different from owner) B. Other Wastewater Flow (in addition to Fixture Units identified in Section A) Type of Facility /Process: Estimated Wastewater Discharge: Gallons /days Residential Customer Equivalents (RCE): 187 gallons per day equals 1.0 RCE Total Discharge (gal /day) _ 187 C. Total Residential Customer Equivalents: (add A & B) A B Signature of Owner /Representative Print Name of Owner /Representative AUI 1F.�, <<4\I -*" RCE RCE D0101-•110 Date (0 • Z Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 2 UNITED SPECIALTY INS CO NS1203930 10/29/2009 10/29/2010 11/4/2010 Active $1,000,000.0011 /23/2009 1 UNITED SPEC. INS. CO NS1260438 10/29/2009 10/29/2010 $1,000,000.0010 /29/2009 License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status HORIZMS983NM Horizon Mgmt &Amp; Structures Inc Construction Contractor General Unused 8/14/2002 11/4/2010 Active Contractors or Tradespeople PPter Friendly Page General /Specialty Contractor A business registered as a construction contractor with LEt1 to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Hms Commercial Const Inc UBI No. 602953260 Phone 2064408969 Status Active Address 4031 Aurora Ave N Suite #100 License No. HMSCOCC913P9 Suite /Apt. License Type Construction Contractor City Seattle Effective Date 10/29/2009 State Wa Expiration Date 10/29/2011 Zip 98103 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses Business Owner Information • Name Mohazzabfar, Herman Role President Effective Date 10/29/2009 Expiration Date Bond Information Page 1 of 1 Bond Bond Company Name 1 RLI INS CO Bond Account Number LSM0141652 Effective Date 10/29/2009 Expiration Date Until Cancelled Cancel Date Impaired Date Bond Amount $12,000.00 Received Date 10/29/2009 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period https: // fortress .wa.gov /lni/bbip /Print.aspx 06/09/2010 l 1 I I 3 3 3 4 3 3 3 3 + 3 4 3 3 4 3 3 3 4 3 3 4 3 3 3 3 4 4 4 3 4 3 3 3 3 3 3 3 4 3 3 3 3 3 3 3 3 3 3 3 4 3 3 3 4 3 3 3 3 3 3 3 3 3 3 4 3 4 3 4 4 3 3 3 >10V91�9'J W m ' Q ................. ®1111, ... ::' ::::• ... ............................... 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' H W 0 1- w U , 4p , 44.4 \`&.N. /.0•7 tlE uh' IOLBY AVENUE OETLWA ; 982 01 RELOCATE EXISTING STREET LIGHT AND POWER POLE "11111:rii.i.N.4111111111111111:Aw IBL ROUTE c?FTRAVEL Cc5591 P IVACO MIN. N WITH) 7,971c,:iVAttir, EL-EN/. ,7fekiPrAbittgra 71 K-7 47f `'lliaraira 0 610817 '` 4 4•AikNIIS:4 4 S4s' I t•I :s. 4 :4 ,, I 4 4 4 :. 4 :• 4 IM4 4 : , .44 , I4* : ' , ..I•0''',I'''7 , 4, 4:. VSIMMN5NZ MIRINCRWIMILVMMWAMMI IT MY,' MITARINRAMVEVFIE.,72IMMESP,V.1, OW 55.5 OW 47.2 OW 54.5 BOW 48.3 OW 54. BOW OW 54.5 BOW 50.5 4C, 1- 1 - E f--4 1\1 1=/ N•1I=°L...1, 1\1 C:17 E: PROJECT TO COMPLY WITH GEOTECHNICAL REPORT, BY ABPB CONSULTING, DATED DECEMBER 3RD, 2008 AND MARCH 2, 2003, THE REVISED GEOTECHNICAL PEER REVIEW BY NELSON GEOTECHNICAL ASSOCIATES, INC. (NGA) DATED APRIL 30,2003 AND SUBSEQUENT GEOTECHNICAL REPORTS. WHERE RECOMMENDATIONS BETWEEN THE REPORTS ARE INCONSISTENT, THE MOST AGGRESSIVE ENVIRONMENTAL PROTECTION RECOMMENDATION SHALL BE IMPLEMENTED. ESC MEASURES AS RECOMMENDED IN THE 1998 KCCSWM MUST BE UTILIZED ALONG WITH SPECIFIC AND GENERAL RECOMMENDATIONS AS DETAILED IN THE NGA REPORT. t=)1zZAIN N M 1•1: 2592 SF GROSS F1: 3600 SF GROSS F2: 4329 SF GROSS F3: 5040 SF GROSS TOTAL:15,48C) 5F GROSS OFFICE /AREA: 12,.96,9 SF GROSS@ 3 LEVEL 10,802 SF NET@ 3 LEVEL B OCCUPANCY OCCUPANT LOAD: 12,909/100 =130 PARKING: (BASED ON NET LEASABLE) 3.6/1000 @ 39 STALLS (5 COMPACT) ACCESSIBLE PA1RKING: IVAN STALL 1 STANDARD STALL SITE AREA : 30, .021 SF (.71 ACIRS9) LANDSCAPE BUFFER KEY: TYPE 1 LANDSCAPING TYPE II LANDSCAPING TYPE III LANDSCAPING PAVEMENT LEGEND: ASPHALT PAVEMENT PLANNING APPROVED • No changes can be made to these plans without approval from the / Planning Division of DCD / Date: Approved By: 1 PROJECT TO COMPLY WITH PUBLIC WORKS REQUIREMENT FOR A N SIDEWALK WITH CURB AND GUTTER WITHIN A NEW EASEMENT AGRE WITH THE CITY OF TUKWILA. RIGHT-OF-WAY DEDICATION 15 REQUIR NECESSARY TO MATCH ESTABLISHED ROW WIDTH TO THE SOUTH, • • • • • .• • • 2295 SF NET 2895 SF NET 3639 SF NET 4358 SF NET 13,187 SF NET EDGE OF RIGHT 05 WAY EL-EN/. 4: 4: / / 4 .• • • CONTINUOUS SOLID 6 FT. HIGH CEDAR FENCE N. .11i • 15-0" tam arm or REVIEWED FOR CODE COMPLIANCE APPKOVED EL—EN/. a=1:7-50 ; • • ; ASPHALT • •:•"• • • P • • rimt,f . 1 / • • • • . ,„. . • . 1 . SLOPE: DOWN . • . . EXISTING TREES . GARL)CO G13 100 W 1•11-1W/15 ROUND POLE FINISI-:1 BLK • • TO BE 'REMOVED- - / . , /ROCKERY RETAINING WALL l iRMA11140.701.11133115 EVIZOW.,,,..WEMOTAMMO ET.V.2 .7W.LM.',.." ONWPORMERWAVPAMPRVAT.M......P KEW, NEM.M.FIEWORM11.155MWMPSMIWAMMINS; 51041..24 016, .,„ FURTHEST EXTENT OF BUILDING STRUCTURE FURTHEST EXT NT OF ROOF OVE HANG; I 7 4 0:044444:k.\ 144,44•;9: . , TYPE "C" FIXTURE REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. w,1/4 RND. CONC. ENDS IN BLACK SAND FINISH (FORMS + SURFACES) 1 \A0 BENCH TYPE B SBFOU-CHR FOUNDATIONTm SATIN FINISH STAINLESS STEEL. SEAT w/1/2 RND. CONC. ENDS IN BLACK SAND FINISH (FORMS + SURFACES) 'BENCH TYPE A 5BFOU-CQR FOUNDATIONThI SATIN FINISH STAINLESS STEEL SEAT EXISTING STREET LIGHT AND POWER POLE ==eisaePry cy (4 BIKE RACK) p PE "&-! FIXTURE TYPE "D'''FIXTU RE BICYC RACK: URBAN ACCESSORIES MODEL D OR EQUAL-Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: PE TOP OF GONG. WALL BEGA - 8208MH 1 COMPACT FLUORESCENT 50 WATT RECESSED CAN FIXTURE GOTHAM - AF142TRT 8AR LIGHT BOLLARD: BEGA - 8123 W/ PERFORATED 45' HEIGHT, STAINLESS STEEL FINISH RECESSED WALL LUMINARE: BEGA 2312 S1/4" DIA. BLACK POWDERCOATED FINISH SEIARaVi°E. FER1ViiT REQUi RED FOR: a Electrical Wieichanical Plumbing Gas Piping City of Tukwila BUILDING DIVISION -- SL-04 2 .E.Z42.E . _g_FG-:-WALL_.-Ta'_ABQVE__ADJACENT GRADE @ PARKING AREA (TYP). DEEOP OF E G WALL. CONCRETE CURB/ETAINING WALL TOW DENOTES T CONCRET RETAININ BOW DENOTES MOWNSLOPE RETAINING WALL ELEVATIONS. RWHz TOTAL HEIGHT OFRRaTAINI "t,--N9ste, MEASURED FROM THE DOWN HILL SLOPE. - _ „,. AWH=TOTAL HEIGHT OF ARCHITECTURAL WALL (NO ETAINING)':\ B ITE f= N Lb7'; C°71 Plan review approval is subject to enors and OMISPIOnS. Permit Approval of construction document does not autirrj7e he violation of any adopted code or ordinance. Rece.ipt of • • •‘ : : t ; - conditions is acknowledgel • A t City Of TUkwila BUILDING DIVISION SETBACK SHIELD 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. - _ rITE "r?" FIXTUR PERMIT CENTER 6/6A1 REVISED P. POLES AND TRANSFORMER PAD LOCATION EUONYMOUS ALATUS (COMPACT) WINGED SPINDLEBUSH VIBURNUM PLACATUM VAR. TOMENTOSUM ryJw x�' 4`G 'u 4 '115 4 i 1 wvi r11� e h } � � yw zYlt 9820 - • +1/4 V .,ft Ftittl} • • EI\UI�' i iryys3(114ii`i'11ltf r'IS nfl Vot(fi 4d!F.).2 9,'.()6(19 t a' 13.;,7•45,()t3131: ANDREW S. KOVACH STATE OF WASHINGTON PINUS CONTORTA VAR. CONTORTA MED 7' -8' Ht. SHORE PINE Qty. AS SHOWN d cm poi Nte L �a r� s cpos 1. REMOVE STAKING MATERIAL AFTER ONE GROWING SEASON ,,, \\* -- �� $k _ � /�G� � %? t 1#J � / ' - I - r / \ g.-- • �:a.... emarmv ;enarara ..:- �s nx�earewe rann � r.. t ` 2. TREES IN TURF AREAS SHALL H ID AVE A 4 FT. D.. CIRCLE CUT OUT OF GRASS AND COVERED W/ 2" DEPTH OF TOP DRESSING MULCH a A COMPLETE AND FULLY AUTOMATIC LANDSCAPE IRRIGATION SYSTEM TO BE ENGINEERED BY IRRIGATION CONTRACTOR FOR REVIEW AND APPROVAL BY ARCHITECT AND CITY OF TUKWILA PUNNING DEPARTMENT PRIOR TO INSTALLATION. IRRIGATION IS TO BE PROVIDED FOR ALL NATIVE SOIL PLANTING AREAS, RAISED PLANTERS, AND OWNER PROVIDED CONTAINERIZED PUNTERS SUCH AS POTS AND HANGING PUNTERS. 4. PLANTING AREAS SHALL BE TILLED TO A DEPTH OF ,AT LEAST 18 INCHES. B. TILL IN THREE NCHES OF COMPOST ACROSS ALL LANDSCAPE AREAS. MULCH IS TO BE AWAY FROM WOODY STEMS AND CROWNS OF PERENNIAL PLANTS. 6. PLANTING PITS MUST BE ONLY THE DEPTH OF THE EXISTING ROOT BALL OR ELSE THE BOTTOM OF THE PUNTING PITS MUST BE COMPACTED PRIOR TO PLANTING TO INSURE THERE IS NO SETTLING OR AIR POCKETS. 7. ROOT BALLS OF POTTED AND BeS PLANTS MUST BE LOOSENED AND PRUNED AS SEQUOIA SEMPERVIRENS 9' -10' HT NECESSARY TO ENSURE THERE ARE NO ENCIRCLING ROOTS PRIOR TO PUNTING. COASTAL. REDWOOD Qty. ,A 8. AT LEAST THE TOP HALF OF BURLAP AND ANY WIRE STRAPS ARE TO BE REMOVED FROM S *3 PLANTS PRIOR TO PLANTING. QUERCUS PALUSTRr(S 2" CAC PIN Q'AK Qty. AS SHO CARPINUS BETULUS::!15''Ci OLUMNAR HORNBEAM', Qty LIRIODENDRON TULIPIFERA 3" CALIPER f TULIP TREE Qty. AS SH BETULA PAPERIFERA 2" CALIPER PAPER BIRCH Qty. AS SHOWN VIBURNUM PLACATUM VAR. TOMENTOSUM 2" CALIPER . DOUBLEFILE VIBURNUM Qty. AS SHOWN CONTINUOUS SOLID 6 FT. HIGH CEDAR FENCE RHUS 'TYPHINA 5 GAL CONT. STAGHORN SUMAC Qty. AS SHOWN --- REVIEWED FOR CODE COMPLIANCE APPROVED City of Tukwila BUILDING DIVISION 1=la Scl- �edule Botanical Name Common Name Size /Spacing Type Quantity TREES BETULA PAPERIFERA PAPER BIRCH 2" CALIPER B B PER PLAN CARPINUS BETULUS EUROPEAN HORNBEAM 2 CALIPER B £ B PER PLAN LIRIODENDRON TULIPIFERA TULIP TREE 3" CALIPER B £ B PER PLAN PINUS CONTORTA VAR. CONTORTA SHORE PINE 7' -8' Ht. 5 GAL. CONT. PER PLAN QUERCUS COCCI PIN OAK 3" CALIPER B £ B PER PLAN QUERCUS PALUSTRIS SCARLET OAK 3" CALIPER B B PER PLAN SEQUOIA SEMPERVIRENS COASTAL REDWOOD 9' -10' Ht. 15 GAL. CONT. PER PLAN SHRUBS EUONYMOUS ALATUS (COMPACT) WINGED SPINDLEBUSH 24" HT. 5 GAL. CONT. PER PLAN ILEX CRENATA JAPANESE HOLLY 24" HT. 5 GAL. CONT. PER PLAN PRUNUS LAUROCERASUS "OTTO LUYKEN" COMPACT LAUREL 24" HT. 5 GAL. CONT. PER PLAN RHUS TYPHINA STAGHORN SUMAC 4-5' HT. 5 GAL. CONT. PER PLAN RUBUS PENTALOBUS 'EMERALD CARPET' CREEPING RUBUS '12 IN. OC. 4" POTS HVY. PER PLAN ARCTOSTAPHYLOS LAVA URSI KINNIKINNICK 12 IN. OC. 4" POTS HVY. PER PLAN CEANOTHUS GLORIOSUS POINT REYES CREEPER 18 IN. OC. 1 GAL. CONT. PER PLAN SEASONAL FLOWER BEDS OWNER SELECTION DESIGNATED AREAS QUERCUS COCCINEA 3 ": CALIPER SCARLET OAK Qty. AS SHOWN PERIMETER LANDSCAPE BUFFER ZONE NOTE: PLANT MATERIAL MUST' PE PLANTED WITHIN THIS ZONE AS TO QUALIFY ,AS PERIMETER LANDSCAPE BUFFER PLANTINGS MED 7 -8' Ht. PINUS CONTORTA VAR. CONTORTA Qty. AS SHOWN SHORE PINE RHUS TYPHINA 5 GAL CONT. STAGHORN SUMAC Qty. AS SHOWN REVISE APPROVED JUN 10 2011 City of Tukwila PUBLIC Works 6/SA1 REVISED P. POLES AND TRANSFORMER PAD LOCATION 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. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. 2' MIN T 1MPERVOUS SURFACE CALCULATION EXISTING 0.00 acre PROPOSED 0.33 acre TOP 37.60 v 37.56 PEAK STORAGE 137 "x87" CORRUGATED STEEL PIPE -ARCH 5x1 OR 3x1 CORRUGATION ELEV 30.35 /1 I te , OM 04t-v 1 111111[ \l'/ - 1 4,:i.:Itetil' I \ \\ \ .�� FL 1?d VIDE FITTINGS \ \A\" I Wittle: l AS NECESSARY *r\f\ \ i \�K \ \ \ \ \ \ \�\ 4" PERF. PIPE SURROUNDED \!�i� \ �� \/ BY 1 C.F. DRAIN ROCK PER LINEAL FOOT ROOF /FOOTING DRAIN DETAIL SCALE: NONE SD0007 oQ� QQR ELEV 30.85 2" VENT PIPE TO VAULT 4 SCALE: NONE DOWNSPOUT DOWNSPOUT EXTENDS 2" INTO ADAPTOR PROVIDE ADAPTER TO CONNECT DOWNSPOUT TO 6" PVC TIGHTLINE D.S.'S TO C.B. RIM ELEV 40.0± (MATCH) LIFT HANDLE FOR SHEAR GATE SHEAR GATE PER SNOCO STD DWG 5-250- 6" MIN 30.85 PRECAST TYPE 11 -54" MANHOLE J: \KOVACH \TUKWILA DRA 08- 200 \CE \DWG \CDS \C3 -STORM 08- 200.DWG 06/03/2011 \ / \\ \ \ / / / . .a 4. ELEV 37.56 TOP OF RISER ANCHOR STRAP MIN. OF 2 ELEV 36.35 1/2 "0 SHARP EDGE SHOP DRILLED ORIFICE. 12" 0 RISER ASSEMBL Y 12" PIPE TO f OUTFALL 4 ELEV 28.85 f"9 " '�� \ \� 1/2 "0 SHARP EDGE / SHOP DRILLED ORIFICE. . j \ \ � PROVIDE GALVANIZED j � ( WIRE MESH STRAINER FLOW CONTROL SDMH #1 DETAIL SSMH 1 __, 3 RIM 58.75 IE 50.05 I S,0.064I9 Q.�99.9' MH to MH . FOUND PK NAIL 0.07'E & 0.45'S BM #1 SW 1/4, SECTION 14, TOWNSHIP 23, SAN SDCB - RIM, 41.91 18" IE OUT 38:26 SDCB 17, TYPE .1 STA t0 +93.8, 164.2' LT ' RIM 40.55 ,SDCB 13 TYPE 1154" STA' Tr +07. 7 162.3' L 'RIM 41.1 138 LF 12 "' CPEP S = 0.162 FT/Ft SAN STA 10 +00 A T SW _PROPER I SDCB 1 - - - -. - "RIM 39.25 - 1 18" IE IP 34.45' _ - I -.18" IE OFJ 34.,3 ADJUST GR' 4, FOUND PK NAIL 0.04'E & 1.49'S 1 OF CALC. POS. BM ; '2 SD SAN FL 0W CONTROL MANHOLE NO TES: SAN ,' ' I / , , / /1 / 1 ' / 1 / / O WV 11 +00 1. EXCEPT AS SHOWN OR NOTED, UNITS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS FOR CATCH BASIN TYPE 11, 54" MINIMUM DIAMETER. 2. FOR DETAILS SHOWING GRADE RING, LADDER, STEPS, HANDHOLDS AND TOP SLABS, SEE STANDARD DRAWING 9 -074, "CATCH BASIN DETAILS ". 3. THE RESTRICTOR /SEPARATOR AND PIPE SUPPORTS SHALL BE OF THE SAME MATERIAL AND SHALL BE FABRICATED FROM 0.06" ALUMINUM OR 0.064" ALUMINIZED STEEL OR 0.064" GALVANIZED STEEL PIPE IN ACCORDANCE WITH ASSHTO M36, M196, M197 AND M274. GALVANIZED STEEL SHALL HAVE TREATMENT 1. 4. OUTLET SHALL BE CONNECTED TO CULVERT OR SEWER PIPE WITH A STANDARD COUPLING BAND FOR CORRUGATED METAL PIPE OR GROUTED INTO THE BELL OF CONCRETE PIPE. 5. THE VER17CAL RISER STEM OF THE RESTRICTOR /SEPARATOR SHALL BE THE SAME DIAMETER AS THE HORIZONTAL OUTLET PIPE WITH AN 8" MINIMUM SIZE. 6. FRAME AND LADDER OR STEPS CAN BE OFFSET SO THAT (1) CLEANOUT GATE IS VISIBLE FROM TOP, (2) CLIMB DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GATE, (3) FRAME IS CLEAR OF CURB (IF ANY EXISTS). 7. MULTI- ORIFICE ELBOWS MAY BE LOCATED AS SHOWN ON ONE SIDE OF RISER TO ASSURE LADDER CLEARANCE. SIZE OF ELBOWS TO BE DETERMINED BY THE ENGINEER. 8. RESTRICTOR PLATE W177 -1 ORIFICE AS SPECIFIED IN THE PLANS. OMIT PLATE IF ONLY FOR OIL POLLU170N CONTROL. SPECIFIED OPENING TO BE CUT ROUND AND SMOOTH. 9. CLEANOUT GATE /SHEAR GATE: ALUMINUM ALLOY PER ASTM B- 26- ZG -32a OR CAST IRON ASTM A48 CLASS 30B AS REQUIRED. LIFT HANDLE EITHER SOLID OR TUBING WITH ADJUSTABLE HOOK AS REQUIRED. NEOPRENE RUBBER GASKETS REQUIRED BETWEEN FLANGES. 10. ALTERNATIVE CLEANOUT GATE /SHEAR GATES TO THE DESIGN SHOWN ON STD DWG 9 -190 ARE ACCEPTABLE PROVIDED THEY MEET THE MATERIAL SPECIFICATIONS ABOVE AND HAVE A SIX -BOLT, 10 -3/8" BOLT CIRCLE FOR BOLTING TO THE FLANGE CONNECTION. 5/8" DIAMETER STAINLESS STEEL EXPANSION BOLTS SHALL BE USED. 11. RESTRICTOR TEES MAY BE FABRICATED (EXTRUSION WELDED) FROM DOUBLE - WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE PIPE MEETING THE REQUIREMENTS OF SECTION 9- 04e(1) OF THESE STANDARDS. PIPE SUPPORTS FOR THE RESTRICTOR SHALL BE FABRICATED FROM THOSE MATERIALS LISTED IN NOTE 3 ABOVE. THE OUTLET SHALL BE CONNECTED TO CULVERT OR SEWER PIPE WITH A PREMIUM COUPLING, BY USING A HEAT SHRINK ADAPTER TO OTHER TYPES OF PIPE, OR BY FABRICATING A SMOOTH OR TAPERED OUTLET TO SLIP INSIDE OF THE CULVERT OR SEWER PIPE. T T W C3.0 SCALE: 1" = 20' SAN SDCB 18, TYPE- STA 10 +34.1, 39.6' L T RIM 61.8 4" PERFORATED O N CONNECT TO SDCB, #1 W DRAINAGE PLAN RANGE 4 EAST, W.M. rt PIPE BEDDING PER WSDOT STD PLAN B- 55.20 -00 SS52 MW RIM 35.38 IE 24.38 ,, SDCB A +77.9.,'189.4' LT - I RIM 35.06 , ' PROVIDE SOLID COVER SET FLUSH WITH WALK 15 L ' 1 " \ CP I I I 1 , 1 I I 137 "x87" CORRUGATED STEEL PIPE -ARCH 5x1 OR 3x1 CORRUGATION IE = 30.35 7 \ 7 ` -- 7 \ \ \ \ • \ _ _ 7 \ \ - - 137 "x87" CORRUGATED STEEL PIPE -ARCH, WALL THICKNESS PER MANUFACTURER. MANUFACTURER SHALL SPECIFY MIN PIPE THICKNESS & SPECIFY ADDITIONAL CONSTRUCTION PIPE COVER AS REQUIRED, TYPICAL. DETENTION PIPE SHALL MEET HS -20 LOADING SPECIFICATIONS • •d • d a AVE S. \\ \ W W / SDCB / RIM 31.81 18" IE 114 28.11 p 18" IE /OUT 27.91 CONCRETE PAVEMENT / / / \ / /� PER PAVING PLAN � a / � a 47 " V/X //�/ 1 +00 \, 135TH ST`1 (NOT _ _ PEN) 'll, \ I , a SDCc #2 TYPE 11 54" S T A B 11+ 77.9, 174.0' L T RIM 39.77 S4 DETAIL 3/C3. 0 PROVIDE 10 LF 18" STEEL SLEEVE UNDER ROCKERY 1" TO 1 -1/2" WASHED DRAIN ROCK, 6" MIN. SURROUNDING PIPE O \ • WV \ ''`` \ \\ \` \ ``, ` `, \ \ ` \ \ ` \ \ ` ` ` \ \ 7 \ 7 , \ 7 ` \ 7 7 i \ 7 7 1 ` , l V' 37.5 - PEAK STORAGE 'LIVE' STORAGE BOTTOM OF 'LIVE' STORAGE v 30.85 - SEDIMENT STORAGE DETENTION PIPE DETAIL SCALE: NONE REVIEyD FOR CODE COMPLIANCE APPROV JO 2 3 2011 City of Tukwila D1s ;QN W 7\ \ I 7 SDCB 16 TYPE STA 12 +38.8, 53.1' LT \\ RIM 52.90 1 CARTRIDGE CA TCHBASIN STORMFIL TER BY CON TECH STORMWATER SOLUTIONS SEE DE TAIL 1/C3.1 -� - PROVIDE ADDITIONAL CONSTRUCTION - LOAD COVER PER PIPE MANUFACTURERS SPECIFICATIONS AS REQUIRED, TYPICAL / ' LEGEND X000 0 E W G SD- SAN- REUfSI0NN0, 4" PERFORATED UNDERDRAIN, WRAP WITH MIRIFI 500X OR EQUAL, SET AT BOTTOM OF "LIVE" STORAGE ELEVATION CONNECT TO SDCB #1 " = 20' 10 20 40 VERTICAL DATUM ASSUMED 70.0' AT SOUTH PROPERTY CORNER BM #1: PK NAIL ON CENTERLINE OF 53RD AVE S AT SOUTH PROPERTY LINE ELEV 70.00 BM #2: PK NAIL ON CENTERLINE OF 53RD AVE S AT NORTH PROPERTY LINE ELEV 40.69 WATER, TEL, SEWER OR DRAIN MANHOLE CA TCHBASIN OSLO SANITARY SEWER CLEAN OUT FIRE HYDRANT GAS OR WATER METER GAS OR WATER VALVE SIGNS 0 UTILITY VAULT UV O PP GM WM 0 O GV O WV POWER POLE © ELECTRICAL VAULT SURVEY MONUMENT O G V GAS VALVE la CORNER LOCATION ❑TV ❑TR TV AND TELEPHONE RISER -� GUY WIRE PLANTER WITH TREE OVERHEAD POWER WATER GAS STORM DRAIN SANITARY SEWER NOTES 1. SITE LAYOUT BY KOVACH ARCHITECTS 2. TOPOGRAPHIC SURVEY BY RICH GIVENS & ASSOCIATES ROOF DRAIN NOTES DESIGN BUILD BY CONTRACTOR PER SPECIFICATIONS BELOW. 1. 6" PVC MINIMUM. 2. 1% SLOPE MINIMUM. 3. PROVIDE CLEANOUTS AT BENDS & TEES. 4. COORDINATE DOWNSPOUT LOCATION WITH ARCHITECTURAL PLANS. APPROVED JUN 10 2011 City of Tukwila PUBLIC Works D 0°N 110 RECEIV CITYOFTU LN JUN 0 6 2011 PERMIT CENTER LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1- 800- 424 -5555) FOR UTILITY LOCATIONS. UNPUBLISHED BURK COPY1Wr T©4000 BY HAMANN & ASSOCIA ES NC CC LiJ L zpo °o_ Cr 5 > Q = Q ¢ o J ct In to k 1 0 Ct O W 11.1 0 Er o N: '')"1 4 j Ni NNor <1C REVISIONS PI PI g 1 0 0 0 \ II I( O 'IZZ :--I a rrg .9 cc; ra rn V o am ? g4t � v) 0 z (7) (/) Q O g ct .cr l- it I 1 v v m 10 x 0 W 0 I LL 0 H N 0 a DRAWING: C 3 • Oj - - S HEET: 4 OF 10 Z Q 70 ......... SDCB • #4 • YPE ii• 48" 50 • • . . • • • RIM • 41..17 . . . . . • 36."- IE. 60 RIM :57.33 127 1e :IN: 12" •IN • IE 9.55 9.55 55 12" . ...... IE . . f •OU . . . . - . _. ,-- --.. 49:55 • • • • . . ...... • • • • "FiNisH GR1DE 70 65 • CON TROL : : :SEE: bETAI V SDCB ...... N . N . . . :SDCB. 18; :TYPE: I ' • . . • • : : • • . . • • . . . . 0. :Ess • • IE • • • • 12": it - - , N N ......... - . . - ROXIN1,47:E . • STING •1JND ...... ..... ...... . 12" IE )TORMEIL TER .... KR :DE • *SDCB 12 CONNECT. TYPE • 11 54" TO. EXISTING STORM: PIPE 50 65 :RIM:61 • .12!' .1 E . 68.85 . ...... 60 . . . . . . • • ' ' " ......... Pifi • 7 -1-F • . . .............. . . . . . . . • iv! 36" . .... . . If . . . . . . . • RIM 39.77 . . . It IN 4. 36.22 It :Ii.1: .30..85: 1E: 0U:T: 30.85: ......... ..... . / A . . . . 0 45 ...... 40 STEEL: 10 .LF .18" SLEEVE . : .11 : • ROCKERY • 1 1 . . . : : : :4,2 ' "s•. (.4 I, • r • 1., , A....• c" ' .p • • 1, • . .1 :. ..... /' 60 55 40 35 25 ...... . . .... ..... 36": CPEP : : FT/FT ■ • A pp • • EXISTING .... RQXIMAT .GROUND 25 35 30 55 50 • . : 6" D, TO' FIRE / . . . . . . . q•YDRANT • ' • • • . . . . /// ./. - • FiNtSH •GRADE ..... SDC13 • #7, • TYPE 1 50 45 25 ...... • T ......... • • • . ...S' ;,.....: ( 0 et. . . ..... I n''' . • • .0 -• ;4••••,...0) : .: '.. • 1. .r r \ . \ RIM. 40:55 • 1:2": IE 36;5! ..... S . = 0.12! • • • • :p 45 40 ......... f . 1 / 'EXISTING' • RIM. . . •12" • .18":IE: :18 SOGE? 39:30 • • • . . . . . . . • . IE IN .34-.95 IN :j4:. 4-5 " : / OUT: 3 . . . .(NEW)• • • • 35 40 - --._ ..... " " • ' i:_._ ■ • • ' 35 4'' 0 F, . . . ..... RE LINE . 2" 2 WATER SERVICE. ..... • • ..... z 35 30 • • 6 .SIDE : : : SEWER M - • : Th U I 1 Li. 30 60 ......... SDCB • #4 • YPE ii• 48" 50 • • . . • • • RIM • 41..17 . . . . . • 36."- IE. 60 RIM :57.33 127 1e :IN: 12" •IN • IE 9.55 9.55 55 12" . ...... IE . . f •OU . . . . - . _. ,-- --.. 49:55 • • • • . . ...... • • • • "FiNisH GR1DE 45 FLOW PPROXIIA TE W V:S.TI.N.Q • • • • 'ROUND ......... • CON TROL : : :SEE: bETAI V SDCB 11. TYPE • IL RIM: 35.:06 IE :IN: 3a7.6 le :IN: 3a26. OUT 30:28 40 55 12" 18" 18" IE 50 . . • • : : • • . . • • . . . . 0. :Ess • • IE • • • • 12": it - - , N N ......... - . . - ROXIN1,47:E . • STING •1JND ...... ..... ...... . 12" IE )TORMEIL TER .... KR :DE • *SDCB 12 CONNECT. TYPE • 11 54" TO. EXISTING STORM: PIPE 50 50 45 ..... " . . . . . . • • ' ' " ......... Pifi • 7 -1-F • . . .............. . . . . . . . • iv! 36" . .... . . If . . . . . . . • RIM 39.77 . . . It IN 4. 36.22 It :Ii.1: .30..85: 1E: 0U:T: 30.85: ......... . ..... • • 0 45 ...... 40 STEEL: 10 .LF .18" SLEEVE . : .11 : • ROCKERY • 1 1 . . . : : : :4,2 ' "s•. (.4 I, • r • 1., , A....• c" ' .p • • 1, • . .1 :. ..... /' . • • • • . • 30 40 35 25 :''. .. S • = : 0.000: 36": CPEP : : FT/FT . . . . • . • . : ::\ • • • < 25 35 30 • . : 30 ' • • • . . . . 25 ..... ........ 154F •127•CPEP = • 0.0 FT 25 ...... • T 50 ......... : SDCB: 13: TYPE 11: s4' 50 • • . . • • • RIM • 41..17 . . . . . • 36."- IE. ........ OUT. 30.85. • 45 • • . . • • . . • • . . • • . . / • SDCB •I2 •TYPE• It •54" : 14: TYPE 45 FLOW PPROXIIA TE W V:S.TI.N.Q • • • • 'ROUND ......... • CON TROL : : :SEE: bETAI V MANHOLE 3/C3.0 RIM: 39.:77. 36:22 • : : : 40 .......................... SDCB 55 . -- CONCRETE AC :Ess • • IE • • • • 12": it - - , N N ......... IN _ OUT 30:13 . ..., . - - . : ...... . 12" IE )TORMEIL TER .... KR :DE RIM• 52.90 . . . . . du•T• 49.85 sTRucTURE T.A11; :1/c.3',7. 35 50 . . • . • . . . . • • . . • • ..... GRADE • • • ' 1 , c 4 4 ;4"4 --.. 35 50 0 . . : 30 45 . • • : . . • • . • • : : ..... : : : :CcFIRUCAtEri • • • 65 -LF. STEEL :S:*: o.:000: 137")657"• :PIPE;ARCH: . . Frirr . . ..... . . . . ...... : : : ...... ...... ...... . . • • . • • : : .A. . v. . . 30 45 /111••■•■ 25 :''. .. S • = : 0.000: 36": CPEP : : FT/FT 3 LF •36" . S. =. 0.000 • COEP: FT/FT. . . . 25 65 ......... SOW 15. TYPE' f 65 RIM 58.22 •12". IE. STORMFIL PER :DETAIL DUT. 55.92 TER :STRUcTuRE 2/C3.1 60 / X : QW: : :: SDCB 14: TYPE • II 4.8" •I6 •TYPE • t 60 PFWXIMATE .R STING .... 12 OUND 12" 12" 57 33 . . :it . IN 4 IE IN 49:55 It OUT • 49.55 .......................... SDCB 55 ......... _ --. FINISH GRADE • , ....: . .. ...... . 12" IE )TORMEIL TER .... KR :DE RIM• 52.90 . . . . . du•T• 49.85 sTRucTURE T.A11; :1/c.3',7. 55 50 ......... 1 , c 4 4 ;4"4 --.. 50 0 45 .4:• 61 s = LF .12" 'CPEP a005 FT/FT 45 /111••■•■ J: \KOVACH\TUKWILA DRA 08-200\CE\DWG\CDS\C3-STORM 08-200.D WG 06/03/2011 ROAD STORM PROFILE SCALE: H: 1" = 20' V: 1" = 5' STORM PROFILE SCALE: H: 1" = 20' V: 1" = 5' SW 1/4, SECTION 14, TOWNSHIP 23, RANGE 4 EAST, W. M. DETENTION PROFILE SCALE: H: 1" = 20' V: 1" = 5' STORM PROFILE SCALE: H: 1" = 20' V: 1" = 5' = 5' 0 2.5 5 1" = 20' 0 10 20 10 40 VERTICAL DATUM ASSUMED 70.0' AT SOUTH PROPERTY CORNER BM #1: PK NAIL ON CENTERLINE OF 53RD AVE S AT SOUTH PROPERTY LINE ELEV 70.00 BM #2: PK NAIL ON CENTERLINE OF 53RD AVE S AT NORTH PROPERTY LINE ELEV 40.69 REVISION NaT Oci%.- 110 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 23 2011 City of Tukwila BUILDING DIVISION APPROVED JUN 10 2011 City of Tukwila PUBLIC Works APRA/ILA JUN 06 2011 PERMIT CENTER LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE-CALL (1-800-424-5555) FOR UTILITY LOCATIONS. UNPUBLISHED BORK OOPIRIGHT02008 BY HARMSEN a ASSOCIATES INC <1<N REVISIONS LJ SHEET: 6 OF S 10 C3. d DRAWING: A 9/23/09 REVISED PER CITY REVIEW DRAINAGE LL HEIGHTS ° a CURVE TABLE C1 PT MID PC STA 10 +96.8, 168.7' LT 11 +04.3, 177.8' LT 11+15.2, 182.5' LT SSMH RIM 58.75 IE 50.05 S _o.064 19 MH to MH ' SIDEWALK' HIND POWER POLE PER ARCHITECTURAL LAYOUT S N ' PROPOSED ` - - BUILDING - _ FFE = 59.5 STAIRS PER ARCHITECT 's - - .. ► K NAIL 0.04'E & 1.49'S OF CALC. POS. ' BM ; 2 SD SSM RIM IE ELEV 40.2' 39.6' 38.8' SEE WSDOT STANDARD PLAN K- 20.20 -01 FOR LANE CLOSURE TRAFFIC CONTROL PLAN VERIFY SLOPE FROM EXISTING PAVEMENT TO NEW CURB PRIOR TO PLACING CURB. STA 10 +38.3, 46.4' L T CL 22' WIDE CONCRETE DRIVEWAY APRON PER STD DETAIL RS- 08A STA 10 +33.6, 36.5' L T PC OF CURB & GUTTER (5'R) STA 10 +28.6, 33.7' LT PT OF CURB & GUTTER ADJUST CURB LOCATION TO N ., izrr PROVIDE A MINIMUM OF 2' FROM .� FACE OF CURB TO POWER POLE 'v '`t' STA 10 +14.2, 3.5' LT END SIDEWALK, CURB & GUTTER STA 10 +00 AT SW PROPERTY CORNER FOUND PK NAIL 0.07'E & 0.45'S BM #1 SCALE: NONE • • a SAN SAN \ \\• \ \, i -\ \ i \ \ \ \ \� \� \! /- \ \-'%\.>>\\\\%'-'"\\/‘-‘ \ i , SDCB RIM„ 41.91 18" IE OUT 58.26 LIMITS OF GRIND-. „ - _ &OVERLAY Ci! BW 64.0 PROVIDE ASPHALT - - ` TRANSITION RAMP, 1:12 MAX SLOPE PROVIDE 5:1 ASPHALT TAPER 2" MINIMUM COMPACTED DEPTH HOT MIX ASPHALT 4" MINIMUM COMPACTED DEPTH C.S.B.C., COMPACT TO 95% MODIFIED PROCTOR DENSITY SUBGRADE, COMPACT TO 95% MODIFIED PROCTOR DENSITY STANDARD PAVING SECTION VAr • CONCRETE PAVING SECTION SCALE: NONE J: \KOVACH \TUKWILA DRA 08- 200 \CE \DWG \CDS \C4.0 PAVING 08- 200.DWG 06/03/2011 6" MINIMUM DEPTH CONCRETE (3000 PS!) 2" MINIMUM COMPACTED DEPTH C. S. T. C. SUBGRADE, COMPACT TO 95Z MODIFIED PROCTOR DENSITY I , I SDCB RIM 3'9.25 , ' 1 18" IE IN 34.45 -_- 8" ! T 34. TW68.0 6" " 1 R I 5. LT I L 0' WIDE CONCRETE DRI VE WA Y I / / ,' PR - ,PER STD DTL RS-08A I � / ' CONC SyW 1 I 1 , 1 / , \ , NOTES: 2.5" sw 1/4, SECTION 14, TOWNSHIP 23, RANGE 4 EAST, W. M. NOTES :,a r�..,,.o. 1ez.s N 4' MAX HIGH ROCKERY \ \ PER DETAIL 2/C4.1 STA 11 +82.0, 193.7' LT END SIDEWALK, CURB & GUTTER W D AVE 52 5.38 4.38 SDC8 / RIM 31.81 18 "IEIN28.11 ASPHALT 18" IE /OUT 27.91 N RAMP, / SLOPE / , TW 64: BW 62.0 S 135TH S T (NOT OPEN) 1 \ FRONTAGE IMPROVEMENT & PAVING PLAN SCALE: 1" = 20' 10" All 1111111114��� 1 11111111111111111111.111IIIIM „ 1. EXTRUDED CEMENT CONCRETE CURB SHALL BE BONDED TO THE PAVEMENT W177-1 TACK COAT OR SLURRY MIXTURE ADHESIVE. 2. JOINTS IN EXTRUDED CEMENT CONCRETE CURB SHALL BE CUT VERTICALLY AT 10' INTERVALS TO A MINIMUM DEPTH OF 5 INCHES. SAWED CUTS SHALL BE 1/8 INCH MINIMUM WIDTH. CONCRETE CURB DETAIL SCALE: NONE 2" MIN 2 5" 7Z/ M IN 4 1/2" SCREENED TOPSOIL BACKFILL BEHIND CURB PAVEMENT TO BE FLUSH WITH CONCRETE CURB DUMMY JOINT / 1:1 WV , • 4" CONC SLAB BROOM FINISH NI: • RETAINING WALL PER STRUCTURAL ENGINEER 4" T w - J \-4" CSTC OVER # 4 REBAR COMPACTED BASE COMPACT TO 95% MODIFIED PROCTOR DENSITY INTEGRAL CURB & SIDEWALK (HANDICAP) SCALE: NONE SIDEWALK TO BE FLUSH WITH PAVEMENT AT HANDICAP PARKING STALLS AND WHERE NOTED ON PLAN 1. SITE LAYOUT BY KOVACH ARCHITECTS. 2. TOPOGRAPHIC SURVEY BY RICH GIVENS & ASSOCIATES. 3. PARKING LOT STRIPING PER ARCHITECTURAL PLANS. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 2 3 2011 City of Tukwila BUILDING DIVISION SEE STD DTL RS -01 & RS -11 FOR ADDITIONAL ROADWAY CONSTRUCTION REQUIREMENTS VERIFY SLOPE FROM EXISTING PAVEMENT TO NEW CURB PRIOR TO PLACING CURB. SEE STD DTL RS-01 & RS -11 FOR ADDITIONAL ROADWAY CONSTRUC770N REQUIREMENTS VERIFY SLOPE FROM EXISTING PAVEMENT TO NEW CURB PRIOR TO PLACING CURB. SCALE: NONE EXISTING ROAD SCALE: NONE EXISTING ROAD DUMMY JOINT 1" RADIUS CORNER 6" Slita 0 10 PROPERTY LINE (ROW CL) p . C o • t • 1: 1 1" = 20' 20 VERTICAL DATUM ASSUMED 70.0' AT SOUTH PROPERTY CORNER BM #1: PK NAIL ON CENTERLINE OF 53RD AVE S AT SOUTH PROPERTY LINE ELEV 70.00 BM #2: PK NAIL ON CENTERLINE OF 53RD AVE S AT NORTH PROPERTY LINE ELEV 40.69 CEN TERLINE R.O.W. 3" MINIMUM COMPACTED DEPTH HOT MIX ASPHALT 4" MINIMUM COMPACTED DEPTH ASPHALT TREATED BASE, COMPACT TO 95% MODIFIED PROCTOR DENSITY SUBGRADE, COMPACT TO 95% MODIFIED PROCTOR DENSITY 15.0' PROPOSED R.O.W DEDICA710N 14.5' PAVEMENT EXISTING PAVEMENT WIDTH VARIES, GRIND & OVERLAY SAWCfJT EXISTING PAVEMENT fOR CLEAN EDGE, SEAL JOI T I 1H RS400 OR EQUAL 2" MINIMUM COMPACTED DEPTH HOT MIX ASPHALT OVERLAY, PER WSDOT SEC 5 -04 3" MINIMUM COMPACTED DEPTH HOT MIX ASPHALT 4" MINIMUM COMPACTED DEPTH ASPHALT TREATED BASE, COMPACT TO 95X MODIFIED PROCTOR DENSITY SUBGRADE, COMPACT TO 95% MODIFIED PROCTOR DENSITY 4" CONC SLAB BROOM FINISH #4 REBAR 40 12.0' PAVEMENT 17.5' R.O.W. SAWCUT EXISTING PAVEMENT FOR CLEAN EDGE, SEAL JOINT 14417-1 RS400 OR EQUAL 4 ±2' NEW ASPHALT 2% RE VI 01 4" CSTC OVER COMPACTED BASE COMPACT TO 95% MODIFIED PROCTOR DENSITY INTEGRAL CURB & SIDEWALK (STANDARD) SCALE: NONE LEGEND 0000 OSLO GM WM 0 O GV O WV O PP POWER POLE ELECTRICAL VAULT O GV GAS VALVE CORNER LOCATION ❑TV ❑TR TV AND TELEPHONE RISER --� GUY WIRE E W G SD- - SAN- PROPOSED EASEMENT R.O.W. 5 , LINE SIDEWALK EASEMENT 5 ' SIDEWALK 2% WATER, TEL, SEWER OR DRAIN MH CATCHBASIN SANITARY SEWER CLEAN OUT FIRE HYDRANT GAS OR WATER METER GAS OR WATER VALVE SIGNS OVERHEAD POWER WATER GAS STORM DRAIN SANITARY SEWER 5' SIDEWALK 2% 52ND A VENUE S. FRONTAGE IMPROVEMENTS SECTION MAX 4" CONCRETE 2" CSTC CONCRETE CURB & GUTTER PER STD DTL RS -08A 2 8 5 3 RD A VENUE S. FRONTAGE IMPROVEMENTS SECTION EXISTING R.O.W. eArAinwo Nm 2 4 CONCRETE 2" CSTC CONCRETE CURB & GUTTER PER STD DTL RS -08A 1 APPROVED j I . JUN 10 2011 City of Tukwila PUBLIC Works RECEIV D CITY OF TU 'WILA JUN 06 2011 PERMIT CENTER LOCA77ONS SHOWN FOR EXISTING U17L117ES ARE APPROXIMATE. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1- 800 - 424 -5555) FOR UTILITY LOCATIONS. I14PUBLISHED WORK CYPr if ®soon BY HArWfl & ASSOCIATES WC CD Q Q Z ° � L. w LU Cr) z (.) Q Q O V U in Ln a a cd Lo ct 1 4-1 (It cc W it O 0 0 ) C O N In In O N .c) REVISIONS 0 I o) 0 0) M M 0 0 0 m 0 CD 0 CO LiJ co co 1 0 w 0 La. 1 0 1- 0 a Occupancy Group B Construction Type VB (Sprinklered) Table X001 Non Rated Table Z02 Non Rated- Greater Than 10' From nearest Property L Table 704.8 unprotected % of ext wall 25 %- 15' -20' Shaft Enclosure 2hr connecting 4 stories/ 1hr connecting 3 stories or Ies Basic Height / Area Allowed Per Table 503 2 Stories/ 40' Height/ S,OOOSF Per Floor Frontage Increase not used Sprinkler Bonus 1 Story/ 20' / 18,000sf Per Floor (see talc. on A0.3 Adjusted Height/Area ,Allowed 3 Stories/ SO'/ 27,000sf Pcr Floor TARGET UA R -30 MIN Separation not required - 50% of perimeter is greater than 30' opc yes . Sprinkled NFP,4 13 Standpipe not required 205.3.1 not required 907.2.2 Fire alarm Area AU U Value Required separation of uses: Builaiiig has non separated occupancies 216.0 U= .60 orefr w,. Exit Access ,.t. Common Path of Egress Travel t l Travel C sistance 250ft max 25Oft C:sead ends max B sprinkled 20ft Vertical exit enclosures 1 min discharges directly to exterior Corridor fire resistance Table 1O1c'°o.1 occ load >10, O.5hr n/a BUILDING ENVELOPE COMPONENT ANALYSIS (2006 WSEC) 31500.0 OTHER ROOFS Allowable area per floor OPAQUE DOORS FLOOR OVER UNCOND. SPACE At= 9000.0 30% MAX OH GL. Tabular area per floor per Table 503, VA If= 50.0 COMPONENT Is= 200.0 PROPOSED UA TARGET UA R -30 MIN R -21 MIN R -19 MIN R -Value R -19 MIN U -Value MAX Area AU U Value Area AU 216.0 U= .60 orefr w,. INCOMPLETE ,.t. ,. t l 1 2,798 SF TOTAL All other Windows n/a 0.4 2480 992 0.55 2480 For NFPA13 sprinkling Multiply Aa by: 2 for 2 story,3 for more than 2 story 1364 R d I 3 '' 3 P 3 Y i , Y 5 1 F d S t� 4 ...,.. xr. �t375 , Opaque Walls R-19 _prinkle13 0.053 7897 418.541 0.062 .r, 7897 .... sprinklel3R 489.614 iQ r s. « C)v r Uri can' i ion - � b e � t ed> c � � a �: � R w r � t C ,.,. �, f ..; ©3�: 2 J Sao t } h ' 1��s « 3 r � , t o.a56, `£ „ *4, ;4 r ♦�r7i. » ) ;�� �z9�s Slabs R -10 0.1 925 92. 5 0.1 rr�,. 925 , 92.5 r 4 4 1,998 _< 2,465: IN COMPLIANCE Aa= 31500.0 OTHER ROOFS Allowable area per floor OPAQUE DOORS FLOOR OVER UNCOND. SPACE At= 9000.0 30% MAX OH GL. Tabular area per floor per Table 503, VA If= 50.0 Area increase due to frontage (percent) per 506.3 Is= 200.0 r Y ). Area increase (percent) due to sprinkling NFPA13 R -30 MIN R -21 MIN R -19 MIN ?+ p X { 4 Sz !4 g d N t +$t R -19 MIN use 200 multi story, 300 for single stor to frontage I MAX If= 50.0 Area increase due F= 216.0 U= .60 Building perimeter fronts public way Navin- 20' min o - en Perimeter of entire building_ Width of public way or open space per 506.2.1 (30 or less) INCOMPLETE P= 288.0 W = 30.0 2,798 SF TOTAL Do not modify boxed cells, Thai contain formula LTR# Area determination l For NFPA13 sprinkling Multiply Aa by: 2 for 2 story,3 for more than 2 story "' A ' For NFPA131Q sprinkling Multiply Aa by the number of stories Multiplier _prinkle13 3.0 use 1 for no increase) number of storys (use 1 for no increase .;., 1 ■ :, ° 'r, •: : r sprinklel3R 1.0 Area allowed 94500.0 • a single basement need not be included as long as it is less than the allowable area for single floor HEATING TYPE ROOFS OVER ATTIC OTHER ROOFS OPAQUE WALLS OPAQUE DOORS FLOOR OVER UNCOND. SPACE SLAB ON GRD. 30% MAX VERT GL. 30% MAX OH GL. MAX SHGG r Y ). 2. OTHER R -30 MIN R -21 MIN R -19 MIN ?+ p X { 4 Sz !4 g d N t +$t R -19 MIN R -10 MIN MAX MAX MAX U =0.031 U =0.046 U =0.062 U= .60 U =0.056 F =0.54 U =0.55 U =0.70 U =0.45 2,396 SF OPAQUE WALL 648 SF GLAZING 5F GL. TOTAL ENV 3,044 SF FLOP E GL. Storefront ©UT GL.4ZIN� i�IAC�f�a.M NORTH CL.4ZINC C)1,4122.-4M FILE COPY r JJ., L"...,.. Permit �! ©._ 1��.. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt Gf approv. o Field Cop and ns Is , ; !lodged: `NR = NON -RATED City Of 1lakwIIa BUILDING DIVISION NON RATED PARTITION WALL R -30 FLOOR ASSEMBLY NON -RATED EXTERIOR WALL ASSEMBLY PER 708.4 UNCONDITIONED SPACE R -21 ROOF ASSEMBLY UNCONDITIONED SPACE NR FLOOR ASSEMBLIES ER 708.4 40' -6 3/4 eparation Dist. Exit separation greater than 1/3 of bld. diagonal. EXIST SEPARATION DIAGRAM FIRST FLOOR FINISHED FLOOR IS NOT 12 ABOVE PROPOSED GRAPE9T.3111- I2I (2C2IREZI IT _ _ OR 6' OUT FROM FOOTPRINT E.1 1=1,4 R.4M WEST G�L,4ZING C7lA 1,688 SF OPAQUE WALL 639 SF GLAZING 2,327 SF TOTAL Storage 2,592 SF @ 0.5 W /5F Max. i Waits Allowance=1;296w M. Office 3,600 SF @1.0W /SF 0. NR EXTERIOR WALL ASSEMBLY PER 708.4 R -19 EXTERIOR WALL ASSEMBLY -4- REVISIONS No changes shalt be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may inc,ude additional plan review fees. Max. Watts Allowance= 3,600w 3 STORIES 1 HR SHAFT PER 708.4 4 STORES R -21 ROOF 2 HR SHAFT ASSEMBLY PER 708.4 R -30 FLOOR ASSEMBLYTh UNCONDITIONED SPACE to- R -10 SLAB ON GRADE Max. s Allowance= 4-,000w• M. Office ce 4,000 SF -1-61) W /SF RCM ZONE HEIGHT LIMITATIONS - BASIC BUILDING HEIGHT = ADDITIONAL HEIGHT AND BONUSES = PROPOSED BUILDING HEIGHT: TO TOP OF OCCUPIABLE SPACE= ALLOWABLE 70 D" O1+' BU ILI:,IN N\/EL.C,P)E.- Max. Watts Allowance= 4,600w M. Office 4,600 SF @ 1.0 W /SF NR FLOOR ASSEMBLIES PER 708.4 PROVIDED 42'-6" 11 S"iFARAD E REAMiT 1ReEQU RED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila 'U! f,.fIr,'C DIVISION 35 / 3 STORIES • 20' FOR STRUCTURAL AND MECHANICAL ELEMENTS NOT INTENDED FOR HABITATION COIi"�'I h'f'1EIZCL.. GL.4ZINC C,4LCU1.-via%71 3N TOTAL ENVELOPE = 10,450 SF TOTAL GLAZING = 2,599 SF % GLAZING = 25% REVIEWED FAR CODE COMPLIANCE MP Li AN E APPRAVED JAN 0 2011 City of T iIa BUILDING IS1ON BASEMENT PER IBC DEFINITION FIRST STORY FINISHED FLOOR 15 LESS THAN 6 FEET ABOVE GRADE PLANE AND NO POINT 15 GREATER THAN 12' ABOVE PROPOSED GRADE PROPOSED GRADE AT BUILDING PERIMETER PER TMG 18.50.030 MAX STORIES ALLOWED TOTAL ALLOWED BUILDING HEIGHT= 1. VAPOR BARRARS SHALL BE PLACE ON THE WARM SIDE 2. BATTS SHALL BE FACE STAPLED 3. CONSTRUCTION JOINTS, SILLS, WINDOW AND DOOR JAMB SPADES SHALL BE INSULATED AND SEALED. 4. ALL EXTERIOR FRAMING CAVITIES SHALL BE INSULATED, INCLUDING BUILT -UP HEADERS, CORNERS, WALL INTERSECTIONS, ETC 5. WHERE EVER EXISTING EXTERIOR FRAMING CAVITIES ARE OPENED THEY WILL BE FILLED WITH INSULATION TO MAXIMUM LEVELS POSSIBLE 6. VENTILATION INDOOR ARQUALITY BY INTEGRATED FORCED AIR SYSTEM W/ SPOT VENTILATORS AT WET AREAS USER CONTROLLED AND BY 24HR TIME CLOCK 7. AIR LEAKAGE: PROVIDE SEALANT ALL AROUND DOORS WINDOWS AND OTHER ENVELOPE PENETRATION, PLATE AND FLOOR/ROOF ASSEMBLIES 8. WEATHERSTRIP DOORS ALL DORS AND ACCESS OPENINGS 9. RECESSED LIGHTING FIXTURES TO BE IC RATED GASKETED ANDS ED EAL 10. PLYWOOD SHEATHING OR STRUCTURAL PANELS SHALL USE EXTERIOR D GLUE 11. RECESSED LIGHTING FIXTURES TO BE IC RATED WITH NO PENETRATIONS 12. HVAC DUCT INSULATION IF PRESENT TO BE INSULATED TO R -8 IN UNCONDITIONED SPACE S ACE 13. DOMESTIC HOT WATER SUPPLY PIPES TO BE INSULATED TO 1" THICKNESS 14. HOT WATER HEATERS TO BE PLACED UPON A SHEET OF R -10 EXTRUDED POLYSTYRENE 15. EXISTING DOORS AND WINDOWS THAT ARE REMOVED SHALL NOT BE REUSED UNLESS THEIR THERMAL PERFORMANCE 15 EQUAL TO THAT REQUIRED FOR NEW 4 STORIES HEIGHT LIMITS PER IBC (SEE IBC ANALYSIS) PERMIT CENTER 1)09 it 11 4 in m TOP OF PLATE BUILDING CONSISTS OF THREE FLOORS ,AND ONE BASEMENT FIRST FLOOR FINISH GRADE IBC GRADE PLANE RECEIVED DEC 22 2010 11/30/10 WINDOW REVISIONS 12/13/10 T.I. GORE REVISIONS 1,876 LL OPAQUE WALL A r Y ). l { E G rk # 7 i Y t i } Y T F } 3 R J Y ?X j .4 ?+ p X { 4 Sz !4 g d N t +$t 922 SF GLAZING 2,798 SF TOTAL 2,396 SF OPAQUE WALL 648 SF GLAZING 5F GL. TOTAL ENV 3,044 SF FLOP E GL. Storefront ©UT GL.4ZIN� i�IAC�f�a.M NORTH CL.4ZINC C)1,4122.-4M FILE COPY r JJ., L"...,.. Permit �! ©._ 1��.. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt Gf approv. o Field Cop and ns Is , ; !lodged: `NR = NON -RATED City Of 1lakwIIa BUILDING DIVISION NON RATED PARTITION WALL R -30 FLOOR ASSEMBLY NON -RATED EXTERIOR WALL ASSEMBLY PER 708.4 UNCONDITIONED SPACE R -21 ROOF ASSEMBLY UNCONDITIONED SPACE NR FLOOR ASSEMBLIES ER 708.4 40' -6 3/4 eparation Dist. Exit separation greater than 1/3 of bld. diagonal. EXIST SEPARATION DIAGRAM FIRST FLOOR FINISHED FLOOR IS NOT 12 ABOVE PROPOSED GRAPE9T.3111- I2I (2C2IREZI IT _ _ OR 6' OUT FROM FOOTPRINT E.1 1=1,4 R.4M WEST G�L,4ZING C7lA 1,688 SF OPAQUE WALL 639 SF GLAZING 2,327 SF TOTAL Storage 2,592 SF @ 0.5 W /5F Max. i Waits Allowance=1;296w M. Office 3,600 SF @1.0W /SF 0. NR EXTERIOR WALL ASSEMBLY PER 708.4 R -19 EXTERIOR WALL ASSEMBLY -4- REVISIONS No changes shalt be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may inc,ude additional plan review fees. Max. Watts Allowance= 3,600w 3 STORIES 1 HR SHAFT PER 708.4 4 STORES R -21 ROOF 2 HR SHAFT ASSEMBLY PER 708.4 R -30 FLOOR ASSEMBLYTh UNCONDITIONED SPACE to- R -10 SLAB ON GRADE Max. s Allowance= 4-,000w• M. Office ce 4,000 SF -1-61) W /SF RCM ZONE HEIGHT LIMITATIONS - BASIC BUILDING HEIGHT = ADDITIONAL HEIGHT AND BONUSES = PROPOSED BUILDING HEIGHT: TO TOP OF OCCUPIABLE SPACE= ALLOWABLE 70 D" O1+' BU ILI:,IN N\/EL.C,P)E.- Max. Watts Allowance= 4,600w M. Office 4,600 SF @ 1.0 W /SF NR FLOOR ASSEMBLIES PER 708.4 PROVIDED 42'-6" 11 S"iFARAD E REAMiT 1ReEQU RED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila 'U! f,.fIr,'C DIVISION 35 / 3 STORIES • 20' FOR STRUCTURAL AND MECHANICAL ELEMENTS NOT INTENDED FOR HABITATION COIi"�'I h'f'1EIZCL.. GL.4ZINC C,4LCU1.-via%71 3N TOTAL ENVELOPE = 10,450 SF TOTAL GLAZING = 2,599 SF % GLAZING = 25% REVIEWED FAR CODE COMPLIANCE MP Li AN E APPRAVED JAN 0 2011 City of T iIa BUILDING IS1ON BASEMENT PER IBC DEFINITION FIRST STORY FINISHED FLOOR 15 LESS THAN 6 FEET ABOVE GRADE PLANE AND NO POINT 15 GREATER THAN 12' ABOVE PROPOSED GRADE PROPOSED GRADE AT BUILDING PERIMETER PER TMG 18.50.030 MAX STORIES ALLOWED TOTAL ALLOWED BUILDING HEIGHT= 1. VAPOR BARRARS SHALL BE PLACE ON THE WARM SIDE 2. BATTS SHALL BE FACE STAPLED 3. CONSTRUCTION JOINTS, SILLS, WINDOW AND DOOR JAMB SPADES SHALL BE INSULATED AND SEALED. 4. ALL EXTERIOR FRAMING CAVITIES SHALL BE INSULATED, INCLUDING BUILT -UP HEADERS, CORNERS, WALL INTERSECTIONS, ETC 5. WHERE EVER EXISTING EXTERIOR FRAMING CAVITIES ARE OPENED THEY WILL BE FILLED WITH INSULATION TO MAXIMUM LEVELS POSSIBLE 6. VENTILATION INDOOR ARQUALITY BY INTEGRATED FORCED AIR SYSTEM W/ SPOT VENTILATORS AT WET AREAS USER CONTROLLED AND BY 24HR TIME CLOCK 7. AIR LEAKAGE: PROVIDE SEALANT ALL AROUND DOORS WINDOWS AND OTHER ENVELOPE PENETRATION, PLATE AND FLOOR/ROOF ASSEMBLIES 8. WEATHERSTRIP DOORS ALL DORS AND ACCESS OPENINGS 9. RECESSED LIGHTING FIXTURES TO BE IC RATED GASKETED ANDS ED EAL 10. PLYWOOD SHEATHING OR STRUCTURAL PANELS SHALL USE EXTERIOR D GLUE 11. RECESSED LIGHTING FIXTURES TO BE IC RATED WITH NO PENETRATIONS 12. HVAC DUCT INSULATION IF PRESENT TO BE INSULATED TO R -8 IN UNCONDITIONED SPACE S ACE 13. DOMESTIC HOT WATER SUPPLY PIPES TO BE INSULATED TO 1" THICKNESS 14. HOT WATER HEATERS TO BE PLACED UPON A SHEET OF R -10 EXTRUDED POLYSTYRENE 15. EXISTING DOORS AND WINDOWS THAT ARE REMOVED SHALL NOT BE REUSED UNLESS THEIR THERMAL PERFORMANCE 15 EQUAL TO THAT REQUIRED FOR NEW 4 STORIES HEIGHT LIMITS PER IBC (SEE IBC ANALYSIS) PERMIT CENTER 1)09 it 11 4 in m TOP OF PLATE BUILDING CONSISTS OF THREE FLOORS ,AND ONE BASEMENT FIRST FLOOR FINISH GRADE IBC GRADE PLANE RECEIVED DEC 22 2010 11/30/10 WINDOW REVISIONS 12/13/10 T.I. GORE REVISIONS 0 0 ROOF OVERHANG @ 3RD FLOOR 2ND FLOOR ABOVE 2ND FLOOR ABOVE 72 -0" ILING uni'��r � #" y7 ,,, 1 , r;lu fl, �LVi + 18 -0` I 1 L 18 I - 0 " SIM 1 i =:) TYPICAL DOWNSPOUT @ FIRST FLOOR (9 LOCATIONS) 2ND FLOOR ABOVE 1....EN/E1.... 1 1=' 1 (EXIT) [0001 0 A?? FP HB O FIRE EXTINGUISHER 2A1OBC RATED TYPICAL ILLUMINATED EXIT SIGN W/ BATTERY BACK -UP EMERGENCY EXIT LIGHTING W/ BATTERY BACKUP ROOM NUMBER DOOR MARKER WINDOW MARKER WALL MARKER FLOOR DRAIN SIGNAGE MARKER FREEZE PROTECTED HOSE 1. ALL EXPOSED HVAC DUCTWORK TO BE PANTED BY SUPPLIER/ INSTALLER 2. ,ALL SUSPENDED GRIDS TO BE PAINTED 3. ALL TENANT IMPROVEMENTS TO BE APPOOVED BY OWNER AND/ OR ARCHITECT 4. ALL SHOP DRAWINGS FROM WINDOW, DOOR, AWNING SUPPLIERS, ETC. TO BE APPROVED BY ARCHITECT PRIOR TO CONSTRUCTION BIB 16" AFF 1A 31/2" WP NON -RATED INT. WALL 1/,47.01 Ob 51/2" WP NON -RATED INT. WALL 1/.47.01 51/2" WP 2 HR. ELEVATOR SHAFT WALL WP4230 2/,7.01 51/2" WF' 1 HR. STAIRWELL SHAFT WALL WP4230 3/,47.01 5 1/2" WP NON -RATED EXT. WALL WP8105 4/,47.01 .3 5/8" MF' NON -RATED PARTITION WALL 5/,47.01 8" GMU NON -RATED WALL @ M 6/A7.01 CONCRETE NON -RATED RETAINING /SUPPORT WALL (SEE STRUGT.) 7/47.03 31/2" MF* 1 HR. EXIT PASSAGE WALL I BG 13- 1.18/,47.01 51/2" WF` 1 HR. EXITERIOR WALL WP8105 12/A7.01 STRUCTURAL SHEAR WALL (SEE STRUCTURAL PLANS) WF' = WOOD FRAME MF' = LT. GUAGE METAL FRAME Low , / 1111 =1 h i I R ,,,,,, -:ii.,:4 REVIEWED FOR CODE COMPLIANCE RDRf1UED JAN 2 0 2u11 City of Tukwila BUILDING Dnn ECEIV D DEC 15 2010 PERMIT CENTER 10/12/10, TI / FRAMING UPDAT 11/30/10 WINDOW REVISIONS 12/13/10 T.I. GORE REVISIONS ANDREW S. KO ACH STATE OF WASHINGTON ANDREW S. KO ACH STATE OF WASHINGTON ROOF OVERHANG @ 3RD FLOOR 3RD FLOOR ABOVE FTF. EL-ENV. 71.50 1077 61ech,/El u 0 DTE OR REMOVED AS PART OF TENANT IMPROVEMENT WORK (NOT REQUIRED PER 2009 IBC) ^mirk ■ ra asr, „r,rs�r /frf� ACCESSIBLE ROUTES OF TRAVEL 3' -O” REVIEWED FOR CODE COMPLIANCE APPRflVED JAN 2 0 ail BRED FLOOR ABOVE ROOF OVERHANG @ 3RD FLOOR L 2 P FIRE EXTINGUISHER 2A1OBC RATED TYPICAL ILLUMINATED EXIT SIGN W/ BATTERY BACK -UP EMERGENCY EXIT LIGHTING W/ BATTERY BACKUP ROOM NUMBER DOOR MARKER WINDOW MARKER WALL MARKER FLOOR DRAIN SIGNAGE MARKER 1. ALL EXPOSED HVAC DUG TO BE PAINTED BY SUPPLIER/ INSTALLER 2. ALL SUSPENDED GRIDS TO BE PAINTED 3. ALL TENANT IMPROVEMENTS TO BE APPORVED BY OWNER AND/ OR ARCHITECT 4. ALL SHOP DRAWINGS FROM WINDOW, DOOR, ,AWNING SUPPLIERS, ETC. TO BE APPROVED BY ARCHITECT PRIOR TO CONSTRUCTION 31/2" WF' NON -RATED INT. WALL 1/,47.01 =1 Qb 51/2" WF' NON -RATED INT. WALL 1/,47.01 • 51/2" WF' 2 HR. ELEVATOR SHAFT WALL WP4230 2/,47.01 51/2" WF' 1 HR. STAIRWELL SHAFT WALL WP4230 3/,47.01 0 51/2" WF' NON -RATED EXT. WALL WP81O5 4/,47.01 3 5/8" MF' NON -RATED PARTITION WALL 5/,47.01 8" GMU NON -RATED WALL @ M rc /A7.01 CONCRETE NON -RATED RETAINING /SUPPORT WALL (SEE STRUCT.) 7/,7.03 31/2" MF' 1 HR. EXIT PASSAGE WALL IBC 13 -1.1 8/A7.01 51/2" WF" 1 HR. EXITERIOR WALL W1 12/A7.01 WF = WOOD FRAME MF' = LT. GUAGE METAL FRAME Floor Level RECEIVED DEC 15 2010 PERMIT CENTER 10/12/10 TI / FRAMING UPDATE 11/30/10 WINDOW REVISIONS 12/13/10 T.I. CORE REVISIONS ANDREW S. KO ACH STATE OF WASHINGTON ELE \/. coweizotez pte . 0 0 9 9 mown toworAntrrnmmArm sta kowyr.rtze.r.owzr rgpu 41 a • cc a t rzze.ezezie 1M 1 1W;'1 kg 9 9 t 1200F OVERHANG @ BRD FLOOR () 18 ROOF OVERHANG @ THIRD FLOOR 0 - 7=p-" 149I-C," 2-9" 5-0" •• ■ C;) ROOF OVERHANG @ BRD FLOOR EN/EL. P) hkA WAN% L.- r■I 3 1/2" WP NON-RATED INT. WALL_ 1447.01 5 1/7 WP NON-RATED INT. WALL 1447.01 11111:11-U P22277Z...6 5 1/7 WP 2 H. ELEVATOR SHAFT WALL WP4230 2/A7.01 5 1/7 WP1 HR. STAIRWELL SHAFT WALL WP4230 3447.01 5 1/7 WP NON-RATED EXT. WALL WP8105 4/A7.01 3 5/8" MP NON-RATED PARTITION WALL 5/A7.01 8" GMU NON-RATED WALL @ M /A7.01 CONCRETE NON-RATED RETAINING/SUPPORT WALL (SEE STRUGT.) 7447.03 3 1/7 MF* 1 HR. EXIT PASSAGE WALL IBC 13-1.1 ao/A,71 [2w-A 51/2 WP 1 HR. EXITERIOR WALL w8105 12447.01 • STRUCTURAL SHEAR WALL (SEE STRUCTURAL PLANS) WF• = WOOD FRAME NIF LT. GUAGE METAL FRAME n ol riL.1 REVIEWED FOR - CODE COMPLIANCE PPRCIIMI) JAN 2 u Zull City of Tukwila BUILDING DIvIRIORI =,41 sv""er-c," PLA NORt RECEIVED DEC 1 5 2010 PERMITOENTER L L-1 10/12/10 TI / FRAMING UPDATE 11/30/10 WINDOW REVISIONS 12/13/10 Ti. CORE REVISIONS (.I IOLS x-{O 1. ANDREW S. KOVACH STATE OF WASHINGTON TIN CRICKETS AS REQUIRED FOR POSITIVE ROOF DRAINAGE 3RD FLOOR LEVEL BELOW 3RD FLOOR LEVEL BELOW 18' -C," 147' - ©I ECH,ANICAL UNITS 22'- 51/8" 70 UNR i[i i 2 ;i;i _i ; 5 TON 5 U>: NT 8 SG ..._.._._... 88 5 TON UNIT 885a SLOPE PER ROOFING MANpFACTURER .5 TON UNIT TON 00p UN 9 SLOPE PER ROOFING MANUFACTURER OUTLOOKKR BEAMS BELOW REVIEWED FOR CODE COMPLIANCE � PPPfVED JAN 2 U 2011 ROOF SYSTEM NOTES: ROOF SURFACE ROOFING TYPE COLOR UPPER ROOF TPO MEMBRANE (THERMOPLASTIC POLYOLEFIN) WHITE LOWER BOX BEAMS (@ 1ST FLOOR) PAINTED ALUMINUM FLASHING BLACK CONTINUOUS 8" HIGH ROOF CURB TYPICAL ROOF DRAIN AND SCUPPER OVERFLOW LOCATION R Ah- 1O/12/10 TI / FRAMING UPDATE! 11/30/10 WINDOW REVISIONS 12/13/10 T.I. GORE REVISIONS ANDREW S. KO ACH STATE OF WASHINGTON PAINTED METAL CAP FLASHING CLEAR ANODIZED CORNER BREAKMETAL ALUMINUM CLAD STRUCTURAL COLUMN PAINTED METAL SIDING CORNER TRIM PAINTED METAL SIDING BASE TRIM ELEVATOR MECHANICAL AND S MECHANICAL SCREEN 52.79 C -�rad� ORAGE ,AREA LEVEL 1�L.gTE ! L.M\/. LE\/EL 2 ELE\/. LE %/EL. "1 ELE\/. PAINTED METAL SIDING BASE TRIM LE\/EL 18' -0" 18' -C7° 18' -0" - 18' -0" 60' 'x; �r ■ PAINTED METAL CAP FLASHIN CLEAR ANODIZED CORNER BREAKMETAL TYPICAL @ EA. WINDOW BANK ALUMINUM CLAD STRUCTURAL COLUMN PAINTED METAL SIDING CORNER TRI 4ro.91 radm - 113/4" 4- 101/2' 15 TYP. 61/4" MECHANICAL SCREEN PAINTED METAL SIDING BASE TRIM PAINTED METAL SIDING CORNER TRIM ALUMINUM CLAD STRUCTURAL SUPPORT COLUMN ALUMINUM CLAD STRUCTURAL BEAM MEMBER PROVIDE CONTINUOUS VENTILATION TO ALL SOFFITAREAS (TYP.) SOFFIT MATERIAL AND FINISH TO MATCH ALUMINUM SIDING 0 ALUMINUM CLAD STRUCTURAL COLUMN - BLACK - ALUMINUM - GUARD -AN{ - HANDRAL ALUMINUM SIDING ON TRASH ENCLOSURE SCREEN WALL MECH YARD TOS ELEV. 42.5 ROCKERY BEYOND NORTH B E T ION K�L,�TEE ELM■/. LEr\/EL EL.E\/. 8S.S0' LEVEL 1 B ¢.81rMIVT LE\/EL E l—M\/. 47.507' PAINTED METAL SIDING BASE TRIM PAINTED METAL SIDING CORNER TRIM KNOX BOX 5' AFF NEXT TO FIRE SPRINKLER RISER ROOM F=I N I 1 -1 ALUMINUM CLAD BEAM @ OPEN FRAME ALUMINUM CLAD STRUCTURAL SUPPORT COLUMN @ OPEN FRAME PROVIDE CONTINUOUS VENTILATION TO ALL SOFFIT AREAS (TYP.) ALUMINUM CLAD STRUCTURAL COLUMN ALUMINUM SIDING ON..6' HIGH TRASKENCLgOSURE 1.0 CLEAR STAIN AND SEALED HORIZONTAL CEDAR SIDING (NATURAL LOOK FINISH) 2.0 HORIZONTAL HIGH SEAM METAL SIDING (MATT BLACK) 3.0 HORIZONTAL WOOD FASCIA 4.0 PAINTED CONCRETE (MATT BLACK) 5.0 OMITTED .0 HORIZONTAL HIGH SEAM ALUMINUM SIDING (MATT BLACK) 7.0 ALUMINUM CLAD STRUCTURAL COMPONANTS (BLACK BRONZE) .o GALVINIZED STEEL FINISH 10/12/10 TI I FRAMING UPDATE 11/30/10 WINDOW REVISIONS 12/13/10 T.I. GORE REVISIONS C()LBY AVENUE EVER ' `' " A, 9820 l�'� ti�i:'I4(1t 1G1iIC't I {�l� 1:4,4(Ntl ANDREW S. KO ACH STATE OF WASHINGTON /11'Q9 PE 2/ /Q9 RETAINING'. RETAININ f MIT.: U M 1 iPLAN T SUBMITTAL VE E \'ISI( 05 3 \ V © ALL EV. RE\?ISIONS VISIONS issue Date / Issue title COMMENT. PONS P.M17' RE VF RI V1 IONS L CONDITION GF MODi j9 0 9 0 ij r 0 9 0 T PROVIDE SPRINKLER DRAIN -OFF CONNECTION TO SEWER DRAIN LINE '18 - ©II SERVICE/ LOADING REI EOr :�„ BPkl acrk ILu WALLS ,—PROVIDE 5P INKLER RISER ASST . MBLY PER NFPR -13 FF. EL—EN/ . 47.50 SHEAI 18 I - © Storage 72 willed Door DIk1C IISE ftii. Storage N N N A -- EXTENT OF INTERIOR CONCRETE SLAB -ON -GRADE ABOVE NOTE; PROVIDE SEPARATE POUR FOR EXTERIOR SLAB TO BE DONE ALONG WITH SIDEWALK AND OTHER EXTERIO CONCRETE FINISHES. -REVIEWED FOR CODE COMPLIANCE Ste 2 2 2010 City of Tukwila BUILDING DIVISION As E -j ■ PPE-1,464.N L.C�NC ■©T FIRE EXTINGUISHER 2A1OBC RATED TYPICAL ILLUMINATED EXIT SIGN W/ BATTERY BACK —UP EMERGENCY EX T LIGHTING W/ BATTERY BACKUP 000 0 A ?? ROOM NUMBER DOOR MARKER WINDOW MARKER WALL MARKER FLOOR DRAIN SIGNAGE MARKER FP FREEZE PROTECTED HOSE BIB 1S0" AFF HB4. 1. ALL EXPOSED HVAC DUCTWORK TO BE PAINTED BY SUPPLIER/ INSTALLER 2. ALL SUSPENDED GRIDS TO BE PAINTED 3. ALL TENANT IMPROVEMENTS TO BE APPORVED BY OWNER AND/ OR ARCHITECT 4. ALL SHOP DRAWINGS FROM WINDOW, DOOR, AWNING SUPPLIERS, ETC. TO BE APPROVED BY ARCHITECT PRIOR TO CONSTRUCTION Wi4 L.-l..- E E■ V/l� /f/lI/%1 /lf 31/2" WF" NON -RATED INT. WALL 1/,47. 01 51/2" WF NON -RATED INT. WALL 1 /A7.01 51/2" WF` 2 HR. ELEVATOR SHAFT WALL WP423O 2/.A7.01 5 1/2° WF` 1 HR. STAIRWELL SHAFT WALL WP423O 3/47.71 • 51/2" WF` NON -RATED EXT. WALL WP81O5 4/,47.01 3 5/8" NW NON -RATED PARTITION WALL 5/,47.01 ® 8" CMU NON -RATED WALL @ M F /,47.01 CONCRETE NON -RATED RETAINING /SUPPORT WALL (SEE STRUCT.) 7447.03 31/2" MF 1 HR. EXIT PASSAGE WALL IBC 13 -1.1 8/,47.01 51/2" WF* 1 HR. EXITERIOR WALL WP81O512/,47.O1 • STRUCTURAL SHEAR WALL (SEE STRUCTURAL PLANS) WF = WOOD FRAME MF* = LT. GUAGE METAL FRAME =Alb% s: 1/ r1li" =1' -Oil �EVI�i�N N0,1 bO9 RECEIVED AUG 23 2010 PERMIT CENTER WA. \' ••22*.. AAA 'A NM AAAAN. N.,"*.,'•AAANA, A.N. AAA NA A. AAA\ A A22.A. AN A AAAANN, \\•••••AVA.•••■,AAN, NA•22... ANA\ AN. AAAA AN. \AAAAA \AA AA. A \AA AA, •A•22. NANA A`2A.A.A •••.A NA. NA•22.\\ \AAA \\ A AA, AA, \' \' A. \AA\ AMA. ` AAA:AA AA:MA A.N., NANA NA. \'' \' AAAN AN. AVA \ .• • • ROOF OVERHANG 3RD 'FLOOR------N N kkM k k ,k1M A ‘kk• "\ 2ND FLOOR ABOVE • 2ND FLOOR I \ I ` ... ,.> i : l i:\ 1 1 4 , \ \ • '''. , • • i I "maw ammgarm ."% ,, litidalett woi ciLOgED CLILN / k.":4, • • . . . • • .........;25,2,2•2,: • 2 .2 • 2 •e ; 2 ; 1055 2 .• 108:11110 :.• F •L6 • • • • • , • • • • • iQ iT 2 •. . . . . . . . . . . . 1 REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 2 2010 City of Tukwila BUILDING DIVISION 2N s k%\, M.„•*,\N-7. TYPICAL DOWNSPOUT @ FIRST FLOOR (.9 LOCA7ONS) D FLOOR ABOVE •\, I** 1.-E‘VEL. E ttE: N44.11=) 22225 2•2•2,2 [5E61 FP HB FIRE EXTINGUISHER 2A10BC RATED UM NATED EX SIGN — • W/ BATTERY BACK-UP PMPRGF EXIT LiC7,HT BATTERY BACKUP ROOM NUMBER DOOR MARKER WINDOW MARKER WALL MARKEER FLOOR RAN BIONAGE MARKER FREEZE PROTECTED HOSE ri•44 (="IT'S ;72 22 _ S : . "NJ TE=NANT INIPR(.7,VPNIF- TO BE APPORVED BY ON,VNFR'..AND7 OR ARCHITECT A • ALL SHOP I Ft-1 WNO\kf, r.)0enR, AWNING SUPPLIERS< ETC. TO BE APPRO•PD Y ARCH:TPCT PROR TO GONSTRUCTiON BIB 16" AFF 3 1/2 WE' NON-RATED :NT. WALL 1/A7,01 1/2: WF NON-RA1E:2; INT, WALL 5 1/2 WE 2 HR. ELEVATOR SHAFT \MAU , 5 V2• \VF I HR. STAIRWELL SHAFT WALL wp.4230 3 S WP NC , , 3 5/8•' Mr- NON-RATED PARTITION W.L. :54A CONCRETE NON-RATE RETAINI.NGSSUPPORT W.ALL ;TRi VI' 5 . . .. /.4N'w? /ALL 1 .79 5 1/2“ WE" 1 HR. !EXTEROR WALL WP810.5 " , AL, c.,HEA:z WALL _ , N.,./ CTUR • tr- WOOD FAME -41,1.47. FPA" 5 , • • • 1 1/4!#"=1..-" REcEivgp. CITY OF TUffnIA SEP 1 5 2010 PERMIT CENTER 01 UMW. INCOMPLETE REVISION NO Floc?. I t 0 I mom••••••• ...... ............. ...... ..... ........... ..... . . ..„ .. ....... '' .'':l '(!3 '' '' •' 1 1''(:: ? ':' ::.•'' 'I': .''':• .''I ''' :'ij ' ' •'.:' ' •'' .!:'7'. ' ' '''...•' ' • jt .. :. '• . .• : '.. I. '' 7 :. :' ••': ': .•' '':' •••' ' .•'•':'•.'' •..... . .. .. .... . ......„..„:::-......„:„,,,,, . . ................. :. 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REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 2 2010 City of Tukwila BUILDING DIVISION ,, FLOOR ABOVE —ROOF OVER1-1ANG 3RD FLOOR .1,--E LEE i FP HB:'• FIE FXTINIOUP 2A1OBC RATED TPGA.L LLUM NATED EXF 5 WY BATTERY BACK-Up RDOM NUMBER DOOR MARKER \NoND'rMl MARKER wAL FLOOR DRA N sioNA:7':;• MARKER FREEZE PROTECTE HOSE BIB 10" AFF hk*I" L EXPC.Y HVAC, DUCTWORK TO SE PANTF:D B'r' ;;UPPi 1 ::Nc` FR 2. ALL ::: GZ•S TO BE P.AINfl 3. ALL - 7;:NAT APPRVEt Y OWN,ER .AND/ QR RCH17:CT A ..ALL SHOP R..\\IN FROM WNDOW, DOOR, AWNING c*UPP ETC.. TO APPROVrI'D BY ARCH:Tr:CT PR:OR TO L.,'"'ONSTRJ/fl/:. t. . 3 1/2 WE NON-RATED NT. WALL 1/.. -r-cr.) INA," en.1 ::f• r N . \V ALL liZ WE 2 HR. ELEVATOR SHAT WALL Vs/P4230 247.01 5 1/7 WP I HR. STARWELL SHAFT WALL WP•230 3 /A71 5 la \VP NON-RATED EXT \VA.:...L. WP:505 5/8 MP' NON-RATED PART:T1O• WALL .:4A71 ( NON-RATED WALL a M CONCRETE NON-R .. iRETAI N NC4/SUPPORT ,) 3 1/2" ME' I HR. EXIT PASSAGE \N/ALL BC/1.3-:' Nkir-÷ A/ . WP,51,n5 , ' f"'"=P C.:7 1::;,.,'"AL PLANS.) '::;HEAR ' wF WOOD FRAME LT, 91,.JAa'" MTAL FRAME RECEIVED CITY OF TUKWILA SEP 15 2010 PERMIT CENTER iJ • la0. [ I 1`•••1 ANDREW " S iA N TATE. OF SH j0 U' t •\ • skt33:. ••••• •••••• ' •••••s ••••• • . . ....... VER1 ............ IITE*10//1 • S lesunphou \\\ VIV\ V\ V\ NVV. V\VV\ \V VV.V\ \VV,V,\V "VV. V.\\ V. N. \V V, \VVVM \NVV, V \V, NV, 'WV V.V.V‘VV, \\VV.\ sto s•A "Am" \ V\ \\\\ V.VV\ \\VV.\ \V\ V.VV.3.. \VVV. \VV.\ V. \VV.\ Vs. \VN •*%••••,••••••• ff7, .•,•• • \\\\ \C\W\\C M, \\\\\\ \\\\\ \\\\\i\ \\\\\\\i\\\\\\\\ \CMCKCANS\ \\N\ C\\\\\\\\CCMC\\\\\ \\C\�\�\\\ �n \\CQ\C\N\\CNS`\�\CC\ \h\ \C\� \ \\`MX \\r\ \\\ SIN\ \\\\ \\T\T\ \\\\ \\`Q s,'\,\ \\C\N. C\C, \\N\CN\V\A \\\N\ \\\ \\C\ \T\\\\\\\'Q�\\ Cn\ \CN\\\`n' \CNICNC.\\\ \\\ \` \CM,C\\ \\\\T\\\ \C\\\\\\N\VN\\ \S\ \C�\\ \\C\\ 'iQ\\\\\\\\\ \\\CMN\ \`n\ \` b \CN `n\A\n\ \\\\CMC\\\\ \\\\ \Cs\ \`n\ \`n\ MOMM. COMMOMMO\\\\ N\\M\ , Nn\M. MMOM\\\\h\\ \\\`n\\`n\`CCMM \i`n\Or\\\ \\\N\ NM. M. N\`QMOOMM. "' ' \\\\\\\\\'\\\\ \\ �� yWu� , V' ROOF OVERHANG ..,. „.. till 'i::,:�:;.,,,�...,..,.,•,:,.: ROOF' OVERHANG. ao THIRD FL OR k CODECOMp q� N E� APPROVED SEP 2 2 2010 City of Tukwila BUILDING DIVISION avakw ,----ROOF OVERHANG @ 3RD FLOOR L N/ E L 3 P'1.--4, V L L E E •'e° WE NON INIT. W ALL 11A7,.C11 INSWENSISI .............:................. Aelg 3 112 WP NON-RATED iNT. WALL 1/1.4.-N7471 51/2 .vF 2 HR, ELEVATOR SHAD-; WALL \•r.2 R0 / WE I HR. STAIRWELL SHAFT WALL WP4 3' t 14.44A77,„01 1/7 WE NON-RATED EXT. WALL \V` :✓w4 5 4/A7.471 3 5/6 ` tE NQN RA r) PARTITION WALL CNIV NON-RATEii WALL M 1 CONCRETE E T F? Nt..i +,- R'""{: >.v.w' RE.....AINit \. /- 1c i WA' ..,_.. 3 1/2' MF I HR. EXiT PACA \L. E Br 134,1 a4 7x.. ' )1 � ice”: >: ` ��r ... !�� .,r r-, ,E -1 r° 5 / Y)tF 'I HR. EX: ERC WA iLkIP&i it .aSG ..' . wu C ; x i STRUCTURAL 5'H EAR R . AL <. (5E-E. STRUCTURAL PLANS) wooD LT,. GLLAG r; N AN1E va""...1 REVISION NO*. D69 -116 II RECEIV, D pL. .. QR- : CITY OF TU LA c ;cP' 15 2010 PERMIT CENTER L ANDREW S. KO 'ACH .STATE OF WASH €NGTON. ti +"v,+• erg ir' ^�@ M. M. \\\ \\\\ \\\\\\\\\\\\\ \\\\ \C\\\\\\ \\\\ \\\ \\to. \\\\\\\M \\\\ \\\\\\\\\ \\\ \\\ MOM \\\\ \\\\M \\\\ \C0\\ \\\\ M. \\\\M, MOM \\\\\\\\\\ \\\\ \\\\\\\M\ \\\\\\ \\\\ \\tot\\ \\t\\\\\\\\\\\\\\\ \\\\xauM\ \M. \\\\\\\\ \\\N\ \\u\ \\\\\\\M \\\ \\NO\\\\\\\\\\ \\\ \\ M.\ \\\ \\u\\a\\\M,M. \\\\\\taM\M. \\r\\\\\\\\\ \\\\\\\\\\\\\\ \\\n \\\\ \\u\n\ \\\\\\ \\\ \\\\\\\\\\\\\\ \\\n\ \\\ \\\\\\ \\\\ \\\\\\\\\\ \\r \\\\\\\\\\ \\\\\ \\\\\\\\ \ \ \ \ • ANDREW S. KOVACH STATE OF WASHINGTON �1fQ R U1 747`[AL 4/24/Q (R CQ-1M NT RE5POi'JSE ' I 'Q pR COMMENT R SPQ fS 11/'t ,,,,, PE MT U JMrrr L 7/1 /Q 1�DQ T' PLAN 'ET 8 �11/'Q9 PERMIT R r UEMf7T/ 1a/17/Q9 PQUR PC 1O/2VQ9 P RMft . MITTAI tla✓a TEIION' + rrr1 T Ri�laN '4 � /O /1O RET,�IN1N� WAL.4 RE`s �� / Q/10 TA1 713040 VI 6/15/1.0 CONDITIt t "ETON 7N O MOD;' GEIE�W(f IIIU1 I II '. i fhlfli ,4 4 „ . LBY A 0) CRICKETS AS REQUIRED FOR POSITIVE ROOF DRAINAGE 3RD FLOOR LEVEL BELOW 3RD FLOOR LEVEL BELOW 1,63 8V 1- ©u MECHANIC, L UNITS SLOPE PER ROOFING MAN UFACtiTURER ROOF` SEE D 1,6, 1400'-C E1A,IL(� 3' WIDE ROOF ACGGESS �W NG GATE ROOFING MANUFACTURER 44 HIGH MECH. SCREEN OUTLOOKER BEAMS BELOW ROOF SYSTEM NOTES: ROOF SURFACE ROOFING TYPE COLOR UPPER ROOF TPO MEMBRANE (THERMOPLASTIC POLYOLEFIN) WHITE LOWER BOX BEAMS (@ 1ST FLOOR) PAINTED ALUMINUM FLASHING BLACK CONTINUOUS 8" HIGH ROOF CURB TYPICAL ROOF DRAIN AND SCUPPER OVERFLOW LOCATION REVIEWED FOR CODECOMPLIANCE APDRfVEn SEP 2 2 2U 'Rd R "1/49,"=1'••C:," RECEIVED AUG 2 3 2010 PERMIT CENTER L2 Floor ..+ I Level MARK TYPE /MANUFACTURER REMARKS SYMBOL WATS LAMPS COUNT L1 24x48 Troffer Parabolic semispecular reflector 3- T8 2 -T8 BASEMENT 123 Total /' L2 24x24 Troffer Parabolic semispecular 2- T8 11 Total reflector/1 L3 HPS wcll -pat security light 3 -TBX Comp Fir 3 Total LA Arch. Sconce 2- Com Fir 14 Total L5 Emergency Lighting Mount back -up battery to header. Per Standards 14 Total LS Recessed Gan -- 1 Comp Flr 8 Total EL N/A Egress Lighting Circuit Note; Lights; designated with *is symbol are mt. a part of a backup emergency oirowlt. Circuit shall be powered by battery or generator per owners; specs. in the event of power ifailure. ANDREW S. KO ACH STATE OF WASHINGTON 3OO6(J1i iraX1'?1ft3a8ot 32/fQ� q�I�N D1 COMMENT 1 5P21*l 1/0 E(MIT SUBMITTAL 7 UP.0 ET PLAN IRMIT MITTA1.i R POI{ 12 4/ 7/50/10 8/1 (10 �VI��y;�Uk�MIT'TAL Ml;.NT 1�5PQN�D .i!. VE R CONDITION 124 I VIE FBI NS ss1I ililf� I M1(' 1 L IONS ✓v : OF M0049 Lighting Legend Lighting Switching 1. Lighting switching: Switching for building lighting systems shall be designed and installed to permit efficient use of energy and to permit maximum flexibility in the use of the installed lighting. The following mandatory requirements represent the minimum lighting controls to be installed in any building. Additional controls should be provided where deemed appropriate and where the installation of such controls can significantly reduce energy consumption. 2. All lighting controls, except automatic controls or those for special purpose applications which require trained operators or those which would pose a safety problem or security hazard, shall be installed so as to be readily accessible to personnel occupying or using the lighting. 3, The max, lighting power that may be controlled from a single switch or automatic control shall not exeed the that provided by a twenty ampere circuit loaded to no more than eighty percent. A master control may be installed provided the individual switches retain their capability to funtlon independently. 4. All lighted spaces enclosed by walls of ceiling height partitions and with for area less than foour hundred square feet shall be provided an individual lighting control or an occupant - sensing automatic control. 5. All lighted spaces with a floor area greater than four hundred square feet shall be provided with controls to permit reducing the lighting by not more than one -half or occupant- sensing automatic controls. a All building areas greater than two hundred square feet where natural lighting is available shall be provided with individual controls, daylight, or occupant-sensing automatic controls which permit control of lights independent of general area lighting. Either individual controls shall be provided for each row of luminars parallel to a window wall or controls shall be provided to reduce the lighting in at least two steps; the first being not more than one -half of luminars and the second being completely off, In The natural lighting area. For office and school occupancies, at a minimum, lighting serving a zone within twelve feet of a window wall or the zone between an interior wall and the window wall of less than twelve feet shall comply with this provision. 7. All display, exhibition, or specialty lighting shall be controlled Independent a All exterior building lighting, including facade lighting, parking lots, drive off all lights during periods of daylight hours except those required fo Deflected Ceiling Flan Notes 1. Lighting system circuiting and switchiing is to be bidder designed meet specifications, panel design, and applicable codes and requirements. See project manual. 2. Mechanical system is shown schematically and Is to be bidder de to meet specifications, and applicable codes and requirements. 3. Verify number and location of supply registers w/ owner and ten before proceeding with work. 4. Electrical, mechanical design /build contractors responsible for coordination w/ other systems to avoid conflict. 5. Provide draftstops above ceiling tile per IBC 717 (Note: demising from floor to roof deck will provide proper draftstops). 6. Provide lateral force bracing for suspended ceiling per detail 20/A6.2. Special inspection is required. 7. Emergency back up lights shown in schematic design. Contractors provide numbers and location of fixtures per City of Monroe jurisdiction. Coordinate with inspectors. 8. Contractors to provide plenum -rated equipment in all ceiling plea spaces. igned Its rail area li,' ting. ays, and walkways, shall be furnished with automatic controls to reduce or turn safety and security. Sign lights shall be exempt from this provision. MF,ANS OF SR S,99 S IL.L.UI"1 1006.1 Illumination required: The means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. 1006,2 Illumination level: The means of egress illumination level shall not be less than 1 foot-candle (11 lux) at the walking surface level 1006.3 Illumination emergency power. The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of power supply failure, an emergency electrical system shall automatically illuminate the following areas for a min. 9O minutes: 1. Aisles and unenclosed egress stairways in rooms and spaces that require two or more means of egress. 2. Corridors, exit enclosures and exit passageways in buildings required to have two or more exits. 3. Exterior egress components at other than the level of exit discharge until exit discharge is accomplished for buildings required to have two or more exits. 4. Interior exit discharge elements, in buildings required to have two or more exits. 5. Exterior landings, for exit discharge doorways in buildings required to have two or more exits. n Notes: Final refelcted ceiling plan configurations for each separate suite will be submitted under Individual T.I. packages. Refer to AG.2 for T -Grid Detail 20. Elevator mechanical room to be equiped with independent ventilation unit w/ connection to elevator standby power source. Elevator to be connected with a standby power source (max. 60 second transfer time from a power failure) 9 13 1 -0 13 1 -0 X2 -c�11 EViER1N N0:1 (I0 SsAN Nol "T" Fe.= 1= 1/a, ' 1 I 13 -67 DE IEWED FOR COMPLIANCE ApoRnUE I SEP 2 2 2010 ity of Tukwila DING DIVI,SInk, RECEIVED AUG 232010 PERMIT CENTER MARK TYPE /MANUFACTURER REMARKS SYMBOL WATS LAMPS COUNT L1 24x48 Troffer Parabolic semispecular reflector 3- T8 2 -T8 BASEMENT 123 Total -- - /' L2 24x24 Troffer Parabolic semispecular reflector J 2- T8 11 Total l L3 HP5 wall -pac security light 3 -TBX Comp Fir 3 Total L4 Arch. Sconce 2- Comp Fir 14 Total L5 Emergency Lighting Mount bock -up battery to header. Per Standards 14 Total L6 Recessed Can -- 1- Comp Fir 8 Total EL N/A Egress Lighting Circuit E Note: Lights designated with this symbol are a part of a backup emergency circuit. Girouit shall be powered by battery or generator per owners specs. in the event of power failure. Lighting Legend Lighting Switching 1. Lighting switching: Switching for building lighting systems shall be designed and installed to permit efficient use of energy and to permit maximum flexibility in the use of the installed lighting. The following mandatory requirements represent the minimum lighting controls to be Installed in any building. Additional controls should be provided where deemed appropriate and where the installation of such controls can significantly reduce energy consumption. 2. All lighting controls, except automatic controls or those for special purpose applications which require trained operators or those which would pose a safety problem or security hazard, shall be installed so as to be readily accessible to personnel occupying or using the lighting. 3. The max. lighting power that may be controlled from a single switch or automatic control shall not exeed the that provided by a twenty ampere circuit loaded to no more than eighty percent. A master control may be installed provided the individual switches retain their capability to funtion independently. 4. All lighted spaces enclosed by walls of ceiling height partitions and with floor area less than foour hundred square feet shall be provided an individual lighting control or an occupant - sensing automatic control. 5. All lighted spaces with a floor area greater than our hundred square feet shall be provided with controls to permit reducing the lighting by not more than one -half or occupant - sensing automatic controls. ' 6. All building areas greater thon two hundred squore feet where natural lighting is available shall be provided with Individual controls, daylight, or occupant - sensing automatic controls which permit control of lights independent of general area lighting. Either individual controls shall be provided for each row of luminors parallel to a window wall or controls shall be provided to reduce the lighting in at least two steps; the first being not more than one -half of luminors and the second being completely off, in the natural lighting area. For office and school occupancies, at a minimum, lighting serving a zone within twelve feet of a window wall or the zone between an Interior wall and the window wall of less than twelve feet shall comply with this provision. 7. All disploy, exhibition, or specialty lighting shall be controlled independently of 8. All exterior building lighting, including facade lighting, parking lots, drivew off all lights during periods of daylight hours except those required for Reflected Ceiling Man Notes 1. Lighting system circuiting and switohiing is to be bidder designed t meet specifications, panel design, and applicable codes and requirements. See project manual. 2. Mechanical system is shown schematically and is to be bidder desi to meet speciflcatlons, and applicable codes and requirements. 3. Verify number and location of supply registers w/ owner and tenon before proceeding with work. 4. Electrical, mechanical design /build contractors responsible for coordination w/ other systems to avoid conflict. 5. Provide draftstops above ceiling tile per IBC 717 (Note: demising from floor to roof deck will provide proper draft 6. Provide lateral force bracing for suspended ceiling per detail 20/A6.2. Special inspection is required. 7. Emergency back up lights shown in schematic design. Contractors provide numbers and location of fixtures per City of Monroe jurisdiction. Coordinate with inspectors. S. Contractors to provide plenum -rated equipment in all ceiling plenu spaces. ned Its area ng, 5, and walkways, shall be furnished with automatic controls to reduce or turn afety and security. Sign lights shall be exempt from this provision. t E-ANS OF E 5 1LL.UMIN, TIQN 1006.1 Illumination required: The means of egress, Including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. 1006.2 Illumination level; The means of egress illumination level shall not be less than 1 foot- condle (11 lux) at the walking surface level 1006.3 Illumination emergency power. The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of power supply failure, an emergency electrical system shall automatically illuminate the following areas for e min. SQ minutes: 1. Aisles and unenclosed egress stairways in rooms and spaces that require two or more means of egress. 2. Corridors, exit enclosures and exit passageways in buildings required to have two or more exits. 3. Exterior egress components at other than the level of exit discharge until exit discharge is accomplished for buildings required to have two or more exits. 4. Interior exit discharge elements, in buildings required to have two or more exits. 5. Exterior landings, for exit discharge doorways in buildings required to have two or more exits. ne Notes: Final refelcted ceiling plan configurations for each separate suite will be submitted under individual T.I. packages. Refer to A6.2 for T -Grid Detail 20. Elevator mechanical room to be equiped with independent ventilation unit w/ connection to elevator standby • power source. Elevator to be connected with a standby power source (max. 60 second transfer time from a power failure) '18I - © 7 ' 2 I -o 18l-C.7.7" e isimam mum al am= lamp • 0 o w ! ILIUM �� r - _ Y„ - # i AL '''\=-. " 1111111111111111millimi qmimmusams ■A „. omammumm -- ' a IIIIIIIIIIIIIIIIIIIIINIMIIIIIIIIIII IIMMIIIIII MINI MI EMU UP :e1;T?lRNE% /TTl/`T7/ r , 'IST FLOOR RCP � C.1....E: 1 /(5:0tl_1I +C,lI REVIEWED FOR CODE COMPLIAN A PDRDVED S EP 2 2 2010 � of Tukwila City DIVISIOno i:KD Ilo RECEIVED AUG 23 2010 PERMIT CENTER 2115 C'OLB'AVENUE EVERETT WA 9 2 at, hartIiitrtrb.e( r� ANDREW S. KO ACH STATE OF WASHINGTON 4? �1Q GITr RE I I ONS > a/2 1Q STAIR R `' 151ON yE I irVIICN ( R OOM E.T ,A1NNG . HEI( 'v E V15, • QONPl .111 7A1 N'T i E 'sPONE mrg ONS :MIT a1.J MITI" L t4Up ICINr� RI IT R UB 1TrTA : 1wR PQL 9 .R "11T- SUEI"1 'I1ON5 : %8 pr MOO`g �I�E#G 1��1'1�1G"1'11N 1111% Lug'W I O UPh iIC "t' il�rt1 1I,S}r /111,5"1:4',)R1 � '1f( 11 t �IxdiT i Nu .E 1� A � 2 11111A1ltt1'l'll� D1iS ANDREW S. KOVACH STATE OF WASHINGTON 7f11fGo» IJC� B� 'LAN ET 1 O(I7f179 PQW R P 0 ES 1© / VC9 PEI 11T RE UBr1JT1 1 Q fETA1N1fG IT GSF � N (Evl W u M rrAL R (�- UPaIITT,L DR COI II ENT I ESPQ SE 1Pp CO :1MENT RE PE MIT >:I P R Ifi r E- US 1("t"rAI: 'Ci(S $ Lighting Legend MARK TYPE /MANUFACTURER REMARKS SYMBOL WATS LAMPS COUNT L1 24x48 Troffer Parabolic semispecular 3- T8 12.3 Total reflector J � 2 -T8 BASEMENT L. 24x24 Troffer Parabolic semispecular 2- T8 11 Total reflector / 7 L3 HP'S wall -pac security light 3 -TBX Comp Fir 3 Total L4 Arch. Sconce 2- Comp Fir 14 Total L5 Emergency Lighting Mount back -up battery Per- Standards 14 Total to header. L. Recessed Can -- 1 - Comp Fir 8 Total EL N/A Egress Lighting Circuit Note-: Lights designated with this symbol are E a part of a backup emergency circuit. Circuit shall be p ©veered by battery or generator per owners specs, in the event of power failure. Lighting Switching 1. Lighting switching: Switching for building lighting systems shall be designed and installed to permit efficient use of energy and to permit maximum flexibility in the use of the installed lighting. The following mandatory requirements represent the minimum lighting controls to be installed in any building. Additional controls should be provided where deemed appropriate and where the installation of such controls can significantly reduce energy consumption. 2, All lighting controls, except automatic controls or those for special purpose applications which require trained operators or those which would pose a safety problem or security hazard, shall be installed so as to be readily accessible to personnel occupying or using the lighting. 3. The max. lighting power that may be controlled from a single switch or automatic control shall not exeed the that provided by a twenty ampere circuit loaded to no more than eighty percent. A master control may be installed provided the individual switches retain their capability to funtion independently. 4. All lighted spaces enclosed by walls of ceiling height partitions and with floor area less than foour hundred square feet shall be provided an individual lighting control or an occupant - sensing automatic control. 5. All lighted spaces with a floor ores greater than our hundred square feet shall be provided with controls to permit reducing the lighting by not more than one - half or occupant- sensing automatic controls. 6. All building areas greater than two hundred square feet where natural lighting is available shall be provided with individual controls, daylight, or occupant-sensing automatic controls which permit control of lights independent of general area lighting. Either Individual controls shall be provided for each row of luminars parallel to a window wall or controls shall be provided to reduce the lighting in at least two steps; the first being not more than one -half of luminars and the second being completely off, in The natural lighting area, For office and school occupancies, at a minimum, lighting serving a zone within twelve feet of a window wall or The zone between an interior wall and the ' - al - es - h• twely- e- shall , y with i provision, 7. All display, exhibition, or specialty lighting shall be controlled independently general area lighting. 8. All exterior building lighting, including facade lighting, parking lots, driveways, and walkways, shall be furnished with automatic controls to reduce or turn off all lights during periods of daylight hours except those required for f iafety and security. Sign lights shall be exempt from this provision. Reflected Ceiling Mari Note; 1, Lighting system circuiting and switchling is to be bidder designed to meet specifications, panel design, and applicable codes and requirements. See project manual. 2. Mechanical system is shown schematically and Is to be bidder designs to meet specifications, and applicable codes and requirements. 3. Verify number and location of supply registers w/ owner and tenant before proceeding with work. 4. Electrical, mechanical design /build contractors responsible for coordination w/ other systems to avoid conflict. 5. Provide draftstops above ceiling tile per IBC 717 (Nate: demising wall from floor to roof deck will provide proper draftstops). 6. Provide lateral force bracing for suspended ceiling per detail 20/A6.2. Special inspection is required. 7. Emergency back up lights shown in schematic design. Contractors to provide numbers and location of fixtures per City of Monroe jurisdiction. Coordinate with inspectors. 8. Contractors to provide plenum -rated equipment in all ceiling plenum spaces. MF,AN OF E ILL.UMIN,�TIQN 1005.1 Illumination required: The means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. 1006.2 Illumination level: The means of egress illumination level shall not be less than 1 foot-candle (11 lux) at the walking surface level 1006.3 Illumination emergency power. The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of power supply failure, an emergency electrical system shall automatically illuminate the following areas for a min. 00 minutes: 1. Aisles and unenclosed egress stairways in rooms and spaces that require two or more means of egress. 2. Corridors, exit enclosures and exit passageways in buildings required to have two or more exits. 3. Exterior egress components at other than the level of exit discharge until exit discharge is accomplished for buildings required to have two or more exits. 4. Interior exit discharge elements, in buildings required to have two or more exits. 5. Exterior landings, for exit discharge doorways in buildings required to have two or more exits. Notes: Final refeloted ceiling plan configurations for each separate suite will be submitted under Individual T.I. packages. Refer to A6.2 for T -Grid Detail 20. Elevator mechanical roam to be equiped with independent ventilation unit w/ connection to elevator standby power source. Elevator to be connected with a standby power source (max. 60 second transfer time from a power failure) r m a t b [ Y 2•1= FLOOR RCP REVIEWED FOR CODE COMPLIANCE DPQOVED S :r' 2 2 2810 City of Tukwila , N0�4 bO9(( RECEIVED AUG 232010 PERMIT CENTER MARK TYPE/MANUFACTURER REMARKS SYMBOL WATS LAMPS COUNT L1 24x48 Troffer Parabolic semispecular reflector 3- T8 2 -T8 BASEMENT 123 Total -/ L2 24x24 Troffer Parabolic semispecular reflector 2- 78 11 Total L HPS wall -pac security Tight 3 -TBX Comp Fir 3 Total i Arch. Sconce 2- Comp Fir 14 Total L Emergency Lighting Mount back -up battery to header. Per Standards 14 To LS Recessed Can -- 1- Comp Fir 8 Total EL. N/A Egress Lighting Circuit E Note: Lights designated with this symbol are a part of a backup emergency circuit. Circuit shall be powered by battery or generator per owners specs. in the event of power failure. Lighting Legend Lighting Switching 1. Lighting switching: Switching for building lighting systems shall be designed and installed to permit efficient use of energy and to permit maximum flexibility In the use of the Installed lighting. The following mandatory requirements represent the minimum lighting controls to be installed in cry building. Additional controls should be provided where deemed appropriate and where the installation of such controls can significantly reduce energy consumption. 2. All lighting controls, except automatic controls or those for special purpose applications which require trained operators or those which would pose a safety problem or security hazard, shall be Installed so as to be readily accessible to personnel occupying or using the lighting. 3. The max. lighting power that may be controlled from a single switch or automatic control shall not exeed the that provided by a twenty ampere circuit loaded to no more than eighty percent. A master control may be installed provided the individual switches retain their capability to funtion independently. 4. All lighted spaces enclosed by walls of ceiling height partitions and with floor area less than foour hundred square feet shall be provided an individual lighting control pr an occupant - sensing automatic control. 5. All lighted spaces with a floor area greater than four hundred square feet shall be provided with controls to permit reducing the lighting by not more than one -half or occupant- sensing automatic controls. Z. All building areas greater thou two hundred square feet where natural lighting Is available shall be provided with individual controls, daylight, or occupant - sensing automatic controls which permit control of lights independent of generol area lighting. Either individual controls shall be provided for each row ifiuminars parallel to a window wall or controls shall be provided to reduce the lighting In at least two steps; the first being not more than one -half gf` luminars and the second being completely off, in the natural lighting area. For office and school occupancies, at a minimum, lighting serving a zone wihln twelve feet of a window wall or the zone between on interior wall and the window wall of less than twelve feet sholl comply with this provis)on. 7. All display, exhibition, or specialty lighting shall be controlled independently of - -ner 8. All exterior building lighting, including focade lighting, parking lots, drivewa off all lights during periods of daylight hours except those required for Reflected Ceiling Ilan Notes 1. Lighting system circuiting and switchling is to be bidder designed to meet specifications, panel design, and applicable codes and requirements. See project manual. 2. Mechanical system is shown schematically and is to be bidder desig to meet specifications, and applicable codes and requirements. 3. Verify number and location of supply registers w/ owner and tenant before proceeding with work. 4. Electrical, mechanical design /build contractors responsible for coordination w/ other systems to avoid conflict. 5. Provide draftstops above ceiling tile per IBC 717 (Note: demising w from floor to roof deck will provide proper draftstops). O. Provide loterol force bracing for suspended ceiling per detail 20/A6.2. Special inspection is required. 7. Emergency back up lights shown in schematic design. Contractors t provide numbers and location of fixtures per City of Monroe jurisdiction. Coordinate with inspectors. a Contractors to provide plenum -rated equipment in all ceiling plenu spaces. ed area ii t' g. , and walkways, shall be furnished with automatic controls to reduce or turn . fety and security. Sign lights shall be exempt from this provision. MEANS OF E RES9 IL.LIJMINATION 1006.1 Illumination required: The means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress Is occupied. 1006.2 Illumination level: The means of egress illumination level shall not be less than 1 foot - candle (11 lux) at the walking surface level 1006.3 Illumination emergency power. s The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of power supply failure, an emergency electrical system shall automatically illuminate the following areas for a min. SO minutes: 1. ,Aisles and unenclosed egress stairways in rooms and spaces that require two or more means of egress. 2. Corridors, exit enclosures and exit passageways in buildings required to have two or more exits. 3. Exterior egress components at other than the level of exit discharge until exit discharge is accomplished for buildings required to have two or more exits. 4. Interior exit discharge elements, in buildings required to have two or more exits. 5. Exterior landings, for exit discharge doorways in buildings required to have two or more exits. Notes: Final refelcted ceiling plan configurations for each separate suite will be submitted under individual T.I. packages. Refer to A6.2 for T -Grid Detail 20. Elevator mechanical room to be equiped with independent ventilation unit w/ connection to elevator standby power source. Elevator to be connected with a standby power source (max. 6O second transfer time from a power failure) U '18' -C7" 18' -C7" I Cc) i ii i i �/ i I' Z ■ NMI III I ■ 11111.1111 • AMMO RE IEWED FOR CODE COMP Apooramn Ste 2 2, City 0 Tukwila ■ BUILDING DIVISION 3RD FLOOR F:Z=PP 18I -C7" N N0R4 RECEIVED AUG 232010 PERMIT CENTER tihiiih�ill�s EVE EYI', E G A �. ANDREW S. 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SOFFIT MATERIAL AND FINISH TO MATCH ALUMINUM SIDING Q ALUMINUM CLAD STRUCTURAL COLUMN BLACK ALUMINUM GUARD AND HANDRAIL ALUMINUM SIDING ON TRASH ENCLOSURE SCREEN WALL MECH YARD TOS ELEV. 425 1 m r EA tEE tE -F IO �C,�- L. ■ '1/8"_1' C," ROCKERY BEYOND \/. aa.oc 2 L a CANN : '1 /a "- 1' -C," - r Nymi PAINTED METAL SIDING BASE TRIM PAINTED METAL SIDING CORNER TRIM ALUMI ALUMINU SUPPORT PROVID AREAS ALUMIN KNOX BOX 5' AFF NEXT TO FIRE SPRINKLER RISER ROOM CLAD BEAM @ OPEN FRAME CLAD STRUCTURAL LUMN @ OPEN FRAME NTINUOUS VENTILATION TO ALL SOFFIT M CLAD STRUCTURAL COLUMN ALUMINUM SIDING ON 6' HIGH TRASH ENCLOSURE REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 2 2010 City of Tukwila BUILDING DIVISION 1.0 .CLEAR STAIN AND SEALED HORIZONTAL CEDAR SIDING (NATURAL .LOOK 2.4' HORIZONTAL HIGH SEAM METAL SIDING (MATT BLACK) 3.0, HORIZONTAL WOOD FASCIA CRETE (MATT BLACK) AL HIGH SEAM ALUMINUM SIDING (MATT BLACK) 7.0 "ALUMINUM CLAD STRUCTURAL COMPONANTS (BLACK BRONZE) 8.0 GALVINZED STEEL FINISH 9.0 BLUE- GREEN 1TED'GLAZING (TYP -C At.L._GLA2ING) -- REVISION N bO3(I6 RECEIVED AUG 2 3 2010 PERMIT CENTER Kr BY AVENUE "T., WA 9 2 () W lM b�tly {��rlt< }li[f't;ll)1; ANDREW S. 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CL1. • ,f0VeOrffe' e/p . •/;/•0%/W.U0.1M07, isvtC NH "071 C - , •-• IstafCINVH 1 • leg • • ..____..•••••• • •••••••••••• •• • • • • •• ••• •• • • • • •• • • • • • • •••• ••••• ••••••••••••••••••• • //7 •.:5 .5 - zeiz'gW >le>, — rifivr — ;skWrri>>>0.,APIfiki • :e / • 2L* * % • • - • • • • • • 4 •:•• • • 5 5 • • • • • • • • •••• / :•••: / • • • • • • • • • • / • 4 :4 4 1 0 1 Ii lit et 0 LII In In ime. • • • :•••. 0 Landscape Notes 1. REMOVE STAKING MATERLAL. AFTER ONE GROWING SEASON 2. TREES IN TURF AREAS -SHALL HAVE A 4 FT. DIA. CIRCLE CUT OUT OF GRASS AND COVERED W/ 2" DEPTH OF TOP DRESSING MULCH 3. A COMPLETE AND FULLY AUTOMATIC LANDSCAPE IRRIGATION SYSTEM TO BE ENGINEERED BY IRRIGATION CONTRACTOR FOR REVIEW AND APPROVAL BY ARCHITECT AND CITY OF TUKWILA PLANNING DEPARTMENT PRIOR TO INSTALLATION. IRRIGATION IS TO BS PROVIDED FOR ALL NATIVE SOIL. PLANTING AREAS, RAISED PLANTERS, AND OWNER PROVIDED CONTAINERIZED PLANTERS SUCH AS POTS AND HANGING PLANTERS. 4. PLANTING AREAS SHALL BE TILLED TO A DEPTH OF AT LEAST 1S INCHES. 5. TILL IN THREE NCHES OF COMPOST ACROSS ALL LANDSCAPE AREAS. MULCH IS BETULA PAPERIFERA 2" CALIPER TO BE AWAY FROM WOODY STEMS AND CROWNS OF PERENNIAL PLANTS. PAPER BIRCH Qty. AS SHOWN S. PLANTING PITS MUST BE ONLY THE DEPTH OF THE EXISTING ROOT BALL OR ELSE THE BOTTOM OF THE PLANTING PITS MUST BE COMPACTED PRIOR TO PLANTING TO INSURE THERE IS NO SETTLING OR AIR POCKETS. 7, ROOT BALLS OF POTTED AND B848 PL.ANTS MUST BE LOOSENED AND PRUNED AS SEQUOIA SEMPERVIRENS 9' -10' HT, NECESSARY TO ENSURE THERE ARE NO ENCIRCLING ROOTS PRIOR TO PLANTING. COASTAL REDWOOD Qty. AS a AT LEAST THE TOP HALF OF BURLAP AND ANY WIRE STRAPS ARE TO BE REMOVED FROM B.B PLANTS PRIOR TO PLANTING. PINUS CONTORTA VAR. CONTORTA MED 7-8' Ht. SHORE PINE Qty. AS SHOWN QUERCUS COCCINEA SCARLET OAK EUONYMOUS ALATUS (COMPACT) WINGED SPINDLEBUSH SEQUOIA SEMPERVIRENS COASTAL REDWOOD RHOS TYPHINA STAGHORN SUMAC ILEX CRENATA "CONVEXA" JAPANESE HOLLY BETULA PAPERIFERA LIRIODENDRON TULIPIFERA VIBURNUM PLACATUM VAR. TOMENTOSUM DOUBLEFILE VIBURNUM QUERCUS PALUSTRIS 2" C • - P " PIN OAK Qty. AS SHO PAPER BIRCH TULIP TREE PIN OAK GARPINUS BETULUS 1.5" OLUMNAR HORNBEAM Q LIRIODENDRON TULIPIFERA 3" CALIPER TULIP TREE Qty. AS SH VIBURNUM PLACATUM VAR. TOMENTOSUM 2" CALIPER . DOUBLEFILE VIBURNUM Qty. AS SHOWN munnumni Z/Tl%/llll %ll1.II % /.II7 CONTINUOUS SOLID F FT. HIGH CEDAR FENCE RHUS TYPHINA 5 GAL CONT. STAGHORN SUMAC Qty. AS SHOWN I�lar�ting =1-miedule Botanical Nome TREES BETULA PAPERIFERA GARPINUS BETULUS LIRIODENDRON TULIPIFERA PINUS CONTORTA VAR. CONTORTA QUERCUS COCCI QUERCUS PALUSTRIS SEQUOIA SEMPERVIRENS SHRUBS EUONYMOUS ALATUS (COMPACT) ILEX CRENATA PRUNUS LAUROCERASUS 'OTTO LUYKEN RHOS TYPHINA RUBUS PENTALOBUS 'EMERALD CARPET' ARCTOSTAPHYLOS UVA URSI QUERCUS COCCINEA 3" CALIPER SCARLET OAK, Qty. AS SHOWN .. .10111WMPIM di* .ew.. Common Narne PAPER BIRCH EUROPEAN HORNBEAM TULIP TREE SHORE PINE PIN OAK SCARLET OAK COASTAL REDWOOD Size /Spacing 2" CALIPER 2 CALIPER 3" CALIPER 7 -8' Ht. 3" CALIPER 13" CALIPER 1g-10 Ht. 1 WINGED SPINDLEBUSH 124" HT. JAPANESE HOLLY 124" HT. COMPACT LAUREL 24" HT. STAGHORN SUMAC :4-5' HT. CREEPING RUBUS 112 IN. OC. KINNIKINNICK 112 IN. OC. POINT REYES CREEPER 18 IN. OG. OWNER SELECTION I DESIGNATED AREAS BBB BBB BBB 15 GAL. CONT. 5 GAL. CONT. 5 GAL. CONT. 5 GAL. CONT. 5 GAL. CONT. 1 GAL. CONT. Quantity Q . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . PER PLAN PER PLAN PER PLAN PER PLAN PER PLAN ... .. ........ PER PLAN PER PLAN PER PLAN PER PLAN MED 7' -8' Ht. PINUS CONTORTA VAR. CONTORTA Qty. " AS SHOWN SHORE PINE PERIMETER LANDSCAPE BUFFER ZONE NOTE: PLANT MATERIAL MUST PE PLANTED WITHIN THIS ZONE AS TO QUALIFY AS PERIMETER LANDSCAPE BUFFER PLANTIN REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 2 2010 City of Tukwila BUILDING DIVISION RHUS TYPHINA 5 GAL CONT. STAGHORN SUMAC Qty, AS SHOWN RECEIVED AUG 23 2010 REVISION N IsNL7SC,4PE I=L,.4N- L.sNTINGs SCALE: 'I " _'10' -O" N 6q%- I I 0 ANDREW S. KO ACH STATE OF WASHINGTON 121 / R xl �C GAR 'OH M RE: PONSL / O Gf�l1MENT E P ©N$ ppg •RMIT'. UBMDIAL PowE P ?L.ES PERM ffl;4 TINT W Il*I HTS vL: E. ISIONS '3` t < ./4 Pi111.111 I ETAIN]t*l tfL L REU ' 11 01111STAR RI�'151�7N�; Ups IV15V'C�N 7/3O1 7 V R VI I N�a ONIDITION3 0, MW. uam giojamtionagiitintsw n rr1. Ilk�1 � s + ()LBY AVE EVERE F , WA 9'3201 I .t, c k� W »'ti I hilt °tL t�N7� �j t)O.1U{1 1.. 1 > 01410 SPREAD FOOTING SCHEDULE TYPE SIZE REINFORCING REMARKS F3.5 3'-6"SQx12"DP #5B © 12 "OC EW - - -- F4.5 4'- 6 "SQx15 "DP #5B Q 12 "OC EW - - -- F5.5 5'- 6 "SQx18 "DP #5B ® 10 "OC EW -- -- ALIGN BEAM W/ WALL ABOVE 23/32" SHTHG PER PLAN NOTES T /SHTHG PER ARCH STAIR LANDING FRAMING PLAN STAIR LANDING ■ ABOVE HGUM5.25 HGR 4" SLAB ON GRADE W/ #4 18 "OC EW CTRD P PLAN NOTES T/ISLAB = 59.50' HUC HGR 4/S4.2 STUD WALLS PER S2.2A 1'- 6 "Wx18 "DP THKND SLAB FTG W/ (2) #5 CONT TYP UNDER SHEAR WALLS 4/S4.2 STAIR 3/S3.2 ITS HGR 23/32" SHTHG PER PLAN NOTES T /SHTHG = 59.50' JI J 4" SLAB ON GRADE W/ #4 © 18 "OC EW CTRD PER PLAN NOTES T /SLAB VARIES PER ARCH 6/S4.1 5/S3. SIM 3.5 L J F4.5 rri U) w CD LU LJJ i_cH 1 z L - - - - o F4.5 1 CMSTC16 x 14' -0" STRAP `" SITS HGR N GL5 /8x21 F4.5 1/S4.2 GL5 /8x21. A 6/S4.1 !F3.5 _r- STUD WALLS PER S2.2A TYP 9/S4.1 3'- 0 "Wx18 "DP CONT FTG W/ (4) #5 T &B CONT & #5 T &B (4) 12 "OC TRANSV 4" SLAB ON GRADE W / =F #4 ® 18 "OC EW CTRD PER - PLAN NOTES T /SLAB = 59.50' CONC SITE RETAINING WALL PER 8/S3.4 LOC PER ARCH 0 1n 0 o FOUNDATION PLAN NOTES: FOUNDATION NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T /SLAB) ELEVATION PER PLAN. VERIFY T /SLAB ELEVATION PER CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE- DRAINING GRANULAR FILL PER GEOTECH REPORT. 5. TYPICAL TOP OF INTERIOR (T /INTERIOR) FOOTING ELEVATION = -0' -6" BELOW SLAB ON GRADE, UNO. TYPICAL TOP OF EXTERIOR (T /EXTERIOR) FOOTING ELEVATIONS = -1' -6" BELOW SLAB ON GRADE, UNO. 6. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND /OR STRUCTURAL FILL. SUBGRADE PREPARATION, STRUCTURAL FILL, FOOTING DRAINS, AND OTHER REQUIREMENTS PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES. 7. CJ INDICATES CONTROL JOINT PER PLAN. 8. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE- TREATED. 9. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 10. STEEL STAIRS SHALL BE BIDDER - DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 11. TYPICAL DETAILS PER: 1/S3.1 5/S3.1 7/S3.1 9/S3.1 4/S3.2 1/S3.2 3/S3.2 2/S3.2 TYPICAL CMU CONTROL JOINT DETAIL 11 & 12/S3.2 TYPICAL BASE PLATE CONFIGURATIONS 2 & 3/S3.3 TYPICAL HOLD -DOWN AT FOUNDATION STANDARD HOOKS AND BAR BENDS TYPICAL CONCRETE WALL OPENING REINFORCEMENT, TYPICAL STEPPED FOOTING DETAIL TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CMU TYPICAL REINFORCING IN CMU WALL TYPICAL CORNER REINFORCING AT CMU WALL FLOOR FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO FRAMING WITH 0.131 "0x2 NAILS © 6 "OC AT PANEL EDGES AND © 12 "OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1 /8" SPACE BETWEEN PANEL ENDS AND EDGES. BLOCK AND NAIL PANEL EDGES PER SCHEDULE. 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE - TREATED. 6. ALL 2x, DOUBLE 2x AND 4x HANGERS TO BE FACE MOUNT TYPE LUS, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS ARE SIMPSON HGLTV HANGERS, UNO. WOOD "I JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST SUPPLIER. "I" JOIST HANGERS TO BE FACE MOUNT SIMPSON IUS TYPE, UNO. 7. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS "DB" INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER PLAN ON LEVEL BELOW. 8. WOOD "1" JOISTS TO BE DESIGNED BY OTHERS. SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 9. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1) JOIST OVER SHEAR WALL (ADDITIONAL JOISTS MAY BE REQUIRED). 10. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24" ON ONE SIDE. 11. BEARING STUD, SHEAR WALL, HOLD - DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER THE STUD AND SHEAR WALL PLAN. 12. ADDITIONAL STAIR FRAMING INFORMATION PER 4 AND 8/S4.6. - REVIEWED FOR CODE COMPLIANCE APPPfVED SE' 2 2 2010 City of Tukwila BUILDING DIVISION City of Tukwila BUILDING DIVISION REVISION NO,y t)01 it RECEIVED CITY OF TUKWILA SEP 15 2010 PERMIT CENTER LEVEL 1 FOUNDATION AND FLOOR FRAMING PLAN SCALE: 1 /8 " =1' -0" ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT NOTE: DARKENED LINES DESIGNATE AREA OF WORK. 4 TILE HISTORIC SAM NICHOLS HOUSE 2115 CO_LBY AVENUE EVERETT., W 98201 www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 STRUCTURAL LEVEL FOUNDATION AND FLOOR FRAMING PLAN 090048- S22- L1.dwg 14- Sep -10 2:22 PM mseiser II 0 a N �:a rtruxloTSmuo a.� iitEMEM MEttal. MUM ,11T 3: u am s 7 -- saua,ouuuw PRIGYETZT:.Z=,S.,E.MMIT.HOI ra1T„t sa. a .Et.. ' t ZauEnrufiaRAfianx. STAI R arrom',um✓P,ouov omonnuvouuflmsuinoumuaoa ti ss/ ti N ti �ti <0 NN Q • • O ti 2W TYPICAL SHEAR WALL UNO IN SHEAR WALL SCHEDULE 2x6 ® 16 "OC 0 if) "co REVIE'W'ED FOR E CODE C a� 4p® SE? 2 2 2010 City al Tukwila BUILDING DIVISION STUD AND SHEAR WALL PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. 3. ALL INTERIOR NON — BEARING, NON— STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 4. SHEAR WALL AND NAILING REQUIREMENTS PER SHEAR WALL SCHEDULE 12/53.3. 5. TYPICAL SHEAR WALL ELEVATION PER 1/S3.3. 6. INDICATES HOLD— DOWN TYPE PER HOLD —DOWN SCHEDULE 10/53.3. 7. ANCHOR BOLTS TO BE 5 /8 "0 x 7" MINIMUM EMBEDMENT © 48 "OC UNO ON SHEAR WALL SCHEDULE. PROVIDE HOT— DIPPED GALVANIZED ANCHOR BOLTS AT PRESSURE— TREATED SILL PLATES. 8. TYPICAL DETAILS PER: 2/S3.3 TYPICAL HOLD— DOWN AT FOUNDATION — INTERIOR THICKENED SLAB 3/S3.3 TYPICAL HOLD —DOWN AT FOUNDATION — CONCRETE STEMWALL 1/S4.1 TYPICAL PLATE SPLICE DETAIL ON N0, `1 b09- tt6 INDICATES LOCATION OF HOLD —DOWN RECEIVED CITY OF TUKWILA SEP 15 2010 PERMIT CENTER LEVEL 1 STUD AND SHEAR WALL PLAN SCALE: 1 /8 " =1' -0" ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT NOTE: DARKENED LINES DESIGNATE AREA OF WORK. THE HISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EVER TT, WM8201 www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 SHEET TITLE: STRUCTURAL LEVEL 1 STUD AND SHEAR WALL PLAN 090048— S22A— L1.dwg 14— Sep -10 1:38 PM sbrown 11 S4.3 TYP UNO GRID A CMTC16 14' 0" STRAP, TYP 8/S4.1 L6x6x x 4" BEARING SEAT FOR PSL3 /2x14. WELD TO HSS COL W/ PSL3 1 /4" FILLET WELD T &B. CONN TO PSL W/ (2) SDS /4x4 SCREWS @ 2 "GA, TYP AT GRIDS 1 & 2 9 S2.3 STAIR LANDING ABOVE PSL3 /2x14 HUCQ HGR INSTALL UPSIDE DOWN HTS 16 (PSL TO GL) G. /8Z B -HTS16 I (PSL TO GL) HUCQ HGR TYP EA END- 4/S4.2 CMSTC16 STRAP ,2x14 ir GL5 /Rx21 DB 4/S4.2 PSL5 /4x18 r 1!2112, HGUS HGR H =26" TYP EA END LSL1 /4x14 RIM 4/S4.2 HSS4x4x /2 OUTRIGGER N PER 3/S4.2 TYP AT RING BEAM c) 8/S4.5 E HUCQ HGR INSTALL UPSIDE DOWN x c0 23/32" SHTHG. PER PLAN NOTES T /SHTHG PER ARCH STAIR LANDING FRAMING PLAN 6x12 RING BEAM SHADED AREA INDICATES BLOCK DIAPHRAGM. NAIL PANEL EDGES @ 4 "OC PSL5 /4x1.6 2x6 FLAT BLKG PAST SHEAR WALL BELOW N SHADED AREA INDICATES BLOCK DIAPHRAGM. NAIL PANEL EDGES @ 4 "OC r) 6x12 RING BEAM 8/S4.5 6x12 RING BEAM c) X 8/S4.2 X 23 /32" SHTHG PER PLAN NOTES T /SHTHG = 71.50' — HSS4x4x OUTRIGGER — PER -3i ER—VS—C-2— TYP AT RING BEAM Aik oo X 7/S4.5 ALIGN JOIST W/ SHEAR WALL BELOW 2x6 FLAT BLKG PAST SHEAR WALL BELOW FLOOR FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN. CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO FRAMING WITH 0.131 "0x2 NAILS © 6 "OC AT PANEL EDGES AND @ 12 "OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1 /8" SPACE BETWEEN PANEL ENDS AND EDGES. BLOCK AND NAIL PANEL EDGES PER SCHEDULE. 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE— TREATED. 6. ALL 2x, DOUBLE 2x AND 4x HANGERS TO BE FACE MOUNT TYPE LUS, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS ARE SIMPSON HGLTV HANGERS, UNO. WOOD "I" JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST SUPPLIER. "I" JOIST HANGERS TO BE FACE MOUNT SIMPSON IUS TYPE, UNO. 7. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS "DB" INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER PLAN ON LEVEL BELOW. 8. WOOD "I" JOISTS TO BE DESIGNED BY OTHERS. SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 9. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1) JOIST OVER SHEAR WALL (ADDITIONAL JOISTS MAY BE REQUIRED). 10. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24" ON ONE SIDE. 11. BEARING STUD, SHEAR WALL, HOLD —DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER THE STUD AND SHEAR WALL PLAN. 12. ADDITIONAL STAIR FRAMING INFORMATION PER 4 AND 8/S4.6. REVISION N0. REVIEWED FOR CODE COMPLIANCE ADM :MED Sr 2 2 2010 City of Tukwila BUILDING fIVISICN LEVEL 2 FLOOR FRAMING PLAN SCALE: 1 /8 " =1' -0" ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT RECEIVED CITY OF TUKWILA NOTE: SEP 1 5 2010 D AREA ARK OF ENED W L DESIGNATE RK. PERMIT CENTER THE I-IISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EVER 'T'T, WA98201 www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 SHEET TITLE: STRUCTURAL LEVEL 2 FLOOR FRAMING PLAN 090048— S23— L2.dwg 14— Sep -10 2:36 PM mseiser I I 0 U N 0 a_ M EV WO NUM P1.tl1WNYpi:GZUBGJU3YpJ'1 k i =.x3:` ..* r %e4RV a n ,4 lm11".920 Eft , 11 BWZ TYPICAL SHEAR WALL UNO IN SHEAR WALL SCHEDULE 2x6 © 16 "OC 0 LC) 10 STUD AND SHEAR WALL PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. 3. ALL INTERIOR NON — BEARING, NON — STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 4. SHEAR WALL AND NAILING REQUIREMENTS PER SHEAR WALL SCHEDULE 12/S3.3. 5. TYPICAL SHEAR WALL ELEVATION PER 1/S3.3. 6. 7 INDICATES HOLD —DOWN TYPE PER HOLD —DOWN SCHEDULE 10/53.3. 7. ANCHOR BOLTS TO BE 5 /8 "0 x 7" MINIMUM EMBEDMENT © 48 "OC UNO ON SHEAR WALL SCHEDULE. PROVIDE HOT— DIPPED GALVANIZED ANCHOR BOLTS AT PRESSURE— TREATED SILL PLATES. 8. TYPICAL DETAILS PER: 2/S3.3 TYPICAL HOLD —DOWN AT FOUNDATION — INTERIOR THICKENED SLAB 3/S3.3 TYPICAL HOLD —DOWN AT FOUNDATION — CONCRETE STEMWALL 1/S4.1 TYPICAL PLATE SPLICE DETAIL REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 2 2010 City of Tukwila BUILDING DIVISION BEVI:ICN NO.4_ i . b INDICATES LOCATION OF HOLD —DOWN RECEIVED CITY OF TUKWILA SEP 15 2010 PERMIT CENTER ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT NOTE: DARKENED LINES DESIGNATE AREA OF WORK. LEVEL 2 STUD AND SHEAR WALL PLAN SCALE: 1 /8 " =1' -0" THE HISTORIC SAM NICHOLS HOUSE 2115 COL1.R_. Y AVENUE EVERETT, TT, WA98201 www.kovacharchitects.com Voice 425.259.0609 Fax 425,745.0897 STRUCTURAL LEVEL 2 STUD AND SHEAR WALL PLAN 090048— S23A— L2.dwg 14— Sep -10 1:39 PM sbrown 11 U V) O d c6x6x x 4" BEARING SEAT FOR PSL31 /2x14 PSL3 WELD TO HSS COL W/ 1 /4" FILLET WELD T &B. CONN TO PSL W/ (2) SDS /4x4 SCREWS 2 "GA, TYP AT GRIDS 1 & 2 W T CMSTC16 x STRAP, TYP TYP UNO GRID A HUCQ HGR INSTALL UPSIDE DOWN TYP HUCQ HGR INSTALL UPSIDE DOWN 4/S4.2 8/S4.5 J 0 J N 0_ 1 HUCQ HGR Lo INSTALL vi UPSIDE DOWN U) 1 HGU HGR TYP EA END PSL5 1 /4x 16 2x6 FLAT BLKG PAST SHEAR WALL BELOW LSL1 /4x 14 SHADED IAREA INDICATES BLOCK DIAPHRAGM. NAIL PANEL EDGES © 4 "OC— SHADED AREA INDICATES BLOCK DIAPHRAGM. NAIL PANEL EDGES ® 4 "OC N) LSL3 /4 N r) 6' -0" x EN J !Z 12/S4.5 SIM 23 /32" SHTHG PER PLAN NOTES T /SHTHG = 83.50' 8/S4.2 7/S4.5 HUCQ HGR INSTALL UPSIDE DOWN ALIGN JOIST W/ SHEAR WALL BELOW 2x6 FLAT BLKG PAST SHEAR WALL BELOW 10 0 0 • 0 ar FLOOR FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO FRAMING WITH 0.131"0x2 NAILS @ 6 "OC AT PANEL EDGES AND © 12 "OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1 /8" SPACE BETWEEN PANEL ENDS AND EDGES. BLOCK AND NAIL PANEL EDGES PER SCHEDULE. 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE — TREATED. 6. ALL 2x, DOUBLE 2x AND 4x HANGERS TO BE FACE MOUNT TYPE LUS, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS ARE SIMPSON HGLTV HANGERS, UNO. WOOD "I" JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST SUPPLIER. "I" JOIST HANGERS TO BE FACE MOUNT SIMPSON IUS TYPE, UNO. 7. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS "DB" INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER PLAN ON LEVEL BELOW. 8. WOOD "I" JOISTS TO BE DESIGNED BY OTHERS. SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 9. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1) JOIST OVER SHEAR WALL (ADDITIONAL JOISTS MAY BE REQUIRED). 10. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24" ON ONE SIDE. 11. BEARING STUD, SHEAR WALL, HOLD — DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER THE STUD AND SHEAR WALL PLAN. 12. ADDITIONAL STAIR FRAMING INFORMATION PER 4 AND 8/S4.6. REVISICN Nq :!i poi- <<o C Op VIEWED FOR A ECOM PLIANCE SEP 2 2 2010 City of Tukwila B U 1LQrNGnVi,�r nn LEVEL 3 FLOOR FRAMING PLAN SCALE: 1 /8"=1' —0" ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT RECEIVED CITY OF TUKWILA NOTE: SEP 15 2010 DARKENED LINES DESIGNATE AREA OF WORK. PERMIT CENTER TIIE HISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE V.1 RETT pi98201 www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 STRUCTURAL LEVEL 3 FLOOR FRAMING PLAN 090048— S24— L3.dwg 14— Sep -10 2:36 PM mseiser 11 0 U U) O d Qp c co cot t) c6sa,w�ae€: s 1 Nat _W � o +; 0 TYPICAL SHEAR WALL UNO IN SHEAR WALL SCHEDULE 2x6 © 16 "OC 0 U STUD AND SHEAR WALL PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. 3. ALL INTERIOR NON — BEARING, NON— STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 4. SHEAR WALL AND NAILING REQUIREMENTS PER SHEAR WALL SCHEDULE 12/S3.3. 5. TYPICAL SHEAR WALL ELEVATION PER 1/S3.3. O 6. d INDICATES HOLD —DOWN TYPE PER HOLD —DOWN SCHEDULE 10/53.3. 7. ANCHOR BOLTS TO BE 5 /8 "0 x 7" MINIMUM EMBEDMENT © 48 "OC UNO ON SHEAR WALL SCHEDULE. PROVIDE HOT— DIPPED GALVANIZED ANCHOR BOLTS AT PRESSURE— TREATED SILL PLATES. 8. TYPICAL DETAILS PER: 2/S3.3 TYPICAL HOLD —DOWN AT FOUNDATION — INTERIOR THICKENED SLAB 3/S3.3 TYPICAL HOLD —DOWN AT FOUNDATION — CONCRETE STEMWALL 1/S4.1 TYPICAL PLATE SPLICE DETAIL REVISION N0.1 bo REVIEWED F--.' CODE CO 4 roam/ED MPLIANC SIP 2 2 2010 City of Tukwila BUILDING DIVISION 11 INDICATES LOCATION OF HOLD —DOWN RECEIVED CITY OF TUKIMLA SFp 15 2010 PERMIT CENTER ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT NOTE: DARKENED LINES DESIGNATE AREA OF WORK. LEVEL 3 STUD AND SHEAR WALL PLAN SCALE: 4 /8 " =1' -0" THE HISTORIC SAM NICHOLS HOUSE 2115 COL. Y AVENUE EVERETT, WA98201 www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 SHEET TITLE: STRUCTURAL LEVEL 3 STUD AND SHEAR WALL PLAN 090048— S24A— L3.dwg 14— Sep -10 2:31 PM mseiser 0 U N d 1 -7 W/ (2) 3 /4 "0 A307 BOLTS V 1 /4 BEARING 1 1 /4 NOTE: USE EMBED PL -9" AT SIM. GL BEAM AT CONCRETE WALL e PT PLATE PER PLAN -(2) 5 /8 x 30" D2L BARS 4 "OC - EMBED 1 -9" W/ (4) 3 /4''0 x 8" WHS ® 6'OC CONC WALL PER PLAN ADDL (4) #5 VERT W/ #3 TIES © 8 OC SCALE: 1"=1'-0" STRAP PER PLAN - <1. �a - t x X STUD WALL CONT PER PLAN EDGE NAILING PER PLAN STUD WALL & SHTHG PER PLAN WITH OR WITHOUT STRAP TIE PLAN - INTERSECTING SHEAR WALLS EDGE NAILING FULL HEIGHT OF STUD STUD OR POST PER HD SCHED STAGG 0.148 "0x3 NAILS PER SHEAR WALL SCHED (PLATE ATTACHMENT) SCALE: 1"=1'-0" NOTE: ADDITIONAL FRAMING NOT SHOWN FOR CLARITY. RING BEAM TO COLUMN CONNECTION 06021M SHEAR WALL SHTHG WHERE APPLIES — TOPPING PER ARCH CLIPS PER SHEAR WALL SCHED SHEAR WALL SHTHG WHERE APPLIES —, HD STRAP PER PLAN (2) STRAPS IF REQD. NAILING PER HD SCHED POST PER PLAN STUD WALL & SHTHG PER PLAN SHTHG & NAILING WHERE APPLIES r EDGE NAILING PER SHEAR WALL SCHED AS REQD COL PER PLAN 1 /4 /4 A l PER PLAN III rl -Al IgrAr WAWA V I /A mittmleck 111111 2x STUD WITH OR WITHOUT STRAP TIE 7 ,, 1y" TYP SECTION PLATE ATTACHMENT PER SHEAR WALL SCHED DIAPHRAGM EDGE NAILING AT SHEAR WALL BELOW PER PLAN JOIST PER PLAN W/ HGR & WEB STIFFENERS PER JOIST MFR, TYP BEAM PER PLAN STUD WALL & SHTHG PER PLAN INTERIOR WALL PERPENDICULAR TO FLOOR JOISTS BEAM PER PLAN OUTRIGGER PER PLAN RING BEAM PER PLAN R -10" W/ (4) 5 /8 "0 x 5" LAG SCREWS SCALE: 17=1'-0" SCALE: 1"=1' –0" EDGE NAILING PER SHEAR WALL SCHED STUD WALL & SHTHG PER PLAN 1 T /SHTHG PER PLAN PLAN - INTERSECTING SHEAR WALLS AT INTERIOR BEAMS SCALE: 1"=1'-0" • SION MO.: SHEAR WALL SHTHG WHERE APPLIES —may 2x6 W/ (6) 0.131 "0 x 3 NAILS DIAPHRAGM EDGE NAILING PER PLAN bog ItO TOPPING PER ARCH T /SHTHG PER PLAN JOIST PER PLAN 2x4 W/ (4) 0.131 "0 x3 NAILS BLKG ® 48 "OC SHEAR WALL SHTHG WHERE APPLIES WALL PARALLEL TO FLOOR JOIST SHEAR WALL SHTHG WHERE APPLIES TOPPING PER ARCH T /SHTHG IP PER PL JOIST PER PLAN W/ HGR & WEB STIFFENERS PER JOIST MFR, TYP SHEAR WALL SHTHG WHERE APPLIES STUD WALL & SHTHG PER PLAN PLATE ATTACHMENT PER SHEAR WALL SCHED DIAPHRAGM EDGE NAILING AT SHEAR WALL BELOW PER PLAN A35 CLIP CLIP PER SHEAR WALL SCHED REVIEWEC -° CODE COMPLIANCE APDQAVED SELP222010 City of Tukwila BUILDING DIVISION PLATE ATTACHMENT PER SHEAR WALL SCHED EXTERIOR WALL PERPENDICULAR TO FLOOR JOISTS 06002M .7\ HILTI X –EDNI © 8 "OC COL PER PLAN (2) 2x STUDS W/ PANEL EDGE NAILING ENTIRE STUD HEIGHT PER SHEAR WALL SCHED STUD WALL & SHTHG PER PLAN WALLS AT CORNER HILTI X –EDNI 8 "OC COL PER PLAN 1 /4 WALL AT END C (2) 2x STUDS W/ PANEL EDGE NAILING ENTIRE STUD HEIGHT PER SHEAR WALL SCHED 5 /8 "0 THRD ROD CO 24 "OC MAX STUD WALL & SHTHG PER PLAN SHEAR WALL SHTHG & NAILING WHERE APPLIES / (2) 2x STUDS W/ PANEL EDGE NAILING ENTIRE STUD HEIGHT PER SHEAR WALL SCHED w � I►WI1V�� 5 /8 "0 THRD ROD © 24 "OC MAX STUD WALL & SHTHG PER PLAN SHEAR WALL SHTHG & NAILING WHERE APPLIES -BEAM PER PLAN CLIPS PER SHEAR WALL SCHED -STUD WALL & SHTHG PER PLAN SCALE: 1"71'-0" CITY QF TUKWILA SFP 15 2010 PERMIT CENTER PLAN - INTERSECTING SHEAR WALLS AT HSS COLUMN SCALE: 1"=1'-0" Ull o J c .,J O < LEE oco W 5 z g'; r . (,),„ E , 0 • 8 . 0 I— co N © O N _8 N u- LJS W p N Z > ZS w J C O J W f= / Fr) J Z CM W mC �U w IY THE HISTORIC SAM NICIIOLS HOUSE www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 STRUCTURAL FLOOR FRAMING DETAILS 090048— S42.dwg 14— Sep -10 1:40 PM sbrown 11 0 U 0 a STRINGER SCHEDULE MAXIMUM ALLOWABLE HORIZONTAL SPAN LENGTH 2x12 STRINGER SPACING LIVE LOAD 100PSF UNREINFORCED 16 'OC 6' -2" 12 "OC 8' -6" REINFORCED 16 "OC 8' -6" 12 "OC 9' -10" BEAM PER PLAN LSSU210 AT TOP & LUS28 AT BOT OF STRINGER, TYP 23/32" STRUCT SHTHG AT TREAD, GLUED & NAILED TO STRINGER W/ (3) 0.131 "0x2 NAILS 19 /32 STRUCT SHTHG AT RISER, GLUED & NAILED TO STRINGER W/ (3) 0.131"0x2 NAILS HANDRAIL PER ARCH PT 2x4 PLATE W/ PAF © 12 "OC TYPICAL INTERIOR STAIRWAY - ELEVATION 06300 4 30LB BLDG PAPER BTWN CONC & WOOD FRAMING a., a \ TREADS PER ARCH 2x6 REINFORCEMENT AT EA STRINGER PER SCHED & [06301] 2x12 STRINGER PER SCHED HDR PER PLAN 23/32" SHTHG AT LANDING JOIST PER PLAN LSSU21O STUD WALL PER PLAN, TYP LANDING PER ARCH b 69 -1 PER PLAN T /SHTHG PER PLAN TYPICAL INTERIOR STAIRWAY SECTION AT SLOPED STRINGERS T /SHTHG T /SLAB PER PLAN 06301 SCALE: 1 " =1'— 1 REVIEWED FOR CODE COMPLIANCE , nloort11F City of Tukwfl0 i i ovrw • SCALE: NONE REVISION NO1 23/32" STRUCT SHTHG AT TREAD NAIL SIDE STRINGER TO 2x WALL W/ (2) 0.148 "0x3 NAILS PER STUD 2x12 STRINGERS PER [06300] NAIL 2x6 TO STRINGER W/ (2) ROWS 0.148"0x3 NAILS © 16 "OC STAGG STUD WALL & SHTHG PER PLAN, TYP ,f RECEIVD CITY OF TI I LA SEP 15 2010 PERMIT CENTER o M o o N � c rn O F— 00 W C/) E 0 C m _- • W < N d O (1,.- �w i � Z> - W J m 8 O w O = co w: co p W '— m Q THE HISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EVERETT, WA922O1 AIA, NCARB www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 0 0 7 U L. a) 0 6 0 0 (n c 0 D CD C' a) a) . a) CL' U O w O (1) Amo Q • max* 00M n:.7 Q SHEET TITLE: STRUCTURAL FRAMING DE TAI LS SHEET NO S4.6 090048— S46.dwg 14— Sep -10 1:38 PM mseiser 01410 SPREAD FOOTING SCHEDULE TYPE SIZE REINFORCING REMARKS F3.5 3'- 6 "SQx12 "DP #5B @ 12 "OC EW - --- F4.5 4'- 6 "SQx15 "DP #5B @ 12 "OC EW - --- F5.5 5'- 6 "SQx18 "DP #5B @ 10 "OC EW - - -- 8 "W CONC WALL W/ #5 @ 12 "OC EW CTRD STEP IN T /WALL 3'- 6 "Wx18 "DP CONT FTG W/ (4) #5 T &B CONT & #5 T &B @ 12 "OC TRANSV 10 "W CONC WALL W/ 1 #6 VERT @ 10 "OC OF & #5 HORIZ @ 12 "OC OF 1 & #5 @12 "OCEW IF 1 TYP ALONG GRID A 6'- 4 "Wx18 "DP CONT FTG W/ (5) #5 T &B CONT, #5 T &B @ 12 "OC TRANSV L I I: II- 42.00' 4" SLAB ON GRADE W/ #4 @ 18 EW CTRD PER PLA NOTES T /SLAB = 47.00' rafflIMMIMLOOMMI IR£££E£Ii£RRI:n: £££S'R£££$33RSRRIRi1 RR PM 42.00' 8" CONC WALL BELOW W/ #5 © 12 "OC EW CTRD 'PER' ARCH TYPi r 3' -0" I~� 1 48 "SQx18 "DP CONC FTG W/ (5) #5 T &B EW, TYF! AT GRIDS B & D-. CJ 0 0 L m ov0 L STEP IN T /WALL r 6/S3.1" -_ �j I I �ITII i1 . i I`i l �� �Il'I �� I �i 11'- r L_L F5.5 r 0 x N 2x6 STUDS @ 16 "OC TYP BTWN GRIDS B & D 18 "SQ CONC PLINTH !� W/ (4) #5 VERT W/ STD HOOK & #4 TIES © 12 "OC SEPARATE PERMIT REQUIRED FOR: Mechanical Electrical Plumbing Gas Piping City of Tukwila 1 BUILDING DIVISION 72' -0" 18' -0" Ais cg- to oos 2 ry NN C p`.2 £ � ° F,P � qT SLAB 8/S3.1 z N o <¢ CO I- c_) °o CN lc) Q on Lo to L � r 0 0 TYP L__ 8 "W CONC WALL W/ 5 @ 12 "OC EW CTRD F5.5 18' -0" 1) Lo cki o Z O STEP IN .e._'.._e_.._,.. _..... T.. WALL 12 "W CONC WALL W/ #7 VERT CO 6 "OC OF & #5 HORIZ @ 12 "OC OF & #5 @12 "OCEW IF TYP ALONG GRID 2 T I J LL STEP IN T /WALL 1 3'- 0 "Wx18 "DP CONT i FTG W/ (4) #5 T &B CONT & #5 T &B @ 112 "OC TRANSV ii1II II `F 10 "W CONC WALL W/ #6 VERT @ 10 "OC OF & #5 HORIZ @ 12 "OC OF & #5 © 12 "OC EW IF TYP ALONG GRID E 4'- 10 "Wx18 "DP CONT FTG W/ (4) #5 T &B CONT, #5 T &B @ 12 "OC TRANSV 12/S3.1 TYP UNO J ; ' 13'- 0 "Wx18 "DP CONT 1 ! FTG W/ (4) #5 T &B ;; i CONT & #5 T &B @ 12 "OC TRANSV In 0o 0o 00 PLANNING APPROVED • No changes can be mute to these plans without approval from the Planning Division of DCD FOUNDATION NOTES: REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. FOUNDATION PLAN NOTES: STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T /SLAB) ELEVATION PER PLAN. VERIFY T /SLAB ELEVATION PER CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE - DRAINING GRANULAR FILL PER GEOTECH REPORT. 5. TYPICAL TOP OF INTERIOR (T /INTERIOR) FOOTING ELEVATION = -0' -6" BELOW SLAB ON GRADE, UNO. TYPICAL TOP OF EXTERIOR (T /EXTERIOR) FOOTING ELEVATIONS = -1' -6" BELOW SLAB ON GRADE, UNO. 6. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND /OR STRUCTURAL FILL. SUBGRADE PREPARATION, STRUCTURAL FILL, FOOTING DRAINS, AND OTHER REQUIREMENTS PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES. 7. CJ INDICATES CONTROL JOINT PER PLAN. 8. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE - TREATED. 9. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 10. STEEL STAIRS SHALL BE BIDDER - DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 11. TYPICAL DETAILS PER: 1/S3.1 STANDARD HOOKS AND BAR BENDS 5/S3.1 TYPICAL CONCRETE WALL OPENING REINFORCEMENT 7/S3.1 TYPICAL STEPPED FOOTING DETAIL 9/53.1 4/S3.2 1/S3.2 3/S3.2 2/S3.2 11 & 12/S3.2 2 & 3/S3.3 TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE ---W- TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR C f'j1U R EVIEWED FOR CODE COMPLIANCE TYPICAL REINFORCING IN CMU WALL TYPICAL CORNER REINFORCING AT CMU WALL APPROVED TYPICAL CMU CONTROL JOINT DETAIL TYPICAL BASE PLATE CONFIGURATIONS AUG 17 2010 TYPICAL HOLD -DOWN AT FOUNDATION FILE COPY p N . \2O\ Plan review approval is ambled to errors and omissions. Approval of construction documents does not authorize Receipt tine violation of any adapted code or o i� owledged� of approv and s \� ) \i\O Date: ' � ` ►� 1 i ► AO City Of lbkwila BUILDING DIVISION p 09- I1 REVISION NO;3._ Cityti • 11R BUILDING ► ' SIGN RECEIVED AUG 042010 PERMIT CENTER BASEMENT FOUNDATION PLAN SCALE: 1 /8 " =1' -0" ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT NOTE: DARKENED LINES DESIGNATE AREA OF WORK. THE IEIISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EVERETT, WA98201 www.kovacharchitects.com Voice 425259.0609 Fax 425.745.0897 SHEET TITLE: STRUCTURAL BASEMENT FOUNDATION PLAN 090048- S21 -B.dwg 4- Aug -10 10:49 AM sbrown 0 0 0, 0 d TYPICAL ANCHOR BOLT SCHEDULE INSTALLATION TYPE CAST –IN –PLACE (PRE – AUTHORIZED) [2] DRILL –IN– OPTIONS (SUBMITTAL REQUIRED) [3] BOLT TYPE STANDARD J –BOLT HEADED ANCHOR THREADED ROD ANCHOR 3/16" SIMPSON "SSTB" ANCHOR BOLT ADHESIVE ANCHOR EXPANSION ANCHOR 1/4 > = 7 /8 " 5 /16 " x N f <TACK SI I I I I 1 L.1 NOT ALLOWED AT P -T SLAB a LIMITS 5 /8"0 MAX 5 /8 "0 THRU 21/2'10 FOR WOOD FRAME ONLY 5/8 "0 THRU 1"0 DIA = ANCHOR BOLT DIAMETER (NOMINAL) TABLE 1 BASEPLATE "F" OR FLANGE FILLET THICKNESS * SIZE 3/8 ", 1/2" 3/16" 5/8 ", 3/4" 1/4" > = 7 /8 " 5 /16 " TABLE 1 TABLE 1 "F" "F" BASEPLATE FILLET THICKNESS SIZE 3/8' 1 /2 " 3 /16 " 5/8 ", 3/4 1/4 > = 7 /8 " 5 /16 " TABLE 1 BASEPLATE "F" OR FLANGE FILLET THICKNESS * SIZE 3 /8 ", 1 /2 " 3 /16 " 5/8 ", 3/4" 1/4" > = 7 /8 " 5 /16 " 03203 T /SLAB PER PLAN STUD WALL SHTHG PER PLAN AT SIM 24" DOWELS x I TO MATCH SLAB REINF SOG & REINF PER PLAN-- STEEP AS POSSIBLE zt -J J U PER PLAN TYPICAL THICKENED SLAB EDGE FOOTING STUD WALL & SHTHG PER PLAN PT PLATE W/ AB'S PER PLAN AT SIM #5 CONT FIN GRADE REINF PER PLAN SCALE: 3 /4 " =1' -0" 03020M 01901 05003 0 � U 0z 0_ V T /SLAB PER PLAN z w 0_ 0 z w 0 SIZE PER TABLE 1 TYP SIZE PER TABLE 1 TYP SHEAR WALL SHTHG WHERE APPLIES— F /WALL 1Y PER PLAN COL COL STUD WALL & SHTHG PER PLAN TYP PLAN - CORNER COLUMN PLAN - EXTERIOR COLUMN PT PLATE W/ AB'S PER PLAN SOG & REINF PER PLAN REINF PER PLAN NOTE: 1. COLD JOINT BETWEEN FOOTING AND SLAB NOT PERMITTED. 2. INCREASE THICKENED SLAB DEPTH AS REQD AT HOLDOWN ANCHOR BOLTS. INTERIOR THICKENED SLAB FOOTING AT STUD WALL NOTES: [1] CONTRACTOR SHALL DETERMINE THE REQUIRED THREAD PROJECTION SUITABLE FOR THE THICKNESS OF MATERIAL BEING FASTENED PLUS GROUT ALLOWANCE, IF ANY, AND CONSTRUCTION TOLERANCES, UNO. [2] CONTRACTOR MAY SELECT APPROPRIATE CAST –IN -PLACE ANCHOR BOLT OPTION WITHOUT SUBMITTAL. [3] DRILL –IN OPTIONS ARE NOT APPROPRIATE AT ALL CONDITIONS. IF DRILL –IN METHOD IS PREFERRED, SUBMIT MANUFACTURER'S INFORMATION, ALLOWABLE LOAD VS. EMBEDMENT DATA AND LOCATIONS OF WHERE SUBSTITUTIONS ARE REQUESTED. ENGINEER WILL DETERMINE IF SUBSTITUTION IS APPROPRIATE FOR LOCATION AND LOADING. [4] EMBEDMENT OF DRILL –IN ANCHORS SHALL BE PER ENGINEER'S SUBMITTAL REVIEW COMMENTS. EMBEDMENT SHALL BE (9) NINE TIMES THE NOMINAL ANCHOR DIAMETER, UNO. [5] AT PRESSURE TREATED SILLS, PROVIDE HOT DIPPED GALVANIZED OR STAINLESS STEEL ANCHORS. TYPICAL ANCHOR BOLT SCHEDULE J U CC J 0 SCALE: 3 /4 " =1' -0" SCALE: NONE -J COL PER PLAN BASER /4x8x0' -8" COL PER PLAN BASEI /4x8x0' -8" TYPICAL BASEPLATE TO FOOTING CONNECTION - HSS COLUMN T /SLAB PER PLAN SIZE PER TABLE 1, SEE NOTE 2 T /CONC PER PLAN SIZE PER TABLE 1 TYP T /FTG PER PLAN w O- M w m w STUD WALL SHIHG PER PLAN * MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF BASEPLATE 24" DOWELS x 1 TO MATCH SLAB REINF TYP - w SOG & REINF = PER PLAN-- - n .a NOTE: INCREASE THICKENED SLAB DEPTH AS REQD AT HOLDOWN ANCHOR BOLTS. THICKENED SLAB EDGE CONNECTION 0 C<1 CC 0 0 w J 0 w 0 L7 CC -J 0 rry CONC WALL PER PLAN– PLAN PLAN PER PLAN NOTES: 1. WELDED HEADED STUDS LONGER THAN 8" SHALL BE PIGGYBACKED PER MANUFACTURES RECOMMENDATIONS. PLAN - INTERIOR COLUMN R COL PLAN C COL COL & EMBED R PER PLAN PT PLATE W/ AB'S PER PLAN 1 /2"� x 1' -6" SMOOTH DOWEL CP 18 "OC SOG & REINF PER PLAN REINF PER PLAN, TYP SCALE: 3 /4 " =1' -0" EMBED R W/ WHS COL PER PLAN CONC WALL PER PLAN COL PER PLAN EMBED R -2" W/ (4) (4) 5 /8 "0 x 8" WHS PER NOTE 1 2. WHERE EMBED PLATE IS NOT LEVEL, FILLET WELD SIZE SHALL BE INCREASED BY THE AMOUNT OF THE GAP CREATED WHEN COLUMN IS PLUMB. TYPICAL BASEPLATE TO CONCRETE WALL - HSS COLUMN 05040M SCALE: 1"=1'-0" COL PER PLAN BASER /4x8x0' -8" 1 "0 GROUT HOLE (OPTIONAL) COL PER PLAN 1" NON– SHRINK GROUT, MIN (4) 3/4"� A36/A307 AB'S W/ HEX NUTS & WASHERS UNO. TYPICAL ANCHOR BOLT SCHEDULE PER 6/S3.2 SCALE: 1"=1'-0" 0 CONC PILASTER PER PLAN VERT REINF PER PLAN TIES PER PLAN PLAN - CONCRETE PILASTER Lvj cii) conF COMMA' ormvED ■ 2010 REVISION NO. 1)01%-tio Gay Oi Tula 8UIiQo..-4 WSW . Y REVIEWED �AONR CODE CrE � AP AUb1.72010 City of TukvAla BUILDING DIVISION City of TulwAla BUILDING DIVISION SCALE: 1"=1'-0" TYPICAL 05004M "F" PER TABLE 1 * MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF BASEPLATE C.� 0 0- 1- z 3- w I SECTION SECTION C COL BASER /4x8x0' -8" RECEIVED AUG 04 2010 1 "0 GROUT PoTMITCENTER (OPTIONAL) COL PER PLAN /TACK WELD V \ NUT TO AB 1" NON– SHRINK GROUT, MIN T /CONC PER PLAN (4) 0 A36/A307 THRD RODS HEXNUTS & WASHERS UNO COL, PEDESTAL OR PILASTER �— DOWELS PER PLAN -TIES PER PLAN BASEPLATE TO CMU PLINTH CONNECTION - HSS COLUMN SCALE: 1"=1'-0" THE HISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EVERETT, WA9 ;8201 www.kovYacharchiteclts.com Voice 425.259.0609 Fax 425.745.0897 090048— S32.dwg 4— Aug -10 10:51 AM sbrown 11 0 0 V) 0 a 01410 SPREAD FOOTING SCHEDULE TYPE SIZE REINFORCING REMARKS F3.5 3'- 6 "SQx12 "DP #5B @ 12 "OC EW - - -- F4.5 4'- 6 "SQx15 "DP #5B @ 12 "OC EW - - -- F5.5 5'- 6 "SQx18 "DP #5B @ 10 "OC EW -- -- 18' -0" 8" CONC STEM WALL W/ #5 © 12 "OC EW BELOW CMU WALL, TYP 4'- 0 "Wx18 "DP CONT FTG I- t 0 X 18' 0" 72' -0" 18' -0" 8" CONC WALL BELOW WI . #5 @ 12 "OC EW CTRD STEP IN T /WALL 4'- 0 "Wx18 "DP CONT FIG W/ (5) #5 T &B CONT & #5 T &B @ 12 "OC TRANSV 10 "W CONC WALL W/ # VERT @ 10 "OC OF & #5 HORIZ @ 12 "OC OF & #5 @12 "OCEW IF TYP ALONG GRID A 5'- 10 "Wx18 "DP CONT FTG W/ (5) #5 T &B CONT, #5 T &B @ 12 "OC TRANSV STEP IN T /WALL 8 "W CONC WALL W/ #5 @ 12 "OC EW CTRD TYP ALONG GRID 4 _ _ _, 6/S3.1 F5.5 cO STEP IN 12 "W CONC WALL W/ #7 VERT @ 6 "OC OF & #5 HORIZ @ 12 "OC OF & #5 @ 12 "OC EW IF TYP ALONG GRID 2 T WALL PER ARCH TYP STEP IN T /WALL 4'- 0 "Wx18 "DP CONT FTG W/ (5) #5 T &B CONT & #5 T &B @ 12 "OC TRANSV - i 12/53,1 TYP UNO 10 "W CONC WALL W/ #6 VERT @ 10 "OC OF & #5 HORIZ @ 12 "OC OF & #5 @ 12 "OC EW IF TYP ALONG GRID E 4'- 10 "Nx18 "DP CONT FTG W/ (4) #5 T &B CONT, #5 T &B @ 12 "OC TRANSV W/ (5) #5 T &B CONT & #5 T &B @ 12 "OC TRANSV TYP UNO 4" SLAB 0 GRADE W/ # @ 18 "t C EW CTRD PER P IN NOTES T /SLA: VARIES D CMU WALL 24 "OC & BEAM @ 48 "OC SLOPED 2x6 STUDS @ 16 "OC OVER 8" CONC WALL W/ #5 @ 12 "OC CTRD EW SLOPE STUDS PER ARCH 10/S3.1 TYP AT CMU WALL 18' -0" w w a 0 .. 16 "SQ CONC PILASTER BELOW CMU W/ CMU PILASTER VERT REINF & TIES TO CONT TO FTG SEPARATE PERMIT REQUIRED FOR: O Mechanical ❑ Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION 0 0 0 F . 0 i m REVIEWED CODECOMPLIANCE APPROVED AUti 0 9 2010 CitY of BUILDING !VISION REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. FOUNDATION PLAN NOTES: FOUNDATION NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL DRAWINGS.. 4. TOP OF SLAB (T /SLAB) ELEVATION PER PLAN. VERIFY T /SLAB ELEVATION PER CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE - DRAINING GRANULAR FILL PER GEOTECH REPORT. 5. TYPICAL TOP OF INTERIOR (T /INTERIOR) FOOTING ELEVATION = -O' -6" BELOW SLAB ON GRADE, UNO. TYPICAL TOP OF EXTERIOR (T /EXTERIOR) FOOTING ELEVATIONS = -1' -6" BELOW SLAB ON GRADE, UNO. 6. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND /OR STRUCTURAL FILL. SUBGRADE PREPARATION, STRUCTURAL FILL, FOOTING DRAINS, AND OTHER REQUIREMENTS PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES. 7. CJ INDICATES CONTROL JOINT PER PLAN. 8. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE - TREATED. 9. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 10. STEEL STAIRS SHALL BE BIDDER - DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 11. TYPICAL DETAILS PER: 1/S3.1 5/53.1 7/53.1 9/S3.1 4/S3.2 1/S3.2 3/S3.2 2/S3.2 11 & 12/S3. 2 & 3/S3.3 STANDARD HOOKS AND BAR BENDS TYPICAL CONCRETE WALL OPENING REINFORCEMENT TYPICAL STEPPED FOOTING DETAIL TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CMU TYPICAL REINFORCING IN CMU WALL TYPICAL CORNER REINFORCING AT CMU WALL TYPICAL CMU CONTROL JOINT DETAIL 2 TYPICAL BASE PLATE CONFIGURATIONS TYPICAL HOLD -DOWN AT FOUNDATION T FILE COPY Permit No. 1701 - ti n Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved ' id and co itions is acknowled ed° By �1 Date: 6101 et ,bola City Of Tukwila BUILDING DIVISION REVISION N0.3 tym*I'O • RECEIVED JUL 20 2010 PERMIT CENTER ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT NOTE: DARKENED LINES DESIGNATE . AREA OF WORK. BASEMENT FOUNDATION PLAN SCALE: 1 /5 " =1' -O" • I II w o J co EC w co YY U THE HISTORIC SAM NICHOLS ROUSE 2115 COLBY AVENUE EVERETT, WA9 20 AU, NCARB www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 W o_ o) C ti 0 in 0 O O O 0 0 U a) 0 0 a N 0 0 CD cD 3 a) a) cc U 3 0 0 0 w 0 ct z 0 o U SHEET TITLE: STRUCTURAL BASEMENT FOUNDATION PLAN SHEET NO. S2.I 090048- S21 -B.dwg 13- Nov -09 4:39 PM mseiser n 01410 SPREAD FOOTING SCHEDULE TYPE SIZE REINFORCING REMARKS F3.5 3'- 6 "SQx12 "DP #5B © 12 "OC EW - - -- F4.5 4'- 6 "SQx15 "DP #5B © 12 "OC EW - - -- F5.5 5'- 6 "SQx18 "DP #5B © 10 "OC EW -- -- STAIR PER ARCH T T T iii cUP y _ J__1_J__1_J__J 6/S4.1 GL5 HGUM5.25 HGR J F3.5 • L 18' -0" HGU HGR TYP EA END 3/S4.2 TYP GL6 HIGH - ' CMU WALL BELOW -- 11111111f8RRrr l.`. ... tttliltta11 %1;:; 18' -0" SLOPED STUD WALL BELOW - [iPFfP[i ti.^.I.,. GL5 8/S4.1 STUD WALLS PER S2.2A TYP GL6 HIGH SS1 1'- 6 "Wx18 "DP THKND SLAB I FTG W/ (2) #5 CONT ~ TYP UNDER SHEAR WALLS 6x4 I I - Tci w w I I Ow o o F4.5 co U co Cl, cl 0 N Q z c- 72' -0" LOti' PSL3 JiiiiE33)3U3:1:3;1:1:� STAIR x14 GL5 Rx21 7 T X J V) CL 4/S4.2 1 w N )) U, N X w RI xI It nnItt• I11111 u ;aua urar. U, CJ I -- HSS6x2x /16 ® 24 "OCJ. T .L.:,. ...................., EA SIDE - GL6 HIGH CMU WALL BELOW 2/S4.2 18' -0" S GL5 HGUM5.25 HGR �-CONC WALL BELOW, TYP 4" SLAB ON GRADE W/ #4 ® 18 "OC EW CTRD PER PLAN NOTES T /SLAB = 59.50' I - - -L3 I E I I L_ F3.5 23 /32" SHTHG PER PLAN NOTES T /SHTHG = 59.50' MIAMORWHIIIMI 6 S4.1 Ittti STUD WALLS PER S2.2A TYP aD REVIEWED FOR CODECOMPLIANCE APPROVED AL„.3 09 2010 City of Tukwila BUILDING DIVIStnN FOUNDATION PLAN NOTES: FOUNDATION NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T /SLAB) ELEVATION PER PLAN. VERIFY T /SLAB ELEVATION PER CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE - DRAINING GRANULAR FILL PER GEOTECH REPORT. 5. TYPICAL TOP OF INTERIOR (T /INTERIOR) FOOTING ELEVATION = -0' -6" BELOW SLAB ON GRADE, UNO. TYPICAL TOP OF EXTERIOR (T /EXTERIOR) FOOTING ELEVATIONS = -1' -6" BELOW SLAB ON GRADE, UNO. 6. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND /OR STRUCTURAL FILL. SUBGRADE PREPARATION, STRUCTURAL FILL, FOOTING DRAINS, AND OTHER REQUIREMENTS PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES. 7. CJ INDICATES CONTROL JOINT PER PLAN. 8. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE - TREATED. 9. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 10. STEEL STAIRS SHALL BE BIDDER - DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 11. TYPICAL DETAILS PER: 1/S3.1 5/S3.1 7/53.1 9/S3.1 4/S3.2 1/S3.2 3/S3.2 2/S3.2 11 & 12/S3.2 TYPICAL BASE PLATE CONFIGURATIONS 2 & 3/S3.3 TYPICAL HOLD -DOWN AT FOUNDATION STANDARD HOOKS AND BAR BENDS TYPICAL CONCRETE WALL OPENING REINFORCEMENT TYPICAL STEPPED FOOTING DETAIL TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CMU TYPICAL REINFORCING IN CMU WALL TYPICAL CORNER REINFORCING AT CMU WALL TYPICAL CMU CONTROL JOINT DETAIL FLOOR FRAMING PLAN NOTES: STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO FRAMING WITH 0.131 "x2 /2" NAILS ® 6 "OC AT PANEL EDGES AND © 12 "OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1 /8" SPACE BETWEEN PANEL ENDS AND EDGES. BLOCK AND NAIL PANEL EDGES PER SCHEDULE. 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE - TREATED. 6. ALL 2x, DOUBLE 2x AND 4x HANGERS TO BE FACE MOUNT TYPE LUS, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS ARE SIMPSON HGLTV HANGERS, UNO. WOOD "I" JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST SUPPLIER. "I" JOIST HANGERS TO BE FACE MOUNT SIMPSON IUS TYPE, UNO. 7. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS "DB" INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER PLAN ON LEVEL BELOW. 8. WOOD "I" JOISTS TO BE DESIGNED BY OTHERS. SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 9. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1) JOIST OVER SHEAR WALL (ADDITIONAL JOISTS MAY BE REQUIRED). 10. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24" ON ONE SIDE. 11. BEARING STUD, SHEAR WALL, HOLD -DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER THE STUD AND SHEAR WALL PLAN. ' EVISION N0,? b09%- 110 RECEIVED JUL 2 0 2010 PERMIT CENTER LEVEL 1 FOUNDATION AND FLOOR FRAMING PLAN SCALE: 1 /8 " =1' -0" ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT NOTE: DARKENED LINES DESIGNATE AREA OF WORK. S S AIA, NCARB THE HISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE UE EVERED" , WA98201 www.kovacha'chiltects.com Voice 425.259.0609 Fax 425.745.0897 w Ix C) O cC Lri C) !") 0 CD 1_ Ix w 0- O cti 1l) 0 0 0) 0 N 0 0 U, z 0 a C) O N-) 0 z 0 0 rn • 0 0 0 0 a- U, C 0 0 c) 0 - o a) a) a) Ix v Ix L U 0 0 0 0 w 1- o U, a) v 0 U, Qin coon 01 SHEET TITLE: STRUCTURAL LEVEL FOUNDATION AND FLOOR FRAMING PLAN SHEET NO. S2.2 090048- S22- L1.dwg 13- Nov -09 4:17 PM bliang 11 0 U (J) d TYPICAL ANCHOR BOLT SCHEDULE INSTALLATION TYPE CAST -IN -PLACE (PRE - AUTHORIZED) [2] DRILL -IN- OPTIONS (SUBMITTAL REQUIRED) [3] BOLT TYPE STANDARD J -BOLT HEADED ANCHOR THREADED ROD ANCHOR - _ SIMPSON "SSTB" ANCHOR BOLT ' ADHESIVE ANCHOR EXPANSION ANCHOR 54" > = 78 5 /16 " X f - -CTACK s I I 1 1 I I ,--, 1 .4. 1 I- NOT ALLOWED AT P -T SLAB g LIMITS 5 /8 "0 MAX 5 /8 "m THRU 21/2 "0 FOR WOOD FRAME ONLY 5 / "0 THRU 1 "4 DIA = ANCHOR BOLT DIAMETER (NOMINAL) REINF SIZE GRADE 60 #4 24" #5 30" #6 36" #7 42" #8 48" #9 54" TABLE 1 BASEPLATE "F" OR FLANGE FILLET THICKNESS * SIZE 3/8 ", 1/2" 3/16" 5/8 ", 3/4 1/4 > = 78 5 /16 " TABLE 1 BASEPLATE "F" OR FLANGE FILLET THICKNESS * SIZE 3/8 ", 1/2„ 3/16" 5/8 ", 3/ 1 / 4 " > = 78 5 /16 „ 04000 03203 FOR WALL SECTIONS 16" OR SMALLER, PROVIDE (2) #5 VERT, MIN CORNER REINF PER .002] TO MATCH BIZ REINF, TYP - NALL T /FLR, ROOF • PER PLAN (2) #4 IN BOND BEAM TYP AT OPNG (2) #5 VERT MIN AT CORNERS (2) #5 VERT TYP AT OPNG T /SLAB PER PLAN ( 2 ) # NOTES: 1. TYPICAL REINFORCING PER STRUCTURAL GENERAL NOTES. 2. INFORMATION NOT SHOWN PER TYPICAL SECTIONS. 3. CMU WALLS ARE SOLID GROUTED. TYPICAL REINFORCING IN CMU WALL T /SLAB PER PLAN J SOG & REINF PER PLAN STEEP AS POSSIBLE -+ A TYPICAL THICKENED SLAB EDGE FOOTING CMU CONTROL JOINT LOCATION PER [04001], LOCATION & WATERPROOFING PER ARCH DOWELS TO MATCH VERT REINF (PROVIDE STD HOOK PER STRUCT NOTES AS REQD) - #5 CONT SCALE: NONE 24" - DOWELS x Y TO MATCH SLAB REINF FIN GRADE PER ARCH REINF PER PLAN SCALE: 3/4"=1' -0" CONT BOND BEAM REINF AT FLR, ROOF LINE THRU CONTROL JOINTS STOP HORIZ REINF AT CONTROL JOINT, TYP UNO #5 VERT, TYP AT CONTROL JOINT (2) #4 HORIZ ® 48 "OC MAX (2) #4 IN BOND BEAM AT SILL #4 IN FIRST COURSE NOTE: CONTROL JOINT LOCATION CRITERIA PER STRUCTURAL GENERAL NOTES. CONTRACTOR SHALL COORDINATE LOCATION OF JOINT WITH ARCHITECT AND STRUCTURAL ENGINEER. PLAN - CMU CONTROL JOINT 04001 01901 z 0 0 0 cL 05003 0 w CO 0 z w 0 VERT REINF PER [04000] E JOINT VERT CONTROL JOINT, OMIT MORTAR. CAULK PER ARCH ;II .I. �JI Imo - ► ►� � ��Aab Ads, ���r. ' `ommv A/ .4 b��� ®� 1 IFA rte. TERMINATE HORIZ REINF 2" FROM CONTROL JOINTS. EXCEPT AT FLR & ROOF BOND BEAMS PROVIDE (1) 16" SMOOTH DOWEL (SAME SIZE AS HORIZ REINF) ACROSS JOINT. PREVENT BOND BTWN DOWEL & GROUT W/ GREASE OR PLASTIC SLEEVE. CAP ALL DOWELS TO ALLOW 1" OF MOVEMENT. PROVIDE CLOSED END BLOCKS AT CONTROL JOINTS, TYP SCALE: 1"=1'-0" NOTES: [1] CONTRACTOR SHALL DETERMINE THE REQUIRED THREAD PROJECTION SUITABLE FOR THE THICKNESS OF MATERIAL BEING FASTENED PLUS GROUT ALLOWANCE, IF ANY, AND CONSTRUCTION TOLERANCES, UNO. [2] CONTRACTOR MAY SELECT APPROPRIATE CAST -IN -PLACE ANCHOR BOLT OPTION WITHOUT SUBMITTAL. [3] DRILL -IN OPTIONS ARE NOT APPROPRIATE AT ALL CONDITIONS. IF DRILL -IN METHOD IS PREFERRED, SUBMIT MANUFACTURER'S INFORMATION, ALLOWABLE LOAD VS. EMBEDMENT DATA AND LOCATIONS OF WHERE SUBSTITUTIONS ARE REQUESTED. ENGINEER WILL DETERMINE IF SUBSTITUTION IS APPROPRIATE FOR LOCATION AND LOADING. [4] EMBEDMENT OF DRILL -IN ANCHORS SHALL BE PER ENGINEER'S SUBMITTAL REVIEW COMMENTS. EMBEDMENT SHALL BE (9) NINE TIMES THE NOMINAL ANCHOR DIAMETER, UNO. [5] AT PRESSURE TREATED SILLS, PROVIDE HOT DIPPED GALVANIZED OR STAINLESS STEEL ANCHORS. TYPICAL ANCHOR BOLT SCHEDULE SIZE PER TABLE 1 TYP/ SIZE PER TABLE 1 TYP C COL 1y" TYP Foe COL PLAN - CORNER COLUMN PLAN - EXTERIOR COLUMN SCALE: NONE -COL PER PLAN BASER /4x8x0' -8" - COL PER PLAN BASEIL /4x8x0' -8" TYPICAL BASEPLATE TO FOOTING CONNECTION - HSS COLUMN O F- z w -J r- s�� ' saratun • tor ` i ii /`: ' Alin ® Ire I' ' I� p i ME .% // i %/' ' m �/.6 �� �o�i ��ct 'gl� �� s =: is rill iiiraiii w /�oJll rwe.— _" % r ®Ir is/ 1 0 I/ APO/ `i i all 918 i i 3- NOTES: 1. LAP LENGTHS PER REINFORCING LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CMU. 2. WALL REINFORCING PER ELEVATIONS, SECTIONS AND DETAILS. 3. CORNER REINFORCING AT FOOTING AND STEMWALLS TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING AT CMU WALLS 04002 SIZE PER TABLE 1, SEE NOTE 2 T /CONC PER PLAN NOTES: 1. WELDED HEADED STUDS LONGER THAN 8" SHALL BE PIGGYBACKED PER MANUFACTURES RECOMMENDATIONS. 2. WHERE EMBED PLATE IS NOT LEVEL, FILLET WELD SIZE SHALL BE INCREASED BY THE AMOUNT OF THE GAP CREATED WHEN COLUMN IS PLUMB. TYPICAL BASEPLATE TO CONCRETE WALL - HSS COLUMN 7 SIZE PER TABLE 1 TYP T /FTG PER PLAN 0- 0 w CO w AT CORNERS * MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF BASEPLATE — CORNER REINF TO MATCH HORIZ REINF CONC WALL PER PLAN PLAN PLAN - INTERIOR COLUMN PLAN E COL PLAN C COL COL & EMBED IE STD HOOK, TYP C 1-23 a AT INTERSECTIONS SCALE: 1"=1'-0" EMBED IE W/ WHS COL PER PLAN CONC WALL PER PLAN -COL PER PLAN COL PER PLAN BASER /4x8x0' -8" 1"0 GROUT HOLE (OPTIONAL) COL PER PLAN 1" NON- SHRINK GROUT, MIN SCALE: 1"=1'-0" CORNER REINF TO MATCH HORIZ WALL REINF CROSS WALL -EMBED 1E -2" W/ (4) (4) 5 /8"0 x 8" WHS PER NOTE 1 (4) 3/4"0 A36/A307 AB'S W/ HEX NUTS & WASHERS UNO. TYPICAL ANCHOR BOLT SCHEDULE PER 6/S3.2 NOTES: 1. DEVELOPMENT AND LAP SPLICE LENGTHS INDICATED SHALL BE USED UNLESS SPECIFICALLY NOTED ON DRAWINGS. 2. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT GROUTED CELLS AND IF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 THE REQUIRED LENGTH INDICATED OR 8 ". 3. MAXIMUM GROUT LIFT IS 5' -0" TYPICAL UNO. TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR STRUCTURAL MASONRY 01402 PLAN - CMU PILASTER R NO.� ° to91(O "F" PER TABLE 1 * MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF BASEPLATE TYPICAL SECTION PIP ∎A . / r LitrAwj r m SECTION t COL 1 1 CMU WALL & REINF PER PLAN, TYP CL w 1- z 0 CC w 0- SCALE: NONE PILASTER & REINF PER PLAN (ALT BLOCKS) CODE tor FO R A PpMW AUJ 0 9 MO al ot Tukwila f 8 U 4 fl inn► SCALE: 1"=1'-0" COL PER PLAN BASER /4x8x0' -8" RECEIVED JUL 20 2010 PERMIT CENTER 1 "0 GROUT HOLE (OPTIONAL) " NON- SHRINK GROUT, MIN T /CONC PER PLAN (4) EX /& WASHERS UNO CMU WALL BEYOND PER PLAN COL, PEDESTAL OR PILASTER DOWELS PER PLAN (TACK WELD \NUT TO AB TIES PER PLAN BASEPLATE TO CMU PLINTH CONNECTION - HSS COLUMN 05004M SCALE: 1"=1'-0" 0 O- W 0_ o co J :4 t; o cN O rn � � g Ill 0 LL 3,asg I–oco - Q11; �- COQ E II = _ , � ��� • I– 8U of . C:1 '"'() Z L- t � > g, U a w o ® > ?4 €4 L1 J - ".1 v W : Lo Z> ZS w J E s c 0 O J z c0 ° s z �' W JOm � a mgE oW =W�1 €`° rC E THE HISTORIC SAM NICHOLS ROUSE 2115 COLEY .VENUE EVERETT, WA98201 AIA,NCARR www.kovacharchiteclts.com Voice 425.259.0609 Fax 425.745.0897 0 0 U 1) 0 0 0 • 3- 0 0 U U 0 a> N CC U t U 0 0) 0 rrj ui 0 0 0 w 0 z gimml CCD coM zolime SHEET TITLE: STRUCTURAL FOUNDATION DETAILS SHEET NO. S3.2 090048— S32.dwg 13— Nov -09 3:39 PM mseiser 11 0 0 TABLE 1 "F" BASEPLATE FILLET THICKNESS SIZE 3/8 ", 1/2" 3/16" 5/8", 3/ 1/4 > = 78 5 /16 " 04000 03203 FOR WALL SECTIONS 16" OR SMALLER, PROVIDE (2) #5 VERT, MIN CORNER REINF PER .002] TO MATCH BIZ REINF, TYP - NALL T /FLR, ROOF • PER PLAN (2) #4 IN BOND BEAM TYP AT OPNG (2) #5 VERT MIN AT CORNERS (2) #5 VERT TYP AT OPNG T /SLAB PER PLAN ( 2 ) # NOTES: 1. TYPICAL REINFORCING PER STRUCTURAL GENERAL NOTES. 2. INFORMATION NOT SHOWN PER TYPICAL SECTIONS. 3. CMU WALLS ARE SOLID GROUTED. TYPICAL REINFORCING IN CMU WALL T /SLAB PER PLAN J SOG & REINF PER PLAN STEEP AS POSSIBLE -+ A TYPICAL THICKENED SLAB EDGE FOOTING CMU CONTROL JOINT LOCATION PER [04001], LOCATION & WATERPROOFING PER ARCH DOWELS TO MATCH VERT REINF (PROVIDE STD HOOK PER STRUCT NOTES AS REQD) - #5 CONT SCALE: NONE 24" - DOWELS x Y TO MATCH SLAB REINF FIN GRADE PER ARCH REINF PER PLAN SCALE: 3/4"=1' -0" CONT BOND BEAM REINF AT FLR, ROOF LINE THRU CONTROL JOINTS STOP HORIZ REINF AT CONTROL JOINT, TYP UNO #5 VERT, TYP AT CONTROL JOINT (2) #4 HORIZ ® 48 "OC MAX (2) #4 IN BOND BEAM AT SILL #4 IN FIRST COURSE NOTE: CONTROL JOINT LOCATION CRITERIA PER STRUCTURAL GENERAL NOTES. CONTRACTOR SHALL COORDINATE LOCATION OF JOINT WITH ARCHITECT AND STRUCTURAL ENGINEER. PLAN - CMU CONTROL JOINT 04001 01901 z 0 0 0 cL 05003 0 w CO 0 z w 0 VERT REINF PER [04000] E JOINT VERT CONTROL JOINT, OMIT MORTAR. CAULK PER ARCH ;II .I. �JI Imo - ► ►� � ��Aab Ads, ���r. ' `ommv A/ .4 b��� ®� 1 IFA rte. TERMINATE HORIZ REINF 2" FROM CONTROL JOINTS. EXCEPT AT FLR & ROOF BOND BEAMS PROVIDE (1) 16" SMOOTH DOWEL (SAME SIZE AS HORIZ REINF) ACROSS JOINT. PREVENT BOND BTWN DOWEL & GROUT W/ GREASE OR PLASTIC SLEEVE. CAP ALL DOWELS TO ALLOW 1" OF MOVEMENT. PROVIDE CLOSED END BLOCKS AT CONTROL JOINTS, TYP SCALE: 1"=1'-0" NOTES: [1] CONTRACTOR SHALL DETERMINE THE REQUIRED THREAD PROJECTION SUITABLE FOR THE THICKNESS OF MATERIAL BEING FASTENED PLUS GROUT ALLOWANCE, IF ANY, AND CONSTRUCTION TOLERANCES, UNO. [2] CONTRACTOR MAY SELECT APPROPRIATE CAST -IN -PLACE ANCHOR BOLT OPTION WITHOUT SUBMITTAL. [3] DRILL -IN OPTIONS ARE NOT APPROPRIATE AT ALL CONDITIONS. IF DRILL -IN METHOD IS PREFERRED, SUBMIT MANUFACTURER'S INFORMATION, ALLOWABLE LOAD VS. EMBEDMENT DATA AND LOCATIONS OF WHERE SUBSTITUTIONS ARE REQUESTED. ENGINEER WILL DETERMINE IF SUBSTITUTION IS APPROPRIATE FOR LOCATION AND LOADING. [4] EMBEDMENT OF DRILL -IN ANCHORS SHALL BE PER ENGINEER'S SUBMITTAL REVIEW COMMENTS. EMBEDMENT SHALL BE (9) NINE TIMES THE NOMINAL ANCHOR DIAMETER, UNO. [5] AT PRESSURE TREATED SILLS, PROVIDE HOT DIPPED GALVANIZED OR STAINLESS STEEL ANCHORS. TYPICAL ANCHOR BOLT SCHEDULE SIZE PER TABLE 1 TYP/ SIZE PER TABLE 1 TYP C COL 1y" TYP Foe COL PLAN - CORNER COLUMN PLAN - EXTERIOR COLUMN SCALE: NONE -COL PER PLAN BASER /4x8x0' -8" - COL PER PLAN BASEIL /4x8x0' -8" TYPICAL BASEPLATE TO FOOTING CONNECTION - HSS COLUMN O F- z w -J r- s�� ' saratun • tor ` i ii /`: ' Alin ® Ire I' ' I� p i ME .% // i %/' ' m �/.6 �� �o�i ��ct 'gl� �� s =: is rill iiiraiii w /�oJll rwe.— _" % r ®Ir is/ 1 0 I/ APO/ `i i all 918 i i 3- NOTES: 1. LAP LENGTHS PER REINFORCING LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CMU. 2. WALL REINFORCING PER ELEVATIONS, SECTIONS AND DETAILS. 3. CORNER REINFORCING AT FOOTING AND STEMWALLS TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING AT CMU WALLS 04002 SIZE PER TABLE 1, SEE NOTE 2 T /CONC PER PLAN NOTES: 1. WELDED HEADED STUDS LONGER THAN 8" SHALL BE PIGGYBACKED PER MANUFACTURES RECOMMENDATIONS. 2. WHERE EMBED PLATE IS NOT LEVEL, FILLET WELD SIZE SHALL BE INCREASED BY THE AMOUNT OF THE GAP CREATED WHEN COLUMN IS PLUMB. TYPICAL BASEPLATE TO CONCRETE WALL - HSS COLUMN 7 SIZE PER TABLE 1 TYP T /FTG PER PLAN 0- 0 w CO w AT CORNERS * MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF BASEPLATE — CORNER REINF TO MATCH HORIZ REINF CONC WALL PER PLAN PLAN PLAN - INTERIOR COLUMN PLAN E COL PLAN C COL COL & EMBED IE STD HOOK, TYP C 1-23 a AT INTERSECTIONS SCALE: 1"=1'-0" EMBED IE W/ WHS COL PER PLAN CONC WALL PER PLAN -COL PER PLAN COL PER PLAN BASER /4x8x0' -8" 1"0 GROUT HOLE (OPTIONAL) COL PER PLAN 1" NON- SHRINK GROUT, MIN SCALE: 1"=1'-0" CORNER REINF TO MATCH HORIZ WALL REINF CROSS WALL -EMBED 1E -2" W/ (4) (4) 5 /8"0 x 8" WHS PER NOTE 1 (4) 3/4"0 A36/A307 AB'S W/ HEX NUTS & WASHERS UNO. TYPICAL ANCHOR BOLT SCHEDULE PER 6/S3.2 NOTES: 1. DEVELOPMENT AND LAP SPLICE LENGTHS INDICATED SHALL BE USED UNLESS SPECIFICALLY NOTED ON DRAWINGS. 2. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT GROUTED CELLS AND IF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 THE REQUIRED LENGTH INDICATED OR 8 ". 3. MAXIMUM GROUT LIFT IS 5' -0" TYPICAL UNO. TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR STRUCTURAL MASONRY 01402 PLAN - CMU PILASTER R NO.� ° to91(O "F" PER TABLE 1 * MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF BASEPLATE TYPICAL SECTION PIP ∎A . / r LitrAwj r m SECTION t COL 1 1 CMU WALL & REINF PER PLAN, TYP CL w 1- z 0 CC w 0- SCALE: NONE PILASTER & REINF PER PLAN (ALT BLOCKS) CODE tor FO R A PpMW AUJ 0 9 MO al ot Tukwila f 8 U 4 fl inn► SCALE: 1"=1'-0" COL PER PLAN BASER /4x8x0' -8" RECEIVED JUL 20 2010 PERMIT CENTER 1 "0 GROUT HOLE (OPTIONAL) " NON- SHRINK GROUT, MIN T /CONC PER PLAN (4) EX /& WASHERS UNO CMU WALL BEYOND PER PLAN COL, PEDESTAL OR PILASTER DOWELS PER PLAN (TACK WELD \NUT TO AB TIES PER PLAN BASEPLATE TO CMU PLINTH CONNECTION - HSS COLUMN 05004M SCALE: 1"=1'-0" 0 O- W 0_ o co J :4 t; o cN O rn � � g Ill 0 LL 3,asg I–oco - Q11; �- COQ E II = _ , � ��� • I– 8U of . C:1 '"'() Z L- t � > g, U a w o ® > ?4 €4 L1 J - ".1 v W : Lo Z> ZS w J E s c 0 O J z c0 ° s z �' W JOm � a mgE oW =W�1 €`° rC E THE HISTORIC SAM NICHOLS ROUSE 2115 COLEY .VENUE EVERETT, WA98201 AIA,NCARR www.kovacharchiteclts.com Voice 425.259.0609 Fax 425.745.0897 0 0 U 1) 0 0 0 • 3- 0 0 U U 0 a> N CC U t U 0 0) 0 rrj ui 0 0 0 w 0 z gimml CCD coM zolime SHEET TITLE: STRUCTURAL FOUNDATION DETAILS SHEET NO. S3.2 090048— S32.dwg 13— Nov -09 3:39 PM mseiser 11 0 0 RETAINING WALL / FOOTING SCHEDULE H WALL/FOOTING SIZES WALL REINFORCMENT FOOTING REINFORCMENT TOE is HEEL tf VERTICAL HORIZONTAL TOP TOP /LONGITUDINAL BOTTOM /LONGITUDINAL UP TO 6' -0" 9" 8" 1' -6" 16" #4 @ 12 "OC #4 © 12 "OC #5 @ 12 "OC (4) #4 (2) #4 8' -O" 1' -O" 8" 2' -6" 16" #4 @ 10 "OC #4 @ 12 "OC #5 @ 12 "OC (4) #4 (2) #4 10' -O" 1' -3" 8" 3' -6" 16" #5 @ 6 "OC #4 @ 12 "OC #5 @ 10 "OC (5) #4 (3) #4 12' -0" 2' -O" 8" 5' -O" 20" #7 © 6 "OC #4 © 12 "OC #6 @ 10 "OC (7) #4 (3) #4 T /SLAB PER PLAN T /FTG PER PLAN FOOTING AT SLAB STEP #5 x 6' -O" @ 12 "OC SOG & REINF PER PLAN w 0_ aw a a• a 4 a s • • a 4 a ' 4 4 ,, da ti 1°•d . ' 4 ° a d PER PLAN PER PLAN CONC WALL & REINF PER PLAN #5 x 20" @ 12 "OC 720" a " REINF PER PLAN w a e rO REINF PER PLAN, CTRD IN WALL (ALT HOOKS) -111a a a '. d 4 02302M J $ . T /WALL r7 4 • PER ARCH • a • 4 a I I I 1 1 1 I I I d PER PLAN PER PLAN VERT CONTROL JOINT PER 12/S3.4 FIN GRADE PER ARCH /CIVIL a 4 4 —I I I -1 TOE d a . a a TYP CONC WALL & REINF PER PLAN SOG & REINF PER PLAN EWE II- -II� -�; REINF PER PLAN 2" CLR FTG BOT LONGIT REINF PER SCHED REINF PER PLAN, CTRD IN WALL (ALT HOOKS) 1 =� FILTER FABRIC U 0 WALL HORIZ REINF PER SCHED WALL VERT REINF (W/ HOOK) PER SCHED CONT FTG DRAIN PER CIVIL FTC TOP REINF PER SCHED PROVIDE FREE - DRAINING MATERIAL PER GEOTECH REPORT FTG TOP LONGIT REINF PER SCHED SCALE: 3 /4 " =1' -0" CANTILEVERED SITE RETAINING WALL AND SCHEDULE T /SLAB PER PLAN T /FTG PER PLAN CODE SEWED FOR AP� PLI � E A PPROVED f,� J 0 9 2010 BUILDING DIVISION r CC W 0 REVISION NO.L bo'h no 02310 VD U J J 1 4 • ° FIN GRADE PER ARCH /CIVIL NOTE: VERTICAL CONTROL JOINTS TO BE LOCATED PER ARCHITECTURAL OR 10' -0 "OC MAXIMUM. #5 x 48" @ 12 "OC — 7 20" CONC SLAB PER PLAN- a WALL REINF EF WHERE OCCURS PLAN a a - 3 ) BASEMENT WALL SECTION a . a: a . .4 • 4. 4 ° 1 l -1 I I1 I I — I 1 1— 0 PER PLAN -4 I . 9 a a 1 a I a 4 4 • 1 - 1 1I ' I I I I �. Qa . • H . 6 L 1. . 1 0 1 a . CONTROL. JOINT VERTICAL CONTROL JOINT AT CONCRETE RETAINING WALLS a 4 a . a PER PLAN SECTION PLAN • 4 .. a 3 „ 1y2, CLR CLR a• • • a • a. I� 4 .4■140144■4440■4r SCALE: 3/4"=1'-0" SCALE: 3/41 =1 ' -0" CLR COVER PER WALL SECTIONS, TYP VERT REINF PER WALL SECTIONS, TYP HORIZ REINF PER WALL SECTIONS & PLAN BELOW, TYP SCALE: NONE CONC WALL & REINF PER PLAN #5 CONT CONC FTG & REINF PER PLAN • #4x 16 "@ #5 CONT CONC RETAINING WALL PER PLAN & WALL SECTIONS 11• WHEN VERT REINF IS DIRECTLY BEHIND CONTROL JOINT, ADJUST AS SHOWN 12 "OC C RECEIVED JUL 20 2010 PERMIT CENTER ALTERNATE HORIZ REINF TO BE DISCONTINUOUS AT EA CONTROL JT, EF WHERE OCCURS LJ11 I THE HISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EVERETT WA98201 AIA, NCARI3 www.kovacharohiteots.com Voice 425.259.0609 Fax 425345.0897 0 0 0 U a) 0 c 0 0 N C 0 0 0 U U - b a) N a) U CC U rn 0 w t-- 0 z Q Qi 0 g i•iM CIW smon 0 • minim cooM SHEET TITLE: STRUCTURAL FOUNDATION DETAILS SHEET NO. 090048- S34.dwg 13- Nov -09 4:35 PM mseiser II 0 0 a 21 1: COLBYAVENUE 111.1.111 ir 111,1141000111 4:11:10,g.N 1O17/O POW /141O rn REVIONS /4\ .„„....... ....•••••.............. GlIULlQ �S or , lo^ o .... . ........ ............................. '11111misi Amotialti ifritr;IsU >0°,::' • -- -- 1111101 11111111111 . 1=11E11 = haw Mill 1 "'" ' • TYPE • ......... • : SCREENgp MECHANICAL AREA .............. .... • FURTHEST EXTENT' OF BUILDING STRUCTURE ..... ........ S ••FURTH.EST EX7NT OF ROOF OVERHANG ri I \ ="7` AoNFZIGI PE'"A'''BENC PE "O'!„ FIXTURE TYPE...,"D" BENCH TYPE A SBFOU-COR FOUNDATIONTm SATIN FINISH STAINLESS STEEL SEAT w/1/4 RND. GONG. ENDS IN BLACK SAND FINISH (FORMS + SURFACES) BENCH TYPE 5 SBFOU-CHR FOUNDATION SATIN FINISH STAINLESS STEEL. S w/1/2 RND. GONG. ENDS IN BLACK SAND FINISH (FORMS + SURFACES) FIXTURE C; BICYCLE RACK: URBAN ACCESSORIES MODEL D OR EQUAL (4 E3IKE RACK) of approv COMPACT FLUORESCENT 50 WATT RECESSED CAN FIXTURE GOTHAM - AF 1_42TRT 8AR LIGHT BOLLARD: BEGA 5123 W/ PERFORATED SHIELD 45" HEIGHT, STAINLESS STEEL FINISH RECESSED WALL. LUMINAIRE: SEGA 2312 91/4" DIA. BLACK POWDERCOATED FINISH Date: - City Of ltikwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE ADDROVED JUL 1 City of kwila BUILDING 'VISION APPROVED JUL'16 2010 Ann, City of Tukwila PUBLIC Works CONCRETE CURB/RETAINING WALL TOW DENOTES TOP OF CONCRETE RETAINING WALL. 1:: • BOW DENOTES DOWNSLOPE RETAINING WALL ELEVATIONS. - -51.4042F.-ZQP_IpeSONG:•-•WALL 13" ABOV5, ADJACENT GRADE @ PARKING AREA (TYP). .................. RWH= 'T'OTAL HEIGI-fT-OF •RETAIN I * .. AWH=TOTAL . HEICHT OF AgCHITECTI*L. WALL NO .. .. \ ...... ....... '" ....... ............. MEASURED FROM THE DOWN HILL SLOPE. CC:,14.-11: 1 PROJECT TO COMPLY WITH GEOTECHNICAL REPORT, BY ABPB CONSULTING, DATED DECEMBER 31:RD, 2008 AND MARCH 2, 2009, THE REVISED GEOTECHNICAL PEER REVIEW BY NELSON GEOTECHNICAL ASSOCATES, INC. (NGA) DATED APRIL 30, 2009 AND SUBSEQUENT GEOTECHNICAL REPORTS. WHERE RECOMMENDATIONS BETWEEN THE REPORTS ARE INCONSISTENT, THE MOST AGGRESSIVE ENVIRONMENTAL PROTECTION RECOMMENDATION SHALL BE IMPLEMENTED. ESC MEASURES AS RECOMMENDED IN THE 1998 KCCSWM MUST BE UTILIZED • ALONG WITH SPECIFIC AND GENERAL RECOMMENDATIONS AS DETAILED IN THE NGA REPORT. i=mgc:,E1,1c,NIL.I.,4•AL,.. =EN-rim :2. M: 2502 SF GROSS Fl: 3540 SF GROSS F2: 4320 SF GROSS F3: 5040 SF GROSS TOTAL:15,501 SF GROSS OFFICE AREA: 12,000 SF GROSS@ 3 LEVEL 10,832 SF NET@ 3 LEVEL B OCCUPANCY OCCUPANT LOAD: 12,009/100 =130 PARKING: (BASED ON NET LEASABLE) 3.6/1000 @ 30 STALLS (5 COMPACT) ACCESSIBLE PARKING:. 1 VAN STALL 1 STANDARD STALL SITE AREA : 30, .921 SF (.7 ACRES) LANDSCAPE BUFFER KEY: tS ‚55 PAVEMENT LEGEND: EXISTING TREES: „ DASHED TREES TO BE REMOVED TYPE I LANDSCAPING TYPE II LANDSCAPING TYPE III LANDSCAPING ASPHALT PAVEMENT NCY 51-1S57 ” 1/2 SIZE PRINT SHEET SCALE: PI—AN NORTH 11* 20 WIDE EMERGENCY VEHICLE ACCESS TRAVEL. LANE W/20' INSIDE RADIUS S i S I 2205 SF NET 2835 SF NET 3030 SF NET 4358 SF NET 13,127 SF NET 1" 20'-O SEPARATE PERMIT REQUIRED FOR: 0 Mechanical la Electrical 1 Plumbing Gas Piping City of Tukwila BUILDING DIVISION / CONCRETE FINISH PER CITY OF TUKWILA SIAN D BROOM FINISHED CONCRETE NW S11::)MWAgh.l.,..1</laC,W I■1 41 PROJECT TO COMPLY WITH PUBLIC WORKS REQUIREMENT FOR A NEW 5FT SIDEWALK WITH CURB AND GUTTER WITHIN A NEW EASEMENT AGREEMENT WITH THE CITY OF TUKWILA RIGHT-OF-WAY DEDICATION IS REQUIRED AS NECESSARY TO MATCH ESTABLISHED ROW WIDTH TO THE SOUTH. EDGE OF RIGHT OF WAY RDS ...... •-• .... / ... • • ^• ..... • 20'W.IDE EMERGENCY VEHICLEgccgss TRAVELL.,;^.;sk W/20' INSIDE RADII-Is\ / Apiwovad Date: co • 0 BY: RELOCATE EXISTING STREET LIGHT AND POWER POLE WALL,MOUNtED Ply-; (g:SPIS[1■JKLER. RObM NEW TRANSFORCIE . 0 CONTINUOUS SOLID 6 FT. HIGH CEDAR FENCE REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. if ot O 10-0" TYPE "C" FIXTURE EXISTING STREET LIGHT AND POWER POLE .." 1=1...AN NI 1"="1C:7 FILE COPY --- ern* No. 1) PI review approval is subject to errors and omissions. pproval of construction documents does not authorize n of any adopted code or ordinance. Receipt ns is acknowledged:-. SETBACK TYPE 111 visioNNa. 1)01---110 ftECEW CITYOF TU JUL' 1 TER DOLBY AVENUE'. �r ; iTN 420%5' ANDREW S. KO ACH STATE OF WASHINGTON REGISTERED ITEC 1/t8 DESI6N REVIEW I SUBMITTAL /1/09 DR RE J8r1TTAL 4/24/0.5 DR COMM ENT RESPONSE tii /O9 ?9 t ET'A UBMITTAL 7/61/111 /0 UCCET SET . : .. .f /09 PEI MITRE su3M�T .. 10 < POWER P L.Iw5 10/ 1/O9 PERMIT RE-5 SMITTAL VE R EV S IONS CITY REVONS NING WALL. REV. TAIR 6/20 Date Issue Tit 6/2011 r: L1O .41 ( GRAD 5• 53.14 24 -4" • FOOTINGS PER STRUCTURAL PROVIDE CONDUIT AND WIRING STUB OUT FOR FUTURE SURFACE MOUNTED LIGHT FIXTURES PER PLAN LOCATIONS. (N) GRADE IN MID - GROUND 6 , -4 „ (N) GRADE IN BACK - GROUND Scale: 3/8" = 1' -0" 50 SLOPE TOP OF WALL TO FOLLOW ADJACENT GRADE FOOTINGS PER STRUCTURAL 10-2' RETAINING WALL. ELEVATION BOF j 47.88 BOF 53.63' {E} GRADE IN FORE- GROUND E) GRADE BEYOND BOF 5190 `.. RETAINING WALL. ELEVATION -(E) GRADE IN BACK- GROUND (E) GRADE IN MID - GROUND NOTE: FIELD CONFIRMATION REQUIRED FOR THIS AR REVIEWED FOR C ODE COMPLIANCE APPI OVED JUL 1 2010 Cityof Tukwila BUILDING OIVIRInN / NEW SHEET SUBMITTED 6/2O/201a APPROVED JUL 16 2010 City of Tukwila PUBLIC Works NOTES: 1. PROVIDE CONDUIT AND WIRING STUB OUT FOR FUTURE SURFACE MOUNTED LIGHT FIXTURES PER PLAN LOCATIONS. 2. PROVIDE 2' DIA. 8" DEEP BLOCKOUTS @ 6' OG. ON TOP OF RETAINING WALLS FOR FUTURE METAL GUARD -RAIL SYSTEM 1/2 SIZE PRINT SHEST SCALE: AS SHOWN RETAINING WALL / FOOTING SCHEDULE H WALL /FOOTING SIZES WALL REINFORCMENT FOOTING REINFORCMENT TOE is HEEL tf VERTICAL HORIZONTAL TOP TOP /LONGITUDINAL BOTTOM /LONGITUDINAL UP TO 6' -0" 9" 8" 1' -6" 16" #4 @ 12 "OC #4 @ 12 "OC #5 @ 12 "OC (4) #4 (2) #4 8' -0" 1' -0" 8" 2' -6" 16" #4 @ 10 "OC #4 @ 12 "OC #5 @ 12 "OC (4) #4 (2) #4 10' -0" 1' -3" 8" 3' -6" 16" #5 @ 6 "OC #4 © 12 "OC #5 @ 10 "OC (5) #4 (3) #4 12' -0" 2' -0" 8" 5' -0" 20" #7 @ 6 "OC #4 @ 12 "OC #6 @ 10 "OC (7) #4 (3) #4 T /SLAB PER PLAN T /FTG PER PLAN FOOTING AT SLAB STEP # x 6' -0" @ 12 "OC SOG & REINF PER PLAN --� 4 d O III= • -CONC WALL & REINF PER PLAN REINF PER PLAN, CTRD IN WALL (ALT HOOKS) REINF PER PLAN CC W 0- cD . A 9 02302M - III= 4 a x 20" @ 12 "OC 20" O I I II I I T /WALL 4 4 • 4 a •4 4 4 4 4 I I I Ii 1 I I I —III-1 PER PLAN PER PLAN TOE 4 4 2" CLR TYP CONC WALL & REINF PER PLAN SOG & REINF PER PLAN 1 I I —III —_ REINF PER PLAN REINF PER PLAN, CTRD IN WALL (ALT HOOKS) ' -0 " etswwtoft oftfOgfall FTG BOT LONGIT REINF PER SCHED 1 = FILTER FABRIC WALL HORIZ REINF PER SCHED WALL VERT REINF (W/ HOOK) PER SCHED SCALE: 3/4"=1' –0" PROVIDE FREE – DRAINING MATERIAL PER GEOTECH REPORT CONT FTG DRAIN PER CIVIL FTG TOP REINF PER SCHED CC J U 0 FTG TOP LONGIT REINF PER SCHED CANTILEVERED SITE RETAINING WALL AND SCHEDULE T /SLAB PER PLAN T /FTG PER PLAN W 0 E UO 02310 #5 x 48" @ 12 "OC I20 "� CONC SLAB PER PLAN nn iY r7 rr) U 4- BASEMENT WALL SECTION FIN GRADE PER ARCH /CIVIL WALL REINF EF WHERE OCCURS NOTE: VERTICAL CONTROL JOINTS TO BE LOCATED PER ARCHITECTURAL OR 10' -0 "OC MAXIMUM. 4 a a. a c PLAN - I l �— il I III ti PER PLAN CONTROL JOINT 3/ • 4 Q 4 I I1= VERTICAL CONTROL JOINT AT CONCRETE RETAINING WALLS 4 ca 44 • a PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVED JUL 1 9 2010 City of Tukwila BUILDING DIVISION 44 . PLAN SECTION J U 1y" 2 CLR a 4' 4 4 •.4• .4 CLR COVER PER WALL SECTIONS, TYP • • 4 WALL SECTIONS CLR COVER PER 3" CLR SCALE: SCALE: NONE CONC WALL & REINF PER PLAN #5 CONT CONC FTG & REINF PER PLAN .44 3/4"=i'-o" SCALE: 3 /4 " =1' -0" VERT REINF PER WALL SECTIONS, TYP HORIZ REINF PER WALL SECTIONS & PLAN BELOW, TYP #4 x 16 "@ #5 CONT -CONC RETAINING WALL PER PLAN & WALL SECTIONS WHEN VERT REINF IS DIRECTLY BEHIND CONTROL JOINT, ADJUST AS SHOWN 12 "OC (71.) RECEIV CITY OF TU LA JUL 14:20 ALTERNATE D RM R BE DISCONTINUOUS AT EA CONTROL JT, EF WHERE OCCURS 12 'Sr CO H Un w THE HISTORIC SAM NICIIUIS ROUSE :2115 COL : Y AVENUE EVERETT, WA98201 AIA, NCARB www.kovacharchitects.corn Voice 425.259.0609 Fax 425.745.0897 I- W 0 rn 0 rn a CY) 0 .0 0 U 0 0 0 0 N 0 0 U U - b a) a) U U C 0 0 a U, aS 0 I- SHEET TITLE: STRUCTURAL FOUNDATION DETAILS SHEET NO. S3.4 0 090048— S34.d 11— Feb -10 1:19 PM biking FIRST FLOOR FINISHED FLOOR IS NOT THAN "12 "_ PROPOSED ORADE, .51-1..12,11 , QQ.Ii?L211 T OR 6' OUT FROM FOOTPRINT ANDREW S. KO ACH STATE OF WASHINGTON t1r0 JoEIM1T RF = oaU1` II fTAL 71 D� ` POWER POL 121/09.1 PERMIT RE By.) X2/09 I<TAININCa W LL'HEtGHT5 F� �L 11'CHAIM 6! 1114 CPLTH LAgNsZIr∎J CC, I,a.C31� NCP1:;Z - G L,4Z IN CP1,4GR4M NOTE: *NR = NON -RATED ORM Storage 2,592 SF @ 0.5 W /SF Max.: Wa;t-rs Allowance= 1,296w Ii F - ` 111 1 1 1 1 1 :11 hIII,. 1-TH C7 1,4Ca1�4M • NON RATED PARTITION WALL NON -RATED EXTERIOR WALL ASSEMBLY PER 708.4 R -21 ROOF ASSEMBLY ``JR FLOOR ASSEMBLIES 7 ER 708.4 R -10 SLAB ON GRADE 3 STORIES 1 HR SHAFT PER 708.4 4 STORIES - R -21 ROOF 2 HR SHAFT ASSEMBLY PER 708.4 R -10 SLAB ON GRADE --\ 41/4, - - - v M. Office :3,600 SF @ 1.0 W /SF Max. Watts Allowance= 3,600w 1 NR EXTERIOR WALL ASSEMBLY PER 708.4 R -19 EXTERIOR -WALL ASSEMBLY -► Max. Watts Allowance= 4,000w Office 4,000 SF @1.0 W /SF RGM ZONE HEIGHT LIMITATIONS - BASIC BUILDING HEIGHT = ADDITIONAL HEIGHT AND BONUSES = •1 H E 1M. 5,f ' C:, 1■2.I O L) 1 E f`°11%* 1 EE 1:Z !HEATING TYPE i ROOFS OVER ATTIC OTHER ROOFS C OPAQUE WALLS ' OPAQUE DOORS 3 FLOOR OVER UNGOND SPACE I SLAB ON GRD_ 130% MAX VERT GL 30% MAX OH GL. I MAX SHGC 2 OTHER IR 30 MIN :R 21 MIN R 19 MIN U =0.031 GL.AZIN C,4LCUL.ATIGN TOTAL ENVELOPE = 10,250 SF TOTAL GLAZING = 2,997.5 SF % GLAZING = 29.2% U =0.046 U =0.062 1R-19 MIN U =0 .056 F =0.54 R -10 MIN MAX _...__ U =0.55 1. VAPOR BARRIARS SHALL. BE PLACE ON THE WARM SIDE 2. BATTS SHALL BE FACE STAPLED 3. CONSTRUCTION JOINTS, SILLS, WINDOW AND DOOR JAMB SPACES SHALL BE INSULATED AND SEALED. 4. ALL EXTERIOR FRAMING CAVITIES SHALL BE INSULATED, INCLUDING BUILT -UP HEADERS, CORNERS, WALL INTERSECTIONS, ETG 5. WHERE EVER EXISTING EXTERIOR FRAMING CAVITIES ARE OPENED THEY WILL BE FILLED WITH INSULATION TO MAXIMUM LEVELS POSSIBLE a VENTILATION INDOOR AIRQUALITY BY INTEGRATED FORGED AIR SYSTEM W/ SPOT VENTILATORS AT WET AREAS USER CONTROLLED AND BY 24HR TIME CLOCK 7. AIR LEAKAGE: PROVIDE SEALANT ALL AROUND DOORS WINDOWS AND OTHER ENVELOPE PENETRATION, PLATE AND FLOOR/ROOF ASSEMBLIES 8. WEATHERSTRIP ALL DOORS AND ACCESS OPENINGS 9. RECESSED LIGHTING FIXTURES TO BE IC RATED GASKETED AND SEALED 10. PLYWOOD SHEATHING OR STRUCTURAL. PANELS SHALL USE EXTERIOR GLUE 11. RECESSED LIGHTING FIXTURES TO BE IC RATED WITH NO PENETRATIONS 12. HVAC DUCT INSULATION IF PRESENT TO BE INSULATED TO R -8 IN UNCONDITIONED SPACE 13. DOMESTIC HOT WATER SUPPLY PIPES TO BE INSULATED T01' THICKNESS 14. HOT WATER HEATERS TO BE PLACED UPON A SHEET OF R -10 EXTRUDED POLYSTYRENE 15. EXISTING DOORS AND WINDOWS THAT ARE REMOVED SHALL NOT BE REUSED UNLESS THEIR THERMAL PERFORMANCE IS EQUAL TO THAT REQUIRED FOR NEW MAX U =0.45 • j MAX U = M. Office 4,600 SF @1.0W /SF PROPOSED BUILDING HEIGHT: ALLOWABLE TO TOP OF OCCUPIABLE SPACE= 70' 0" ■ D El NR FLOOR ASSEMBLIES PER 708.4 Max. Watts Allowance= 4,600w PROVIDED 42' -6" Occupancy Group Construction Type able 601 Table 602 Table 704.8 Shaft Enclosure Basic Height / Area Allowed Per Table 503 Frontage Increase [Sprinkler Bonus IAdjusted Height /Area Allowed [Separation (Sprinkled NFPA 13 Standpipe Fire alarm Required separation of uses. { Exit Access Common J Path of Egress Travel Travel Distance 250ft max Dead ends max B sprinkled I I Vertical exit enclosures 1Corridor fire resistance Table 10161 35' / 3 STORIES 20 FOR STRUCTURAL AND MECHANICAL ELEMENTS NOT INTENDED FOR HABITATION !Multiplier 945000 g m' L Do not modify boxed cells, t contain formula m A _ _,,, Area determination For NFPA13 sprinklmg,Multiply Aa by 2 for 2 story,3 for more than 2 story For NFPA1312 sprinkling Multiply Aa b Y the number of stories I sprinkle13 ( use 1 for no increase) sprinklel3fZ 1 1.0q ; number of story? (use 1 for no increase I Area allowed i I a single basement need not be included as long as it is l ess than the allowable area for single floor BASEMENT PER IBC DEFINITION FIRST STORY FINISHED FLOOR IS LESS THAN 6 FEET ABOVE GRADE PLANE AND NO POINT I5 GREATER THAN 12' ABOVE PROPOSED GRADE PROPOSED GRADE AT BUILDING PERIMETER PER TMG 18.50.030 MAX STORIES ALLOWED TOTAL ALLOWED BUILDING HEIGHT = 1 `V N B (Sprinklered) on Rated i Non Rated- Greater Than 10' From nearest Property Line 1 unprotected % of ext wall 25 %- 15' -20' 12hr connecting 4 stories/ 1hr connecting 3 stories or less i2 Stories/ 40' Height/ ?,OOOSF Per Floor not used I Building has non separated occupancies 11 story /,20' / 18,000sf Per Floor (see cola. on A0.3) 13 Stories/ 6Q'/ 27,000sf Per Floor I not required- 50% of perimeter is greater than 30' open yes J not required ?05.3.1 1 not required 907.2.2 250ft 11 min discharges directly to exterior { 'Joao load >10, 0.5hr 31500.01 ;Allowable area floor 9000.0I _ area _per floor per Table 503, VA 50.0 Area increase due to frontage (percent) per 506.3 m 200.0; ;Area increase (percent) due to sprinkling NFPA13 Luse 200 multi story, 300 for single story 30.01 Area increase due to frontage 216.0 'Building perimeter fronts public way having 20 min open . 286.01 Perimeter of entire building 30 O1 ! Width of public way or open space per 506 21 (30 or less, 4 STORIES HEIGHT LIMITS PER IBC (SEE IBC ANALYS TOP OF PLATE BUILDING CONSISTS OF THREE FLOORS AND ONE BASEMENT FIRST FLOOR FINISH GRADE _IBC GRADE PLANE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISI( a F [{! 4 ail h ^ �t ly �_. V 1,858 OPAQUE WALL S , .940 SF GLAZING i t,� , } 2,798 SF TOTAL FIRST FLOOR FINISHED FLOOR IS NOT THAN "12 "_ PROPOSED ORADE, .51-1..12,11 , QQ.Ii?L211 T OR 6' OUT FROM FOOTPRINT ANDREW S. KO ACH STATE OF WASHINGTON t1r0 JoEIM1T RF = oaU1` II fTAL 71 D� ` POWER POL 121/09.1 PERMIT RE By.) X2/09 I<TAININCa W LL'HEtGHT5 F� �L 11'CHAIM 6! 1114 CPLTH LAgNsZIr∎J CC, I,a.C31� NCP1:;Z - G L,4Z IN CP1,4GR4M NOTE: *NR = NON -RATED ORM Storage 2,592 SF @ 0.5 W /SF Max.: Wa;t-rs Allowance= 1,296w Ii F - ` 111 1 1 1 1 1 :11 hIII,. 1-TH C7 1,4Ca1�4M • NON RATED PARTITION WALL NON -RATED EXTERIOR WALL ASSEMBLY PER 708.4 R -21 ROOF ASSEMBLY ``JR FLOOR ASSEMBLIES 7 ER 708.4 R -10 SLAB ON GRADE 3 STORIES 1 HR SHAFT PER 708.4 4 STORIES - R -21 ROOF 2 HR SHAFT ASSEMBLY PER 708.4 R -10 SLAB ON GRADE --\ 41/4, - - - v M. Office :3,600 SF @ 1.0 W /SF Max. Watts Allowance= 3,600w 1 NR EXTERIOR WALL ASSEMBLY PER 708.4 R -19 EXTERIOR -WALL ASSEMBLY -► Max. Watts Allowance= 4,000w Office 4,000 SF @1.0 W /SF RGM ZONE HEIGHT LIMITATIONS - BASIC BUILDING HEIGHT = ADDITIONAL HEIGHT AND BONUSES = •1 H E 1M. 5,f ' C:, 1■2.I O L) 1 E f`°11%* 1 EE 1:Z !HEATING TYPE i ROOFS OVER ATTIC OTHER ROOFS C OPAQUE WALLS ' OPAQUE DOORS 3 FLOOR OVER UNGOND SPACE I SLAB ON GRD_ 130% MAX VERT GL 30% MAX OH GL. I MAX SHGC 2 OTHER IR 30 MIN :R 21 MIN R 19 MIN U =0.031 GL.AZIN C,4LCUL.ATIGN TOTAL ENVELOPE = 10,250 SF TOTAL GLAZING = 2,997.5 SF % GLAZING = 29.2% U =0.046 U =0.062 1R-19 MIN U =0 .056 F =0.54 R -10 MIN MAX _...__ U =0.55 1. VAPOR BARRIARS SHALL. BE PLACE ON THE WARM SIDE 2. BATTS SHALL BE FACE STAPLED 3. CONSTRUCTION JOINTS, SILLS, WINDOW AND DOOR JAMB SPACES SHALL BE INSULATED AND SEALED. 4. ALL EXTERIOR FRAMING CAVITIES SHALL BE INSULATED, INCLUDING BUILT -UP HEADERS, CORNERS, WALL INTERSECTIONS, ETG 5. WHERE EVER EXISTING EXTERIOR FRAMING CAVITIES ARE OPENED THEY WILL BE FILLED WITH INSULATION TO MAXIMUM LEVELS POSSIBLE a VENTILATION INDOOR AIRQUALITY BY INTEGRATED FORGED AIR SYSTEM W/ SPOT VENTILATORS AT WET AREAS USER CONTROLLED AND BY 24HR TIME CLOCK 7. AIR LEAKAGE: PROVIDE SEALANT ALL AROUND DOORS WINDOWS AND OTHER ENVELOPE PENETRATION, PLATE AND FLOOR/ROOF ASSEMBLIES 8. WEATHERSTRIP ALL DOORS AND ACCESS OPENINGS 9. RECESSED LIGHTING FIXTURES TO BE IC RATED GASKETED AND SEALED 10. PLYWOOD SHEATHING OR STRUCTURAL. PANELS SHALL USE EXTERIOR GLUE 11. RECESSED LIGHTING FIXTURES TO BE IC RATED WITH NO PENETRATIONS 12. HVAC DUCT INSULATION IF PRESENT TO BE INSULATED TO R -8 IN UNCONDITIONED SPACE 13. DOMESTIC HOT WATER SUPPLY PIPES TO BE INSULATED T01' THICKNESS 14. HOT WATER HEATERS TO BE PLACED UPON A SHEET OF R -10 EXTRUDED POLYSTYRENE 15. EXISTING DOORS AND WINDOWS THAT ARE REMOVED SHALL NOT BE REUSED UNLESS THEIR THERMAL PERFORMANCE IS EQUAL TO THAT REQUIRED FOR NEW MAX U =0.45 • j MAX U = M. Office 4,600 SF @1.0W /SF PROPOSED BUILDING HEIGHT: ALLOWABLE TO TOP OF OCCUPIABLE SPACE= 70' 0" ■ D El NR FLOOR ASSEMBLIES PER 708.4 Max. Watts Allowance= 4,600w PROVIDED 42' -6" Occupancy Group Construction Type able 601 Table 602 Table 704.8 Shaft Enclosure Basic Height / Area Allowed Per Table 503 Frontage Increase [Sprinkler Bonus IAdjusted Height /Area Allowed [Separation (Sprinkled NFPA 13 Standpipe Fire alarm Required separation of uses. { Exit Access Common J Path of Egress Travel Travel Distance 250ft max Dead ends max B sprinkled I I Vertical exit enclosures 1Corridor fire resistance Table 10161 35' / 3 STORIES 20 FOR STRUCTURAL AND MECHANICAL ELEMENTS NOT INTENDED FOR HABITATION !Multiplier 945000 g m' L Do not modify boxed cells, t contain formula m A _ _,,, Area determination For NFPA13 sprinklmg,Multiply Aa by 2 for 2 story,3 for more than 2 story For NFPA1312 sprinkling Multiply Aa b Y the number of stories I sprinkle13 ( use 1 for no increase) sprinklel3fZ 1 1.0q ; number of story? (use 1 for no increase I Area allowed i I a single basement need not be included as long as it is l ess than the allowable area for single floor BASEMENT PER IBC DEFINITION FIRST STORY FINISHED FLOOR IS LESS THAN 6 FEET ABOVE GRADE PLANE AND NO POINT I5 GREATER THAN 12' ABOVE PROPOSED GRADE PROPOSED GRADE AT BUILDING PERIMETER PER TMG 18.50.030 MAX STORIES ALLOWED TOTAL ALLOWED BUILDING HEIGHT = 1 `V N B (Sprinklered) on Rated i Non Rated- Greater Than 10' From nearest Property Line 1 unprotected % of ext wall 25 %- 15' -20' 12hr connecting 4 stories/ 1hr connecting 3 stories or less i2 Stories/ 40' Height/ ?,OOOSF Per Floor not used I Building has non separated occupancies 11 story /,20' / 18,000sf Per Floor (see cola. on A0.3) 13 Stories/ 6Q'/ 27,000sf Per Floor I not required- 50% of perimeter is greater than 30' open yes J not required ?05.3.1 1 not required 907.2.2 250ft 11 min discharges directly to exterior { 'Joao load >10, 0.5hr 31500.01 ;Allowable area floor 9000.0I _ area _per floor per Table 503, VA 50.0 Area increase due to frontage (percent) per 506.3 m 200.0; ;Area increase (percent) due to sprinkling NFPA13 Luse 200 multi story, 300 for single story 30.01 Area increase due to frontage 216.0 'Building perimeter fronts public way having 20 min open . 286.01 Perimeter of entire building 30 O1 ! Width of public way or open space per 506 21 (30 or less, 4 STORIES HEIGHT LIMITS PER IBC (SEE IBC ANALYS TOP OF PLATE BUILDING CONSISTS OF THREE FLOORS AND ONE BASEMENT FIRST FLOOR FINISH GRADE _IBC GRADE PLANE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISI( a ANDREW S. KO ACH STATE OF WASHINGTON 1.3 1:31.1,111,1 . 4'1 4 •AN PROJECT TO COMPLY WITH GEOTECHNICAL REPORT, BY ABPB CONSULTING, DATED I • DECEMBER 3RD, 2008 AND MARCH 2, 2003, THE REVISED GEOTECHNICAL PEER REVIEW BY I NELSON GEOTECHNICAL ASSOCIATES, INC. (NGA) DATED APRIL 30, 2003 AND SUBSEQUENT GEOTECHNICAL REPORTS. WHERE RECOMMENDATIONS BETWEEN THE REPORTS ARE INCONSISTENT, THE MOST AGGRESSIVE ENVIRONMENTAL PROTECTION RECOMMENDATION SHALL BE IMPLEMENTED. ESC MEASURES AS RECOMMENDED IN THE 1998 KCCSWM MUST BE UTILIZED ALONG WITH SPECIFIC AND GENERAL RECOMMENDATIONS AS DETAILED IN THE NGA REPORT. Fl: 3540 SF GROSS F2: 4320 SF GROSS F3: 5040 SF GROSS TOTAL:15,5015F GROSS 2835 SF NET 3630 SF NET 4358 SF NET 13,127 SF NET OFFICE AREA: 12,900 SF GROSS@ 3 LEVEL 10,832 SF NET@ .3 LEVEL B OCCUPANCY OCCUPANT LOAD: 12,00.9/100 =130 PARKING: (BASED ON NET LEASABLE) 3.0/1000 @ 39 STALLS (5 COMPACT) ACCESSIBLE PARKING: IVAN STALL 1 STANDARD STALL EXISTING TREES: 20 WIDE EMERGENCY VEHICLE ACCESS TRAVEL LANE W/20 INSIDE RADIUS PROJECT TO COMPLY WITH PUBLIC WORKS REQUIREMENT FOR A NEW 5FT SIDEWALK WITH CURB AND GUTTER WITHIN A NEW EASEMENT AGREEMENT WITH THE CITY OF TUKWILA. RIGHT-OF-WAY DEDICATION IS REQUIRED AS NECESSARY TO MATCH ESTABLISHED ROW .WIDTH TO THE .SOUTH. 20 WIDE EMERGENCY VEHICLE ACC TRAVEL LAN S W/20' - INSIDE RADIUS RELOCATE EXISTING STREET LIGHT AND POWER POLE WALL PIV (V SPRINKLER ROOM ) . . cassseLE. CU OF RAVEL WitjtHj •••• • •,/ • • 'II VI I' It _1 •. . .• . . • . - r , PE FIXTURE FURTHEST EXTENT En' a t •••.q, - • •'• 0" a —0 .• . • • ci T E O XI B S;IN R : m T o R v E E E E S , ..rr'PE FIXTURE • ; EXISTING STREET LIGHT AND POWER POLE rasric iaeacznitairig BENCH TYPE A 5B50U-CQR FOUNDATION" SATIN FINISH STAINLESS STEEL SEAT w/1/4 RND. CONC. ENDS IN BLACK. SAND FINISH (FORMS + SURFACES) 1 416 BENCH 'TYPE B SBFOU-CHR FOUNDATION" SATIN FINISH STAINLESS STEEL SEAT w/1/2 RND. CONG. ENDS IN BLACK SAND FINISH (FORMS + SURFACES) , FIXTURE C: FIXTURE D: P A " BENG TYPE "C" FIXTURE TYPE "D" FIXTURE BICYCLE RACK: URBAN ACCESSORIES MODEL D OR EQUAL (4 BIKE RACK) ROCKERYRETAININ WALL ••:. • • • ___ • • .R 241 . Ealarr. COMPACT FLUORESCENT 50 WATT RECESSED CAN FIXTURE GOTHAM - AF 142TRT 6AR LIGHT BOLLARD: BEGA - ce,1.23 W/ PERFORATED SHIELD 45" HEIGHT, STAINLESS STEEL FINISH RECESSED WALL LUMINARE: BEGA 2312 01/4" DIA. BLACK POWDERCOATED FINISH ''' WALL TAW DENOTES TOP OF ARCHITECTURAL WALL. BW DENOTES DOWNSLOPE RETAINING WALL. ELEVATIONS. SLOPE TOP OF CONC. WALL 24" ABOVE ADJACENT GRADE @ PARKING AREA (TYP). RWH= TOTAL. HEIGHT OF RETAINING WALL- MEASURED FROM THE DOWN HILL SLOPE. AWH=TOTAL HEIGHT OF ARCHITECTURAL WALL (NON RETAINING). Fr, L.,: ,..•,---AEC112 ti•a••-•1 • VnTi. SETBACK REVIEWED FOR CODE COMPLIANCE APPROVED 06.6 ANDREW S. KO ACH STATE OF WASHINGTON Ela •CON AVM 0:1qA,R5V:15wfi uaMI lz..ae;,!1:H•N7r 1 0. ,1 30 .1 1. 7 .0 1 -1 ) $'.01:r 71 7 A7/9 PE QLES MittA /o9 AENN PPAGE N0'7E: 1/2 SIZE IN SHEET SCALE: 1" / / PLAN rs.lopz odroP 5134C gpcK.R 11111111111 11111111111 RETAININ6- 15 CONTINUOUS SOLID 6 FT. HIGH CEDAR FENCE • 45-0' -4" 1402=W - 10-0" SETBACK to et , 44°0 4 ale ,, FAM ISO OP& 'VS doC ohs TOO 44 1g-2" V.4.1 eh- 10'-0" 12-11" EB 2 2 2010 City of Tukwila _BUILDING OlVISION ANDREW S. KO ACH STATE OF WASHINGTON G 1L ,9LlO PIt1911OII M1ls F?f;VIEW SUSMI`TAL C)R f�C- U MITTAL T R ESPON SE 1/Q f R GOMI TENT iZ PO.NSE �I1 G1 P 1.11;:50 1I1T;!�L. 11/:©9 E�CJCJ E1 PLANSET.! "11%�7g PrRMIT 51JB1`tl1'f`L ) /IVO POWER OLES NOTE aHE T ,A 2.00 1/2 SIZE PRINT SHEET SCALE: 1/1E = 1' -O" 1=1,-,AN NORTH PROVIDE SPRINKLER DRAW -OFF CONNECTION TO SEWER DRAIN LINE ELEITE9ERL Fes. EL ./. 47.5© - PROVIDE SPRINLER2 215ER ASSEMBLY j PER NFPR -13 2592 SF GROSS 2295 SF LEASABLE !STORAGE Storage Storage 18' -4" Aluminum clad S 0 ]l1El O911IIA AI1111 I [DmIEhe1 1119 . f Imo` 1TL1 — EXTENT OF INTERIOR CONCRETE SLAB —ON —GRADE ABOVE NOTE: PROVIDE SEPARATE POUR FOR EXTERIOR SLAB TO BE DONE ALONG WITH SIDEWALK AND OTHER EXTERIOR CONCRETE FINISHES. re = L-EC E N C) FIRE EXTINGUISHER 2A1OBC RATED TYPICAL ILLUMINATED EXIT SIGN W/ BATTERY BACK -UP EMERGENCY EXIT LIGHTING W/ BATTERY BACKUP 0oo ROOM NUMBER 0 DOOR MARKER Q WINDOW MARKER • WALL MARKER FLOOR DRAIN SIG NAGE MARKER FREEZE PROTECTED HOSE 1. ALL EXPOSED HVAG DUCTWORK TO BE PANTED BY SUPPLIER/ INSTALLER 2. ALL SUSPENDED GRIDS TO BE PAINTED 3. ALL TENANT IMPROVEMENTS TO BE APPORVED BY OWNER AND/ OR ARCHITECT 4. ALL SHOP DRAWINGS FROM WINDOW, DOOR, AWNING SUPPLIERS, ETC. TO BE APPROVED BY ARCHITECT PRIOR TO CONSTRUCTION BIB 16" AFF MBINTEll 31/2" WF' NON —RATED INT. WALL 1/.A7.01 • 51/2" WF` NON —RATED INT. WALL 1/,47.01 51/2" WF 2 HR. ELEVATOR SHAFT WALL WP4230 2/,47.01 51/2" WF 1 HR. STAIRWELL SHAFT WALL WP4230 3/,47.01 51/2" WF' NON —RATED EXT. WALL WP81O5 4/,47.01 3 5/8" MF NON —RATED PARTITION WALL S/A7.01 8" GMU NON —RATED WALL @ M 0/,7.01 CONCRETE NON —RATED RETAINING /SUPPORT WALL (SEE STRUCT.) 7/A7.03 31/2" MF* 1 HR. EXIT PASSAGE WALL IBC 13-1.18/,A7.01 5 1/2" WF' 1 HR. EXITERIOR WALL WP810512/,A7.O1 WF* - WOOD FRAME MF* ; LT. GUAGE METAL FRAME t;O9sit REVIEWED FOR CODE COMPLIANCE APPROVED FEB 222010 Floor Level ANDREW S. KO ACH STATE OF WASHINGTON 1 i( tO,M)49,, 4-47tAIP.,1K,?..qt iP4,44% CdP 5,1141 d,,101 r r . 1.4k ‘?■' q1 W04.4 1 01 1 ,140Y..00,1 4 ' , 0.P0j.k 'AP agO,M1 1 ■,* If r k,00 PPAtial 1■14 ,A 2.07 1/2 SIZE PRINT SHEET SCALE: 1/1S" = PLAN NORTH ROOF OVERHANG @ 3RD FLOOR BOX BEAM ABOVE @ 1ST FLOOR SEE DETAIL 3/A6.04 2ND FLOOR ABOVE 2ND FLOOR ABOVE SL-EN/. BOX BEAM @ 1ST FLOOR SEE DETAIL 3/AG.04 Restroom BOX BEAM ABOVE 0 1ST FLOOR SEE DETAIL 3/A0.04 TYPICAL DOWNSPOUT @ FIRST FLOOR (.9 LOCATIONS) 2ND FLOOR ABOVE BOX BEAM ABOVE @ 1ST FLOOR SEE DETAIL 3/A6.04 . trzoivavv.W.- ZWORAMM 0.41 Att. &Ala 11.7T4-1% FIRE EXTINGUISHER 2A1OBC RATED TYPICAL 1EXITI EMERGENCY EXIT LIGHTING W/ BATTERY BACKUP coo ILLUMINATED EXIT SIGN W/ BATTERY BACK-UP ROOM NUMBER DOOR MARKER WINDOW MARKER WALL MARKER FLOOR DRAIN SIGNAGE MARKER. FREEZE PROTECTED HOSE 1■10 1. ALL EXPOSED HVAG DUCTWORK TO BE PAINTED BY SUPPLIER/ INSTALLER 2. ALL SUSPENDED GRIDS TO BE PAINTED 3. ALL TENANT IMPROVEMENTS TO BE APPORVED BY OWNER AND/ OR ARCHITECT 4. ALL SHOP DRAWINGS FROM WINDOW, DOOR, AWNING SUPPLIERS, ETC. TO BE APPROVED BY ARCHITECT PRIOR TO CONSTRUCTION BIB le" AFF WALL L�..EEN / A ,S701.22EN: 3 1/2" WP NON-RATED INT. WALL 1/A7.01 5 1/7 WF* NON-RATED INT. WALL 1/A7.01 5 1/2 WF* 2 HR. ELEVATOR SHAFT WALL WP4230 21A7.01 5 1/2 WF*1 HR. STAIRWELL SHAFT WALL WP4230 3447.01 5 1/2" WF* NON-RATED EXT. WALL WP8105 4447.01 3 5/F MF NON-RATED PARTITION WALL 5/A7.01 8" CMU NON-RATED WALL @ Ni S4A7.01 CONCRETE NON-RATED RETAINING/SUPPORT WALL (SEE STRUCT.) 7/A7.03 3 1/2" MF* 1 HR. EXIT PASSAGE WALL IBC 13-1.1 6/A7.01 5 1/2" WF* 1 HR. EXITERIOR WALL WP8105 12/A7.01 WOOD FRAME MF = LT. GUAGE METAL FRAME 1/43""=1 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 ' : 1,40, kr, • r' ktYPt 16 - 0.0,t , 1/2 SIZE PRINT SHEET SCALE: 1=1—AN NORTH NOTE: .91-1E A 2. ROOF OVERHANG @ 3RD FLOOR 3RD FLOOR ABOVE Llekerieeeeeeentereume,e3e..emaiLeKseeefen 01-0.■/. - 71.5C7 4320 SF GROSS 3820 SF LEASABLE OFFICE Hechillectillaiilt. Restroom 3'-0" I rg0.7Z 0:7 3RD FLOOR ABOVE ROOF OVERHANG 0 3RD FLOOR 1 7.,Neeeee'Veee..017,e-Ta.. TetteaSeeeelk, FIRE EXTINGUISHER 2A1OBC RATED 'TYPICAL ILLUMINATED EXIT SIGN W/ BATTERY BACK-UP EMERGENCY EXIT LIGHTING W/ BATTERY BACKUP ROOM NUMBER DOOR MARKER WINDOW MARKER WALL MARKER FLOOR DRAIN SIGNAGE MARKER N%Jr 1. ALL EXPOSED HVAG DUCTWORK TO BE PAINTED BY SUPPLIER/ INSTALLER 2. ALL SUSPENDED GRIDS TO BE PAINTED 3. ALL TENANT IMPROVEMENTS TO BE APPORVED BY OWNER AND/ OR ARCHITECT 4. ALL SHOP DRAWINGS FROM WINDOW, DOOR, AWNING SUPPLIERS, ETC. TO BE APPROVED BY ARCHITECT PRIOR TO CONSTRUCTION E NI= # • Fr-WHANSSA vwx,m -o-mommzem • 3 1/2" WF NON-RATED INT. WALL 1/ 5 1/2" WE NON-RATED INT. WALL 1447.01 5 1/2" WF* 2 HR. ELEVATOR SHAFT WALL WP4230 2/A7.01 5 1/2" WF*1 HR. STAIRWELL SHAFT WALL WP4230 3/A7.01 5 1/2' WF NON-RATED EXT. WALL W&105 4/A 3 5/8" ME NON-RATED PARTITION WALL 5/A7.01 8" CMU NON-RATED WALL @ M 6.44A7.01 CONCRETE NON-RATED RETAINING/SUPPORT WALL (SEE STRUCT ) 7/A7.03 3 1/2" VIF 1 H. EXIT PASSAGE WALL IBC 13-1.1 8/A7.01 M-INZETZEM G 5 1/2" WE 1 HR. EXTERIOR WALL WP8105 12/A7.01 WOOD FRAME ME = LT. GUAGE METAL FRAME eee, ileeeleeeeeeelieee.Neg.,eVaM. '1,reee,e,eeedeE, PLAN kTH REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION Floor Level ANDREW S. KO ACH STATE OF WASHINGTON 1/d9 CSR R S1JBM T AL 4/Q9 DR COM' ENY REgpdNSE'. GbITI.M 1 5$1 0NS E; �I1Id PE RMIT' IJBt`''I]U 11 iIJDE PLANS :> ) /17;' ,14 J21 / b PEkMI� E SUBNil77AL? /2 / O RET ININC� 1WALL HEI Ht I vI iLI01 NAeIOII MIS' a.o� 2.0.3 via" P,4 NOTE: SHEET ,4 1/2 51ZE PRINT SHEET 5G,4LE: PL„4N NORTH ROOF OVERHANG @ 3RD FLOOR 4 .945 SF GROSS 4402 SF LEASABLE OFFICE ROOF OVERHANG @ THIRD FLOOR 2-9" ROOF OVERHANG @ 3RD FLOOR IEERMIDTSZO 31/2" WF* NON -RATED INT. WALL 1/r47.O1 51/2" WF* NON -RATED INT. WALL 1/,47.01 51/2" WF* 2 HR. ELEVATOR SHAFT WALL WP4230 2/,47.01 51/2" WF 1 HR. STAIRWELL SHAFT WALL WP4230 3/47.01 • 51/2" WF* NON -RATED EXT. WALL WP81O5 4/,47.01 3 5/& 1F* NON -RATED PARTITION WALL 5/.47.01 8" CMU NON -RATED WALL @ M e /,47.01 CONCRETE NON -RATED RETAINING /SUPPORT WALL (SEE STRUCT.) 7/,47.03 3V2" MF* 1 HR. EXIT PASSAGE WALL IBC 13418/A7.01 EZNETEM G 51/2" WF* 1 HR. EXITERIOR WALL WP8105 12/,47.01 WF* = WOOD FRAME MF* = LT. GUAGE METAL FRAME PLAN .''PATH REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 Floor Level ANDREW S. KO ACH STATE OF WASHINGTON ) 7I0 { O vER POLE )/ 1/O� f ERI`1IT t E U $f"IITTAI l b'� RETAIN NG \ALL. HEIGHT 1/2 9IZE PRINT SHEET SCALE: 1=1,-,,AN NORTH 3RD FLOOR LEVEL BELOW ROOF OVERHANG @ 3RD FLOOR BOX BEAM @ 1ST FLOOR CRICKETS AS REQUIRED FOR POSITIVE ROOF DRAINAGE OR OV_ _c . TO DR4': ROOF HATCH SEE DETAIL(5 /A8. [ TRPLLIc KLOLU UTLOOKER BEAMS BELOW ROOF SYSTEM NOTES: ROOF SURFACE UPPER ROOF LOWER BOX BEAMS (@ 15T FLOOR) PAINTED ALUMINUM FLASHING CONTINUOUS 8' HIGH ROOF CURB TYPICAL ROOF DRAIN AND SCUPPER OVERFLOW LOCATION BOX BEAM @ 1ST FLOOR BELOW F R l'..A.1E' ROOF AREA 5812 SF 1.4 " /HR RAINFALL (SEATTLE) ROOF DRAINAGE NOTES: REQUIRED - 4" HORIZONTAL @1 /8" /FT. YaRTIGHL LEADERS 4' OVERFLOW SCUPPERS ROOFING TYPE TPO MEMBRANE (THERMOPLASTIC POLYOLEFIN) WHITE COLOR REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 Floor Level ANDREW S. KO ACH STATE OF WASHINGTON O { 0 I ( V .6 4 -9“ 8'-10" 3-0" 5-9" 0-7 3/4" 4' -8" L-AN NORTH 18' -0' 5-7" 1/2 SIZE PRINT SHEET SCAL—E: 9 -0° 5- 9 1/4" ,=''A E NQTS: SHEET ,A 2.05 i 1/10" = 1' -0° 0 I 4, 8' -10° 4 -9' 13' -0 4 -8" 0-7 3/4' 9 -0" 18' -0° 5 -7" 9 -0° 5- 9 1/4" Pro V o et- T 4) e � —W a / 4 0001 u r<gv .o �• S ys lLe,rrr 4r eaa. a raw dp r tr , - pa r SG. /007.4 .3 -f- Ao$3 M (S t 5ar'T 41 10,000 . .. .in:133q0e •a O , in 9 8-10" 13' -0° 4' -8" 0-7 3/4" 9' -0" poi- <<o 18' -0" 5 -7' 5 -9 1/4" C; N U co M :. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION ANDREW S. KOVACH STATE OF WASHINGTON SIC> I A� :D� f� ut 1I*AL' ' �i lMENT REaPQNSE ' �©I N REOOPN E • P,9R i , SUBMITTAL.', Bbn GET,'PLANS PO ,:mkt suBMlTTAL QL LES ; E UBMIT'tA. NIIUL;(< VF11I {1'1111 :?II Lighting Legend MARK TYPE /MANUFACTURER REMARKS SYMBOL WATS LAMPS COUNT Ll 24x48 Troffer Parabolic semispecular 3- T8 123 Total reflector 2 -T8 BASEMENT L2 24x24 Troffer Parabolic semispecular 2- T8 11 Total reflector" L3 HPS wall -pac security light 3 -TBX Comp Fir 3 Total L4 Arch. Sconce 2- Comp Fir 14 Total L5 Emergency Lighting Mount back -up battery Per- Standards 14 Total to header. L6 Recessed Can -- 1- Comp Fir 8 Total EL N/A Egress Lighting Circuit Note: Lights designated with this s mbo area part of a E backup emergency circuit. Circuit shall be powered by L- battery or generator per owners specs. in the event of power failure. Lighting Switching 1, Lighting switching: Switching for building lighting systems shall be designed and installed to permit efficient use of energy and to permit maximum flexibility in the use of the installed lighting. The following mandatory requirements represent the minimum lighting controls to be installed in any building. Additional controls should be provided where deemed appropriate and where the installation of such controls can significantly reduce energy consumption. 2. All lighting controls, except automatic controls or those for special purpose applications which require trained operators or those which would pose a safety problem or security hazard, shall be installed so as to be readily accessible to personnel occupying or using the lighting. 3. The max. lighting power that may be controlled from a single switch or automatic control shall not exeed the that provided by a twenty ampere circuit loaded to no more than eighty percent. A master control may be installed provided the individual switches retain their capability to funtion independently. 4. All lighted spaces enclosed by walls of ceiling height partitions and with floor area less than foour hundred square feet shall be provided an individual lighting control or an occupant - sensing automatic control 5. All lighted spaces with a floor area greater than four hundred square feet shall be provided with controls to permit reducing the lighting by not more than one -half or occupant - sensing automatic controls. a All building areas greater than two hundred square feet where natural lighting is available shall be provided with individual controls, daylight, or occupant - sensing automatic controls which permit control of lights independent of general area lighting. Either individual controls shall be provided for each row of luminars parallel to a window wall or controls sholl be provided to reduce the lighting in at least two steps; the first being not more than one -half of luminars and the second being completely off, in the natural lighting area. For office and school occupancies, at a minimum, lighting serving a zone within twelve feet of a window wall or the zone between an interior wall and the window wall of less than twelve feet shall comply with this provision. 7. All display, exhibition, or specialty lighting shall be controlled independently of general area lighting. 8. All exterior building lighting, including facade lighting, parking lots, driveways, and walkways, shall be furnished with automatic controls to reduce or turn off all lights during periods of daylight hours except those required for safety and security. Sign lights shall be exempt from this provision. Reflected Ceiling Plan Notes 1. Lighting system circuiting and swltchiing Is to be bidder designed to meet specifications, panel design, and applicable codes and requirements. See project manual. 2. Mechanical system Is shown schematically and is to be bidder designed to meet specifications, and applicable codes and requirements. 3. Verify number and location of supply registers w/ owner and tenant before proceeding with work. 4. Electrical, mechanical design /build contractors responsible for coordination w/ other systems to avoid conflict. 5. Provide draftstops above ceiling tile per IBC 717 (Note: demising walls from floor to roof deck will provide proper drafrstops). 6. Provide lateral force bracing for suspended ceiling per detail 20/A6.2. Special inspection is required. 7. Emergency bock up lights shown in schematic design. Contractors to provide numbers and location of fixtures per City of Monroe jurisdiction. Coordinate with inspectors. 8. Contractors to provide plenum -rated equipment in all ceiling plenum spaces. l:PAGE NOTE: SHE {T ,A 2.4Z 1/2 SIZE PFZINT SHEET SC.AL.E: 1/16" = 1' -C:)" PL,AN NORTH Notes: Final refelcted ceiling plan configurations for each separate suite will be submitted under individual T.I. packages. Elevator mechanical room to be equiped with independent ventilation unit w/ connection to elevator standby power source. Elevator to be connected with a standby power source (max. 6O second transfer time from a power failure) MEANS OF EGRESS ILLUMINATION IBC 1006.1 Illumination required. The means of egress, including the exit discharge, shall be illuminated at all times the building space served by the means of egress is occupied. IBC 1006.2 Illumination level. The means of egress illumination level shall not be less than 1 foot - candle at the walking level. IBC 1006.3 Illumination emergency power. The power supply for means of egress illumination shall normally be provided by the premises' electrical supply. In the event of power supply failure, an emergency electrical system shall automatically illuminate the following areas: 1. Aisles and unenclosed stairways of rooms that require two or more means of egress. 2. Corridors, exit enclosures and exit passageways.. 3. Exterior egress components... 4. Interior exit discharge elements... 5. Exterior landings...for exit discharge doorways... mom k MANI FEB 2 2 2010 MARK TYPE /MANUFACTURER REMARKS SYMBOL WATS LAMPS COUNT L1 24x48 Troffer Parabolic semispecular reflector 11 5 3- T8 2 -T8 BASEMENT 123 Total L2 24x24 Troffer Parabolic semispecular reflector 2- T8 11 Total L3 HPS wall - pac security light 3 -TBX Comp Fir .3 Total L4 Arch. Sconce 2- Comp Fir 14 Total LS Emergency Lighting Mount back -up battery to header. Per Standards 14 Total L6 Recessed Can -- Note: Lights designated backup emergency battery or generator power failure. 1- Comp Fir with this s mbo circuit. Circuit shall be per owners specs. 8 Total are part of a powered by in the event of EL N/A Egress Lighting Circuit � ER .p 7LE �B�1L bti1'1i11�1'Illl 17115 ° Lighting Legend Lighting Switching 1. Lighting switching: Switching for building lighting systems shall be designed and installed to permit efficient use of energy and to permit maximum flexibility in the use of the installed lighting. The following mandatory requirements represent the minimum lighting controls to be installed in any building. Additional controls should be provided where deemed appropriate and where the installation of such controls can significantly reduce energy consumption. 2. All lighting controls, except automatic controls or those for special purpose applications which require trained operators or those which would pose a safety problem or security hazard, shall be installed so as to be readily accessible to personnel occupying or using the lighting. 3. The max. lighting power that may be controlled from a single switch or automatic control shall not exeed the that provided by a twenty ampere circuit loaded to no more than eighty percent. A master control may be installed provided the individual switches retain their capability to funtion independently. 4. All lighted spaces enclosed by walls of ceiling height partitions and with floor area less than foour hundred square feet shall be provided an individual lighting control or an occupant - sensing automatic control. 5. All lighted spaces with a floor area greater than four hundred square feet shall be provided with controls to permit reducing the lighting by not more than one -half or occupant - sensing automatic controls. G. All building areas greater than two hundred square feet where natural lighting is available shall be provided with individual controls, daylight, or occupant sensing automatic controls which permit control of lights independent of general area lighting. Either individual controls shall be provided for each row of iuminars parallel to a window wall or controls shall be provided to reduce the lighting hi at least two steps; the first being not more than one -half of iuminars and the second being completely off, In the natural lighting area. For office and school occupancies, at a minimum, lighting serving a zone within twelve feet of a window wall or the zone between an interior wall and the window wail of less than twelve feet shall comply with this provision. 7. All display, exhibition, or specialty lighting shall be controlled independently of general area lighting. 8. All exterior building lighting, including facade lighting, parking lots, driveways, and walkways, shall be furnished with automatic controls to reduce or turn off all lights during periods of daylight hours except those required for safety and security. Sign lights shall be exempt from this provision. Reflected Ceiling plan Notes 1. Lighting system circuiting and swltchlIng Is to be bidder designed to meet specifications, panel design, and applicable codes and requirements. See project manual. 2. Mechanical system Is shown schematically and is to be bidder designed to meet specifications, and applicable codes and requirements. 3. Verify number and location of supply registers w/ owner and tenant before proceeding with work. 4. Electrical, mechanical design /build contractors responsible for coordination w/ other systems to avoid conflict. 5. Provide draftstops above ceiling tile per IBC 717 (Note: demising walls from floor to roof deck will provide proper draftstops). a Provide lateral force bracing for suspended ceiling per detail 2O/A6.2. Special inspection is required. 7. Emergency back up lights shown In schematic design. Contractors to provide numbers and location of fixtures per City of Monroe jurisdiction. Coordinate with inspectors. 8. Contractors to provide plenum -rated equipment in all ceiling plenum spaces. P'A NC.'TE'; SHEET A 1/2 SIZE PRINT SHEET SC,AL.E: I:= NORTH 2.4? 1/16" = 1 -0" Notes: Final refelcted ceiling plan configurations for each separate suite will be submitted under individual T.I. packages. Refer to A6.2 for T -Grld Detail 20. Elevator mechanical roam to be equiped with independent ventilation unit w/ connection to elevator standby power source. Elevator to be connected with a standby power source (max. 60 second transfer time from a power failure) )a' —OBI - _; 1,53I —O" REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION MARK TYPE /MANUFACTURER REMARKS SYMBOL WATS LAMPS COUNT L1 24x4 Troffer Parabolic semispecular reflector i i 1 4 I 1 ! f j f i 1 r8 8 BASEMENT 123 Total L.2 24,424 Troffer Parabolic semispecular ref ector r8 11 Total L.3 HPS c security light 3-TBX Comp Fr 3 Total L4 Arch. Sconce ----- __- __._.____ ______T_ 2- Comp Fir 14 Total L5 Emergency Lighting Mount back -up battery to header. Per Standards 14 Total Le Recessed Can -_ -y° I I ii !f ? ( { __ -- Note: Lights designated backup emergency battery or power failure. 1 - Comp Fir with this s mbo circuit. Circuit shall be per owners specs. 8 Total area part of a powered by in the event of EL N/A Egress Lighting Circuit I- _ ___ _ ._.______ i i 1 4 I 1 ! f j f i 1 t i { f ____ _ ----- __- __._.____ ______T_ 1 ; f p { -_ -y° I I ii !f ? ( { __ _..... ___________ fir. ' I I ____________ i A 1 _ _ ___ .. a .....,,,........ 1 °' r ______ •e ®v i • f I ;E � � f _ H , 1 E I f H I 1 [ i I. © _ I�1.r • ..�.�... PP I ANDREW S. KO ACH STATE OF WASHINGTON tI l� UL(fl 1Rt('[O : iii l-/�9 nl� GQMMENt RE�pC?N5f 11Q p RMIT SU �lJC7C�,T pL.ANSTT RM'It SI�Bi fTTA )/21/O PERMIT � IJBMITTA Lighting Legend Lighting Switching 1, Lighting switching: Switching for building lighting systems shall be designed and installed permit efficient use of energy permit maximum flexibility in the use of the installed lighting. The following mandatory requirements represent the minimum lighting controls to be installed any building. Additional controls should be provided where deemed appropriate and where the installation of such controls can significantly reduce energy consumption. 2. All lighting controls, except automatic controls or those for special purpose applications which require trained operators or those which would pose a safety problem or security hazard, shall be installed so as to be readily accessible to personnel occupying or using the lighting. 3. The max, lighting power that may be controlled from a single switch or automatic control shall not exeed the that provided by a twenty ampere circuit loaded to no more than eighty percent. A master control may be installed provided the individual switches retain their capability to funtion independently. 4. All lighted spaces enclosed by walls of ceiling height partitions and with floor area less than foour hundred square feet shall be provided an individual lighting control or an occupant - sensing automatic control. 5. All lighted spaces with a floor area greater than four hundred square feet shall be provided with controls to permit reducing the lighting by not more than one -half or occupant- sensing automatic controls. a All building areas greater than two hundred square feet where natural lighting is available shall be provided with individual controls, daylight, or occupant - sensing automatic controls which permit control of lights independent of general area lighting. Either individual controls shall be provided for each row of luminars parallel to a window wall or controls shall be provided to reduce the lighting in at least two steps; the first being not more than one -half of luminars and the second being completely off, in the natural lighting area, For- office and school occupancies, at a minimum, lighting serving a zone within twelve feet of a window wall or the zone between an interior wall and the window wall of less than twelve feet shall comply with this provision. 7. Al l display, exhibition, or specialty lighting shall be controlled independently of general area lighting. B. All exterior building lighting, including facade lighting, parking lots, driveways, and walkways, shall be furnished with automatic controls to reduce or turn off all lights during periods of daylight hours except those required for safety and security. Sign lights shall be exempt from this provision. Reflected Ceiling plan Notes 1 Lighting m circuiting an wit hlin is to be bidder designed t Lg gsyst e cu g d s c g a dde i d sg o meet specifications, panel design, and applicable codes and requirements. See project manual. 2. Mechanical system Is shown schematically and is to be bidder designed to meet specifications, and applicable codes and requirements. 3. Verify number and location of supply registers w/ owner and tenant before proceeding with work. 4. Electrical, mechanical design /build contractors responsible for coordination w/ other systems to avoid conflict. 5. Provide draftstops above ceiling tile per IBC 717 (Note: demising walls from floor to roof deck will provide proper draftstops). 6. Provide lateral force bracing for suspended ceiling per detail 20/A6.2. Special inspection is required. 7. Emergency back up lights shown in schematic design. Contractors to provide numbers and location of fixtures per City of Monroe Jurisdiction. Coordinate with inspectors. S. Contractors to provide plenum -rated equipment in all ceiling plenum spaces. .1:PA E N © .91--/EST A 2.Cw 1/2 SIZE PRINT SHEET SC ALE: 1/16" = 1 -0" PL.-AN NORTH Notes: Final refelcted ceiling plan configurations for each separate suite will be submitted under Individual T.I. packages. Refer to A6.2 for T -Grid Detail 20. Elevator mechanical room to be equiped with independent ventilation unit w/ connection to elevator standby power source. Elevator to be connected with a standby power source (max. 60 second transfer time from a power failure) 9 ° 11111111 I I != 1I ! s 11111 _11? 111111 UP 23 R at 6 .8 r 72' -O" 118' -O" bo9uo SC Y�E: 1/ i5II =1I -OI1 0 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISI(ne ANDREW S. KOVACH STATE OF WASHINGTON IL71 tL'IUb'I'IUIT07[ IIU ySUBI 11TTAL. IESP�JN5; NT C F5p0N 111 SUSMITTAI�,' BuD ET'PL4 E�' !. I IT E "SUS 1iT`f'iAL POWE C7L� P(?IIT i�tsU�MITTA[ MARK TYPE /MANUFACTURER REMARKS SYMBOL WATS LAMPS COUNT L1 24x48 Troffer Parabolic semispecular 3- T8 123 Total reflector 2 -T8 BASEMENT L2 24x24 Troffer Parabolic semispecular 2- T8 11 Total reflector L3 HPS wall -pac security light 3 -TBX Comp Pr 3 Total L4 Arch. Sconce 2- Comp Fir 14 Total L5 Emergency Lighting Mount back -up battery Per- Standards 14 Total to header. L6 Recessed Can -- 1- Comp Fir 8 Total EL N/A Egress Lighting Circuit Note: Lights designated with this sym are part of a backup emergency circuit. Circuit shall be powered by I— battery or generator per owners specs. in the event of power failure. Lighting Switching 1. 2. Lighting switching: Switching for building lighting systems shall be designed and installed to permit efficient use of energy and to permit maximum flexibility in the use of the installed lighting. The following mandatory requirements represent the minimum lighting controls to be installed in any building. Additional controls should be provided where deemed appropriate and where the installation of such controls con significantly reduce energy consumption. All lighting controls, except automatic controls or those for special purpose applications which require trained operators or those which would pose a safety problem or security hazard, shall be installed so as to be readily accessible to personnel occupying or using the lighting. 3. The max. lighting power that may be controlled from a single switch or automatic control shall not exeed the that provided by a twenty ampere circuit l oaded to no more than eighty percent. A master control may be installed provided the individual switches retain their capability to funtion independently. 4. All lighted spaces enclosed by walls of ceiling height partitions and with floor area less than foour hundred square feet shall be provided an individual lighting control or an occupant - sensing automatic control. 5. All lighted spaces with a floor area greater than four hundred square feet shall be provided with controls to permit reducing the lighting by not more than one -half or occupant- sensing automatic controls. 6. All building areas greater than two hundred square feet where natural lighting is available shall be provided with individual controls, daylight, or occupant- sensing automatic controls which permit control of lights independent of general area lighting. Either individual Controls shall be provided for each row of luminars parallel to a window wall or controls shall be provided to reduce the lighting in at least two steps; the first being not more than one -half of luminars and the second being completely off, in the natural lighting area. For office and school occupancies, at a minimum, lighting serving a zone within twelve feet of a window wall or the zone between an Interior wall and the window wall of less than twelve feet sholl comply with this provision. 7. All display, exhibition, or specialty lighting shall be controlled independently of general area lighting. 8. All exterior building lighting, including facade lighting, parking If driveways, and walkways, shall be furnished with automatic controls to reduce or turn off all lights during periods of daylight hours except those required for safety and security. Sign lights shall be exempt from this provision. Reflected Ceiling plan Notes 1. Lighting system circuiting and switch!Ing Is to be bidder designed to meet specifications, panel design, and applicable codes and requirements. See project manual. 2. Mechanical system is shown schematically and Is to be bidder designed to meet specifications, and applicable codes and requirements. 3. Verify number and location of supply registers w/ owner and tenant before proceeding with work. 4. Electrical, mechanical design /build contractors responsible for coordination w/ other systems to avoid conflict. 5. Provide draftstops above ceiling tile per IBC 717 (Note: demising walls from floor to roof deck will provide proper draftstops). 6. Provide lateral for bracing for suspended ceiling per detail 2O /A6.2. Special inspection is required. 7. Emergency back up lights shown in schematic design. Contractors to provide numbers and location of fixtures per City of Monroe jurisdiction. Coordinate with inspectors. 8. Contractors to provide plenum -rated equipment in all ceiling plenum spaces. PL.,AN NORTH Notes: Final refelcted ceiling plan configurations for each separate suite will be submitted under individual T.I. packages. Refer to A6,2 for T -Grid Detail 20. Elevator mechanical room to be equiped with independent ventilation unit w/ connection to elevator standby power source. Elevator to be connected with a standby power source (max. 6O second transfer time from a power failure) oxit• . i REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 0 010 ClOWAlc 1;41e. o ia ANDREW S. KO ACH STATE OF WASHINGTON 10 Vol.,;46,1q 1.141.4 WWMPPNYWg$4n lArgVt4AWA441 1:7/AS NOTE: „e1--1EET A .3.C7 1/2 SIZE PRINT SHEET SCAL.E: 1/1S" 1=1.../AN NORTH EXISTING GRADE my mm mm m. m mm EXISTING GRADE es' mm mwm•.m ww wm mw wm ww• mm mA, G - EXTERIOR ENVELOPE i : : . REQUIRED 12--VALUE: — ' UNCONDITIONED SPACE= R14, MW M. Mft OW M MM WM .. W. .. MM W. .. W. MMM M. WHITE WO ROOFING SYSTEM OVER RIGID INSULLATION--------- SL0PED TO DRAIN OVER SHEATH{NG AND FRAMING PER STRUM'. 3'-0" Fanittlin 81,001,11,411,0fingammo Se WROMIHMank (.1) z OMR .HRRAURSSREM,Mte,UtgaWgngggngrkalgM,BSggaMM % 4 en. ,,Yrt. Rea ----- • !SEE STRUCTURAL PLANS FOR FOUNDATION INFORMATION RAISED CURB EDGE WITH CAP FLASHING AND CONTINUOUS PT CANT STRIP Wm Iran .m • •-m wam, e o asvm.,, ra107, tAILICIP" Mil4444,1A 1As"-=11-c," 18 0 9 44 . 4 4 4.4404 441AW4 47ta 1,4.4 wam ) ) lat t J, W1LWOWNI 17777 771BWINSMAMMONWWWWWWWW; 4914.4 4044. - --- PERIMETER SLAB = R 10 j • SEE STRUCTURAL PLANS FOR I FOUNDATION INFORMATION ROOF= 12 EXTERIOR NVELOPE REQUIRE R-VALUE: 3'-0" k%t WIC) WHITE TPO ROOFING SYSTEM OVER RIGID INSULLATION I SLOPED TO DRAIN OVER SHEATHING AND FRAMING PER STRUCT. 3 VVPRmeo , g c l 1 11111•51194.11111 Alkadiftwe 1EXIERIOR ENVELOPE; i 1RE U L=i9 IIRE wL 0 w 0 z w 0 RAISED CURB EDGE WITH GAP FLASHING AND CONTINUOUS PT CANT STRIP 011;11 „ iirritiNIPMILS111111GE 18" x18 SUMP LE __ - - - --- ---------- --- - - - iRE URED R-VALUE - • PE IMETER UNDER ; ; 5 •B = R10 MECH YARD TOS ELEV. 42.5 Fr • E !.L. '51.-ENi. 51...5‘./. 1 'EXTERIOR ENVELOPE ;REQUIRED R-VALUE: ; 1 13'-0" 'ROOF= R 21 1. • ' ft %p „ r i g "ft. Mt Afp,MiN Pitrig:r9:t ppk 4Pift • 11 04AMAMOM145;IMS0= 0.11.04;7: wQ1 - I REQUIRED IR-VALUE ; -PERIMETER UNDER 1 SLAB R10 _ 1W EXTERIOR ENVELOPE EQ LJ 1 12ED R-VALUE: ----- •-•-- ALL R19 EXTERIOR ENVELOPE \-1-I— REQUIRED R-VALUE: ;UNCONDITIONED SPACE= R1.91 1, SiliDINTF;TE TOS ELEV. 4P..5 SLOPE DOWN -r o 42.2 egei . TOP OF GMU WALL BEYOND: ELEV. 56.0 wwwww.wman. 1/41"=1'.- 1 9 0 4.4. .." 1-5N/E-Ii..--; g bOci- It 0 N1 1".. A-7.5 /el& L 1A111`111. T m , , ■ 1 ; • REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION STREET ELEV. 38.0 c Lt( yi■ 1 ' t.A OC.41 ANDREW S. KO ACH STATE OF WASHINGTON 6 01 EXISTING GRADE g',AsiE NOTE: .01--/SET A .3.02 1/2 ,SIZE PRINT SHEET SC/ALS: 1/1S" = 1=L-AN NORM Oft RAISED CUB EDGE WITH GAP FLASHING AND CONTINUOUS PT CANT STRIP wairmsow 4 ceRa m...,gaN14 vmVAir" ' 1/=1 WHITE TPO ROOFING SYSTEM OVER RIGID INSULLATION- SLOPED TO DRAIN OVER SHEATHING AND FRAMING PER STRUCT. 1a. - EXISTING GRADE AiWAVAMM.:: 0 4 - iEXTER1OR ENVELOPE = REQUIRED 12.--VALUE: H 1 fl WALL= R 19 telatioging:Raginialegaligitai1 iM4 ' .Rtea1 al4,01SO1 1 ZROINISAMOVOINl 1 C,OgiellON1 Wing atffACIORAIMP:06 • latanigragIS EXTERIOR ENVELOPE REQUIRED R-VALUE.H-: :I / I :UNCONDITIONED SPACE= R 1111) V /III? DT r 1 • • Pal _............._.........._, r:,„„,, ......„. „ . .. ,„,,. .. ..... . , •,.„.„..,„„,„„,3„,„„.,, 1 , g.:1,00.00.gonekomossokovol : • ,.. ... 4 ; IREtj 12:-VALUE:1 i '''''' 1 PERIMETER UNDER 4. 1 SLAB = R 10 , -,, <t>- I ISEE STRUCTURAL PLANS FOR FOUNDATION INFORMATION RAISED CURB EDGE WITH GAP FLASHING AND CONTINUOUS PT CANT STRIP EXTERIOR ENVELOPE REQUIRED R-VALUE: I WALL= R 1.9 EXTEROR ENVELOPE / REQUIRED R-VALUE: 160,11,01die • • . 1 Itli I I.. • • ' e;g4W.iinkaWFA:W.4311:V.M '.0`..-46.1-1Faieg , M.. C C1.1004:10.4a 7‘, .iikk. , 1 . . _ • 3,4 ,w, IIICYfi\k5 ' REQUIRED R-VALUE:I ------ UNDER • OPEN TRELLIS ABOVE TUBE STEEL SUPPORT , EXTERIOR ENVELOPE R-VALUE: !UNCONDITIONED SPACE= R 19 , . MECH YARD TOS ELEV. 42.5 a SENVF.41- 2. .L. Ei : I 0 . I 1 1 , i 01 1 . , . • 44 igi ' EL/ TOP OF chiu WALL ; . BEYOND: ELEV. 50.0 WHITE TPO ROOFING SYSTEM OVER RIGID INSULLATION------- SLOPED TO DRAIN OVER SHEATHING AND FRAMING PER STRUCT. V4, 41 " "••••.." 'VP? SEE STRUCTURAL PLANS FOR FOUNDATION INFORMATION gneteRMEINNligigNigraMfg Glatifffit 30 titiOMENROZACOAN:242 Milignavo. ,... -..... / f ------EXTERIOR EVELOPE ./ REQUIRED VALUE: 1 ,, , ' '-0" gOOF. R 21 I ..._. .._...._ .......„..„......____...._.., *, _... AVI- - STREET ELEV 38 0 1/Eio" II • • . eignitiantiela Alsopay ' EXTE REQ -----WAL EXTERIO ENVELOPE --- REQUIRE R-VALUE: NEAT SPACE= R 19 h I REQUIRED R 'ALUEi PERIMETER NDER [SLAB = R 10 • , •11 ,, ,zzav , .,L. 0 •IOR ENVELOPE IRED R-VALUE: R N-er h,.5 „REVIDVED FOR boDE COMPLIANO APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISinN IpIrI ANDREW S. KO ACH STATE OF WASHINGTON Did Rt✓ SUBI 1iTTAL 9 pR CC MEN± RESPONSE ERM17 RE�SWBMITT�L SO WER POLES PE RM IT' R��S U B M IT'CA`L': lL lbti 111(1'' 111: II115 PAGE NC:77 - 5; ,O —FEET A 4.07 1/2 SIZE PRINT SHEET S C,4LE: 1/1S" = 1' - 0" PLAN NORTH PAINTED METAL GAP FLASHING CLEAR ANODIZED CORNER BREAKMETAL ALUMINUM GLAD STRUCTURAL COLUMN PAINTED METAL SIDING CORNER TRIM PAINTED METAL SIDING BASE TRIM 54.9 C rad� C redo ELEVAT031. 1tCAL ANO STORAGE AREA LEVEL ;~ 'L E N EN /. F5.51.1).45" r 1.o.sv 3C.0 PAINTED METAL CAP FLASHING CLEAR ANODIZED CORNER BREAKMETAL TYPICAL @ EA. WINDOW BANK ALUMINUM CLAD STRUCTURAL COLUMN PAINTED METAL SIDING CORNER TRIM PANTED METAL SIDING BASE TRIM MECH YARD ENTRY TOS ELEV. 42.5 S CREENEf7,MECHANI A AREA: W/. PA NTED, CI-1U BLOCK WALL AND OVERHEAD OPEN: AIR'TRELIIS PAINTED METAL SIDING BASE TRIM PAINTED METAL SIDING CORNER TRIM ALUMINUM CLAD STRUCTURAL SUPPORT COLUMN ALUMINUM CLAD STRUCTURAL BEAM MEMBER ALUMINUM CLAD STRUCTURAL COLUMN PAINTED TUBE STEEL ARBOR FRAMEWORK °7a PROVIDE CONTINUOUS VENTILATION TO ALL. SOFFIT AREAS (TYP.) ALUMINUM SIDING ON ENTRY FACE OF MEAGHANICAL YARD WALL MECH YARD TOS ELEV. 42.5 rr cr,va,:u do3-vy� 'y(i°.Yi131'� C I Ef 1/8 " �." °sue: EEL-M . '5 CAtb% : 1/43„ =1'. - , / L "71, ' 1- 4.1E`s L- i,- w ✓'. ,, >) cam' TAINTED METAL SIDING BASE TRIM PAINTED METAL SIDING CORNER TRIM USTOM STEEL KNEE BRACE KNOX BOX 5' AFF NEXT TO FIRE SPRINKLER RISER ROOM 1.0 ,Si'AINED HORIZONTAL WOOD SIDING 2.0 ( HORIZONTAL. HIGH SEAM METAL SIDING r 3.0 I ', HORIZONTAL WOOD FASCIA 4.0 = PAINTED CONCRETE 5.0 1 COLORED CMU W/ PEBBLE FINISH AS APPROVED BY DESIGN REVIEW 6.0 VERTICAL NU -WAVE ALUMINUM SIDING 7.0 - ALUMINUM CLAD STRUCTURAL. COMPONANTS 8.0 GALVINIZED STEEL,FINISH b09 �� o ALUMINUM CLAD STRUCTURAL BEAM MEMBER ALUMINUM CLAD STRUCTURAL SUPPORT COLUMN ALVANIZED STEEL STAR SYSTEM PAINTED METAL CAP FLASHING PROVIDE CONTINUOUS VENTILATION TOALL SOFFIT AREAS (TYP.) ALUMINUM CLAD STRUCTURAL COLUMN AINTED TUBE STEEL ARBOR FRAMEWORK PAINTED STEEL SLIDING GATES ALUMINUM SIDING ON ENTRY FACE OF MEAGHANICAL YARD WALL REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION n \t�ll.i € {i�Ilr 14 y, f�ks r 1` ANDREW S. KO ACH STATE OF WASHINGTON f2E 4UBMITTA L /2�0 RTAININ WALL HEIGHTS EILIL aWml (Trott_11 I=L,/AN NORTH PAINTED METAL SIDING BASE TRIM PAINTED METAL SIDING CORNER TRIM PAINTED METAL GAP FLASHING PROVIDE CONTINUOUS VENTILATION TO ALL SOFFIT AREAS (TYP. PAINTED METAL GAP TRIM CUSTOM STEEL KNEE BRACE PAINTED METAL SIDING BASE TRIM PAINTED METAL SIDING CORNER TRIM ALUMINUM CLAD STRUCTURAL SUPPORT COLUMN ALUMINUM GLAD STRUCTURAL BEAM MEMBER PAINTED TUBE STEEL ARBOR FRAMEWORK ALUMINUM SIDING ON ENTRY FACE OF MEACHANICAL YARD WALL 18' — O" 18' - 0" ALUMINUM GLAD STRUCTURAL COLUMN PROVIDE CONTINUOUS VENTILATION TO ALL SOFFIT AREAS (TYP.) MEGH YARD ENTRY TOS ELEV. 42.5 I10111.111/UW i ., Atunionnumwmurnmuemomemm MIN 00" IN HEIGHT AND MIN 3/4" STROKE WIDTH BUILDING ADDRESS PER ARCHITECTS SPECIFICATIONS ALUMINUM CLAD STRUCTURAL COLUMN 78' -0" 4ro.�8 �rcad� SCFENED MEGHANI�P L >AREA. W/61+�f�9 CMU BLOCK WALL; ANL, OVEs HEAI PEN Allz m TRELLIS PAINTED METAL CAP FLASHING CUSTOM STEEL KNEE BRACE PAINTED METAL GAP TRIM PAINTED METAL SIDING CORNER TRIM LEAR ANODIZED CORNER BREAKMETAL ALUMINUM CLAD STRUCTURAL COLUMN PAINTED METAL GAP FLASHING , 7'1.1E5 .e." F 23:s'C's E.rS afV,A. �sz5o �r�de MECHANICAL AND STORAGE LEVEL Doi- 110 PAINTED METAL GAP FLASHING LEAR ANODIZED CORNER BREAKMETAL TYPICAL @ EA. WINDOW BANK ALUMINUM CLAD STRUCTURAL COLUMN 1.0 AINED HORIZONTAL WOOD SIDING 2.0 HORIZONTAL. HIGH SEAM METAL SIDING 3.0 HORIZONTAL WOOD FASCIA 4.0 PAINTED CONCRETE 5.0 COLORED CMU W/ PEBBLE FINISH AS APPROVED BY DESIGN REVIEW a . VERTICAL NU -WAVE ALUMINUM SIDING 7.0 ALUMINUM CLAD STRUCTURAL COMPONANTS 8.0 G) . vINIZED STEEL FINISH Mark Description Mark Description Hw A Frame Hw E Hdwr 3 pr non ferrous hinges 2 pr hinges 1 set Electra open/ hold/ release 1 Privacy Lockset 1 storefront lockset 1 set gasket seal 1 panic bar 1 closer 1 set weather stripping 1 set silencers 1 set silencers 1 stop 2 stop Signage Note A NOTE A "DOORS TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED" Hw F Hw B 2 pr hinges 1.5 pr non ferrous hinges 1 Passage Latchset 1 Storefront Lock/ Pull 1 closer 1 panic bar 1 set smoke gasket 1 smoke gasket 1 brass kick plate 1 closer 1 set silencers 1 automatic door bottom 1 stop 1 set silencers 70" 13/4" Signage No A T3 temp /5g NOTE A: "DOORS TO REMAIN UNLOCKED WHEN BUILDING IS OCCUPIED" Steel Paint G Viewport 4 Hw 70" Hw Woad 13 pr non ferrous hinges 15 pr non ferrous hinges 1 set weather stripping 1 Storage room Lockset 1 Panic bar 1 smoke gasket 1 closer 1 closer 1 set silencers 1 step 1 stop Signage Note A " T4 none HwH Paint Hw D 1.5 pr hinges 2 pr hinges 1 Security Lockset 1 Security Lockset 1 latch hold open 1 Closer 1 weather stripping 1 set gasket seal 1 stop 1 set silencers 20 1 stop Hw I 9 3'0" 1 Rolling gate hdwr Paint 1 Manual chain drive opener none Steel 1 Smoke seal 10 1 Auto closing mechanism HM Paint T6 none Hw J Paint F Future Storage Room 2 sets Sliding gate hdwr 80" 2" 1 Electronic auto- opener T7 1 security locking mechanism Paint I Garage Coiling 12 11'6" 6'O" 2" Steel Paint T8 none Steel Paint J Bi -part Sliding Gate Door Frame Hdwr Mark Width Height Thickness Mat 'I Finish Type Glazing Label Mat'I Finish Set Remarks 1 6'2 1/4" 8'6" 1/4" P.G. Alum. Anodized T1 temp /sg none Alum. Anodized A Storefront component 2 3'O" 8'6" 1/4" P.G. Alum. Anodized T2 temp /5g none Alum. Anodized B 3 3'O" 70" 13/4" Wood Stain T3 temp /5g 20 Steel Paint G Viewport 4 3'0" 70" Woad Stain T4 none Steel Paint D 5 30" 70" " " " T5 20 Steel Paint E 6 3'0" 70" " T4 none Steel Paint F 7 3'0" 70" " T5 20 Steel Paint F 8 3'0" 70" HM Paint T4 20 Steel Paint G 9 3'0" 70" , Paint T5 none Steel Paint G 10 6'0" 70" HM Paint T6 none Steel Paint F Future Storage Room 11 60" 80" 2" Steel Paint T7 none Steel Paint I Garage Coiling 12 11'6" 6'O" 2" Steel Paint T8 none Steel Paint J Bi -part Sliding Gate d11;,4LI 1410PII11711Q; ll1[S P MIT SUBMITTAL BUP ET # LANSE`f EI?MIT t ;✓- sU�i''11TTAL 4.7/ :©WE QLEs 4/21/C7 PERMIT R- SUBMITTA /2 /C) , RETAINING RECEIVED Y OF TIIJK'MLA ? 1 2009 in 5-O" NA/Irk%%1=' W G L� NOTE: Exterior Windows shall have an NFRG U -Value of 0.450 or less G2.2 @ 2ND FLR G23 @ 3RD FLR 17 -0" 5' -9" 5' -8" 3'- 0 1/4" 5 - 113/4" 5' -8" 20' -G" 5' -8" 5' -11 3/4" 5' -G 1/4" 11' -6" G2.10137 FLR G2.2 @ 2ND FLR G23 @ 3RD FLR 5-9" 02.1g1STFLR G2.1 @1STFLR 5 - 9 1/8" 5' -8" l9 + r11 17-3 1/2" 5' -.g 1/8" 6 - 8" 3' j 6' - 0" 23' - 0" 6' 21/4" DOOR STYLE TYPE 1 12' -0" 5' - 9 1/8" 5' -8" F1 HOLLOW METAL - PAINTED JAMB ANCHORS MIN 3 PER JAMB HOLLOW METAL FRAME ALL WELDED CONSTR. G1.2 G2.1@ 13T FLR HOLLOW MTL. DOOR 6' -0" 3- 4 1/4" F2 HOLLOW METAL- PAINTED JAMB ANCHORS MIN 3 PER JAMB HOLLOW METAL FRAME ,ALL WELDED CONSTR. G3.2 DOOR STYLE TYPE 2 G2.2 @2NDFLR 02.3 @ 3RD FLR 9 G2.1 @ 1ST FLR VARIES 3'- 41/4" 5' -G 1/4" 5' -9 7/8" 2 4 ' m 6'- 8 1/8" Ti DOOR F1 FRAME TYPE q. LOCKSET at 5 I, 8 , 3-0" ;i DOOR STYLE TYPE 3 F3 HOLLOW METAL PAINTED JAMB ANCHORS MIN 3 PER JAMS HOLLOW METAL FRAME ALL WELDED CONSTR. 17 -0" • 3' -3 7/8" j 6' - 7 7/8" 3' -81/8" 5'- 113/4" I 6' -0" 23 -3 1/2" 3' - 0" DOOR STYLE TYPE 4 G2.1 RESERVED NOTE: Exterior Doors shall have an NFRG U -Value of 0.000 or less to HORIZONTAL WOOD SIDING 2.0 HORIZONTAL HIGH SEAM METAL SIDING 3.0 HORIZONTAL WOOD FASCIA 4.0 PAINTED CONCRETE 5.0 PAINTED CONCRETE BLOCK G.0 VERTICAL NU -WAVE ALUMINUM SIDING 7.0 ALUMINUM CLAD STRUCTURAL COMPONANTS 8.0 GALVINIZED STEEL FINISH G1 1/4" PLATE GLASS (TEMPERED SAFETY GLAZING, TINTED) G2 INSULATED GLASS PANEL (TINTED) 03 INSULATED GLASS PANEL (TINTED/ TEMPERED SAFETY GLASS) G4 INSULATED GLASS PANEL (CUSTOM TINT) G5 1/2" TEMPERED SAFETY GLASS (TINTED) 0.1 PILKINGTON ECLIPSE ADVANTAGETI REY 0.2 PILKINGTON ECLIPSE ADVANTAGET"IBLUE -GREEN 0.3 PILKINGTON ECLIPSEADVANTAGETrEVERGREEN 5' -9 7/8" j 5' -9 7/8" 5-9 7/8" iCl DOOR STYLE TYPE 5 DOOR STYLE TYPE 6 G21 @1STFLR G2.2 @ 2ND FLR 3' -0" =1■ 3' 4 1/4" 6' -81/8" 5' - 11" G' -0" RESERVED 6' -O" 20' -0" 17 -9 5'41" 6' -0" 24-0" 5' -11" OVERHEAD SERVICE DOOR (. @ 2ND F1:R 3' -3 7/8" 6' -7 7/8" 6' -8 /8" DOOR STYLE TYPE 7 G2.2 G2.1 @ 1ST FLR G2.2 @ 2ND FLR G23 @ 3RD FLR 6 -0" 11) ROOM FINISH GLASSES PER IBG A- FLAME SPREAD 0 -25; SMOKE DEVELOPED 0 -450 B- FLAME SPREAD 26 -75; SMOKE DEVELOPED 0 -450 G- FLAME SPREAD 766 -200; SMOKE DEVELOPED 0 -450 b OW G @ 1ST FLR 02.2 @ 2ND FLR G2.10. 1ST FLR s G2.1 @ 1ST FLR G22 @ 2ND FLR C @ 3RD FLR BOTTOM GUIDE BI -PART ELECTRONIC SLIDING SECURITY GATE 6'- 8 1/8" 3'- 81/8" • GATE STYLE TYPE 1 • 11-6" 6' -7 7/8" 20-0" S' -7 7/8" 17-0" w REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION G' -8 1/8" • M r IILiGIGIGf h1'IG11,�flllt H ANDREW S. KO ACH STATE OF WASHINGTON /11/Q9 ? per rid BU13r1rr 7/11/d9: + BUD.OET PLANBE7 $/11/ '! PERMIT l2 SUBh1 TTAL 1 O/17/ O POW t OLE LI5MITT: 12/2/d9: RETAINING, lac ;�1�u Ityt SCALE:1 /2 " =1' 15" MIN 5" MAX 4` -0" m DIAPER CHANGING STATION BAR RECESSED — DISPOSAL/TP ro HOOK HOOK SCALE:1 /2 " =1' ACCESSIBLE WATER FOUNTAIN Scale. 1" =1 PROVIDE PIPE WRAP SLEEVES FOR SCALD PROTECTION -- 18" VERTICAL GRAB BAR . cn RECESSED D1SP. / TP SCALE:1 /2 " =1' TILE ANGLE TO MEET E MATCH W / WALL DETAIL BLOCKING 1X2 BLOCK SUPPORTS 11/8" PLYWOOD COUNTERTOP 11/8" PLYWOO SKIRT LAMINATE FINIS KOHLER K -2094 SINK LAVA TO1RY =ETAI L Scale: 1" = 1' -0" �v I cv SCULE:1 /2 " =1' 3' -0" oltigINEMPISIMINOSIIMEMINOW P -LAM WAINSCOT TO 48" AFF W/ ALUMINUM CORNER AND TOP EDGING VINYL FLOOR W/ COVED BASE TO S'AFF SEALANT 6 ALUMINUM EDGING 1 HR RATED FLOOR ASSEMBLY MINIMUM FLOOR PROTECTION: 3/4" GYP -CRETE (11/2" SPEW.) OVER 3/4" TAG PLYWOOD OVER TJI'S W/ ONE LAYER 5/8" TYPE X GYPSUM BOARD (UL DESIGN NO. L518) 1 HR RATED FLOOR/CEILING ASSEMBLY MINIMUM CEILING PROTECTION: 48/24 TONGUE -AND — GROOVE SPAN RATED SHEATHING (EXPOSURE 1), NAILED AND GLUED TO TJI JOISTS WITH CONSTRUCTION ADHESIVE CONFORMING TO ASTM D3498 W/ ONE LAYER 5/8" TYPE X GYPSUM BOARD (ICC ES REPORT ESR -1153) 1 HR RATED WALL ASSEMBLY (T0 SPAN FROM RATED HORIZONTAL ASSEMBLIES ABOVE AND BELOW) MINIMUM WALL PROTECTION: ONE LAYER 5/8" PROPRIETARY TYPE X GYPSUM WALLBOARD APPLIED PARALLEL TO EACH SIDE OF 3 5/8" PROPRIETARY STEEL STUDS 24" O.G. (24 WOOD STUDS@ 16" O.G.) W/11/4'' TYPE S DRYWALL SCREWS 8" O.G. AT VERTICAL JOINTS AND WALL PERIMETER AND 12" O.G. AT INTERMEDIATE STUDS. JOINTS STAGGERED 24" ON EACH SIDE AND ON OPPOSITE SIDES. (GA FILE NO. WP 1049) OR (2X4 WOOD STUDS @1S" O.G. W/ 6D COATED NAILS, 17/8" LONG, 0.0915" SHANK, 1/4" HEADS, 7' O.G. (GA FILE NO. WP 3343) NOTES: 11/2 GRAB BAR AT 36" AFF PROVIDE CONTINUOUS 2X6 - BACKING PLASTIC LAMINATE WAINSCOT TO 48" AFF OVER 5/8" WATER RESISTANT GYP BOARD ALL WALLS PAINT EXPOSED W/ PVA PRIMER AND TWO COATS SEMI GLOSS LATEX CEILING TO BE PLAIN 5/8" GYP BOARD SEAL W/ PVA PRIMER EPDXY PANT FINISH GOAT MIRROR BOTTOM @ 40" AFF MAX LAVATORY FAUCETS TO BE SELF CLOSING W/ METERING VALVE LEVER TYPE INSULATE EXPOSED PIPES BELOW COUNTER P -LAM COUNTER W / 6" SPLASH 34" MAX AFF W/ 29" MIN CLEAR TO BOTTOM PROVIDE 17 MIN KNEE CLEARANCE WITH 6 "X9" TOE t . p69-Flo EXIT '. S SAs E WAY SEAT AT 17" -19" AFF TP 19" AFF 18" LONG VERTICAL GRAB BAR BOBRICK RECESSED TOWEL DISPENSER @ 40' AFF TAPERED JOINER STRIP 1/2" MAX HT CHANGE 1 :12 MAX SLOPE - TACTILE SIGNAGE DIAPER CHANGING STATION .� ACCESS 3LE 1 TYP. Scale. 1/2" = 1' -0" I HR. RATE= EXIT 1=''. SS. EWAY Scale: 1/2" = 1' -O" REVIEWFOR CODE COMPLIANCE APPRO VED FEB 2 2 2010 City of Tukwila BUILDING DIVISION SIo,N REv if cusliti rflu;i O bl O 0 e OP OF PLATE F3 FL. SUBFL. TOP OF PLATE T -GRID DROPPED CEILING— F2 FL. SUBFL. TOP OF PLATE ! F1 FL. SUBFL. i�LAN NORTH • gyfl Mitt .O. 68.0 DRAIN SUMP ,AREA !, SLOPE TO DRAIN @ 1/4" PLF 5/8" GWB @ CEILING ASSEMBLY AND WALL (TYP) R -19 FIBERGLASS BATT INSUL FLASHING ABOVE AND BELOW ALUM'. WINDOWS WHERE INDICATED SEAL OPENINGS PER WRB' STANDARDS (SEE SHEET A7.3) 86" HEADER HEIGHT R -13 ACOUSTIC BATT INSUL i - - -- 'GWB @ CEILING E WALL SEAL W/ VP PAINT W INDOW TRIM: BULLNOSE GWB WRAP ALUM. WINDOW; USE BACKER ROD ALL AROUND E �:AULK @ SEAM TYP. bBL. 2X6 BOTTOM PLATE TYP. - - - - -- 5/4" T$G PLYWOOD; GLUE E SCREW TO FLOOR JOISTS TYP. 1/2" GYPCRETE SUB FLOOR/ BLD. PAPER TYP. -13 ACOUSTIC BATT INSUL T -GRID DROPPED CEILING - OWB @ CEILING E WALLSEAL W/ VP PAINT WINDOW TRIM: BULLNOSE GWB WRAP ALUM. WINDOW; USE BACKER ROD ALL AROUND CAULK @ SEAM TYP. - pBL. 2X6 BOTTOM PLATE TYP. 33/4" TEG PLYWOOD; GLUE E SCREW TO FLOOR JOISTS TYP. h 1/2" GYPGRETE SUB FLOOR/ SLD. PAPER TYP. 1=',4 NOTE ,.0f -15ST A acis 1/2 SIZE PRINT SHEET SCALE: 1/2" = 1 -0" T -GRID DROPPED CEILING@ 9' -0" TYPICAL @ 1ST, 2ND, AND 3RD FLOORS 3 -0 i 7 / / ' i 3" DRAIN W/ INTEGRAL � i BEAM PER STRUCTURAL 4" DIA. PAINTED AL. RAIN LEADER I -JOIST PER STRUCTURAL ROOF OVERHANG FRAMING PER STRUCTURAL DECK COVERING: SHEET TPO OVER 1/2" COVER BOARD PLYWOOD DECKING PER STRUCTURAL R -21 TAPERED INSULATION PAINTED METAL CAP FLASHING WITH DRIP EDGE PAINTED FRC FASCIA PANEL PAINTED METAL DRIP EDGE PL 2X6 I o (OR AS REQUIRED FOR INSULATION) PAINTED FRG SOFFIT PANEL W/ CONTINUOUS VENTING ZIPPER PLATE LEVEL FLOOR LEVEL 3 BL. I -JOIST 1M W/ FILLER TYP. TYPICAL EXTERIOR TREATMENT HORIZONTAL WOOD SIDING (SEE DETAIL 1/A7.2) HORIZ. CHANNEL IPE WOOD SIDING OR CEDAR WI 6' EXPOSURE/ 1' " X 2" FRC OR TREATED FIRRING STRIPS @ 16 "OG./ YERS 3' IN. TYPE A PAPER/ S. J t PER -- CT. / 4 p vsAlre ST MTL. TRIM FLASHING BEHIND SIDING OR FRC PANELS TYP./ ALL FLOORS ALL WINDOWS E. DOORS: 20° SLOPED MTL. HEAD FLASHING BEHIND FURRING STRIPS TYP. FLASH WINDOW AND DOOR HEADS WHEREVER EXPOSED TO WEATHER SEALANT ALL AROUND WINDOW AT NAILING FLANGE THEN AGAIN AT TRIM (INSTALL "WRB" SYSTEM, SEE NOTES E DETAILS A7.4) R -19 FIBRGL INSUL IN 2X6 STUD WALL @ 16" O.G. TYP DBL. I -JOIST RIM W/ FILLER TYP. FLOOR LEVEL 2 MTL. TRIM FLASHING BEHIND SIDING OR FRG PANELS TYP./ ALL FLOORS ALL WINDOWS E DOORS: 20° SLOPED MTL. HEAD FLASHING BEHIND FURRING STRIPS TYP. FLASH WINDOW AND DOOR HEADS WHEREVER EXPOSED TO WEATHER SEALANT ALL AROUND WINDOW AT NAILING FLANGE THEN AGAIN AT TRIM (INSTALL "WRB" SYSTEM, SEE NOTES i£ DETAILS A7.4) FLOOR LEVEL 1 85.50' ELEV. 59.50' 6" MIN. WASHED DRAIN ROCK PER GEOTECH. bl 0 O F2 FL. SUBFL. TOP OF PLATE Fl FL. SUBFL. TOP OF PLATE UBFL. T -GRID DROPPED CEILING @9' -0" TYPICAL @ 1ST, 2ND, AND 3RD FLOORS R -19 FIBERGLASS BATT INSUL ----- - - - - -- 5/8" GWB @ CEILING SEAL W/ VP PAINT SEALED CONCRETE CONCRETE SLAB PER STRUCTURAL FOOTING PER STRUCTURAL 4" SAND 6 MIL. V.B. (LAP JOINT 12 UNDISTURBED SOIL 3' -0' 4" TIGHT LINE DRAINAGE PIPE UNDISTURBED BEARING SOIL HEADER PER STRUCTURAL 3014 BLDG. PAPER PAINTED ALUMINUM FLASHING GONG. FOUNDATION WALL PER STRUCTURAL SLOPE AWAY FROM BUILDING ?-. - 4' TIGHTLINE DRAINLINE 6" PERFORATED FOOTING DRAIN LINE FLOOR LEVEL 2 FLOOR LEVEL 1 BACKFILL PER GEOTECH. BASEMENT LEVEL 6" MIN. WASHED DRAIN ROCK PER GEOTECH. D 0 1 I 0 FOUNDATION SEALANT COATING REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION TYI=IC.4 L WSLL- 1=1I- E "1" I C:, ANDREW S. KO ACH STATE OF WASHINGTON V LAI 11111 lariat 0 BAIT INSULATION 2X FURRED FRAMING CDX PLYWOOD SHEATHING PAINTED ALUMINUM CLADDING /./ STRUCT . GOL. / ---WOOD SIDING( COLUMN CL.AIN STAIL. (1) -- r FURRED FRAMING ... 3/4" CDX PLYWOOD SHEATHING PAINTED ALUMINUM CLADDING 1 STRUCT. COL. ..VillrograBFAVAIIKAVAVO+ \ \ mai .. m: 1111 COL.LJN1N CLADDING I:JET/AIL, (2) 4 3 E3 X Bo EAN 1%•1 !"." ET,AIL . SIDING PER ELEVATION- PAINTED ALUMINUM CLADDING 2x10 FRAMING 3/6 STAINLESS STEEL KNEE BRACE AS DETAILED , 3/4" STAINLESS STEEL LAG BOLTS AND CAPS- HSS COLUMN PER STRUCT, 2X12 FRAMING PAINTED METAL CAP FLASHING WITH DRIP EDGE SLOPED GANT STRIP W/ SAM FLEXIBLE FLASHING BEAM PER STRUCTURAL GO MINUTE WRB WRAP RAINSCREEN DRAINAGE SYSTEM PAINTED FRG FASCIA PANEL CONT. INSECT SCREEN PAINTED METAL DRIP EDGE PAINTED FRC TRIM a L,JI LtiTh NOTE: ALL PAINTED METAL SURFACES ARE TO BE KYNAR STAIN BLACK FINISH. tv 4. ENT ETA I _ & , 1'-4" I-4'' 1 8" J• 4/ 1 .4,. 5" 55/8' ) *NOTE: ORIGIN OF ARCH RADIUS BUTT VERTICAL JOINT TEMPERED GLASS PANEL ANCHOR WINDOW FRAME TO SLAB PER MANUFACTURERS SPECIFICATIONS SET FORMED SILL FLASHING IN BEAD OF NON.- SKINNING BUTYL SEALANT CLOSED CELL BACKER ROD W/ APPROVED CAULKING SEALANT BITUMINOUS EXPANSION BOARD SLOPE AWAY FROM BUILDING GRID CENTER OF COLUMN 5 KNEE BRACE ETAI ', 4' 8" 1)09%- 110 -GRID LINE CENTER OF COLUMN EDGE OF BEAM co 1. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 BUILDING N.1 E N/ E E TAN I 1"=1 (or- =a al-town) ........ Xfsktehst... hAr ANDREW S. KC) ACH STATE OF WASHINGTON tt -t lit 4 .tc, 1 p't 13 to 4 AY:1 T,t."i.,,- PA.1 0 s' 1.11111 . 1.07 'WNW L. 1 tw = L.,. Ny./.„ CANTILEVER FLOOR JOIST , , IIVARVARRA .. t Z Lu Q LU . 6) GL. 51/8" x 21" GL 51/8" x 30" GL G 3/4" x 24' CO LUMN BEYOND V w= N4W 4',V44 eit0449 CANTILEVER FLOOR JOIST GL 51/8" x 21" GL 51/8" x 24" GL 6 3/4" x 24' GL 6 3/4" x 24" OUTLOOKERS tt t otttf — tI..t.z.tt§ttt N C;)1:Zir 0C:;' So SAN% Ne°1 1.-46% PIZZAlbs N°1 -NOTE: NO BEAM OVER ENTRY GATE (NEED CLEAR HEIGHT FOR GARBAGE TRUCK) •.VV NU-WAVE CORRUGATED SIDING (VERTICAL) A BEYOND - SLOPED RETAINING WALL VVVV - -ENTRY DRIVE b 0 1 0 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION 5 :A. Acoustic Ceiling 2 adjacent walls: pop -rivet clg tees to wall angles fasten angle to wall w/ #10 teks @24 " main runner cross tee @ 2' -0" oc tyP PLAN Non -Dated Interior WaII 45 45° t 45 intersection c lip not 2" �? shown for clarity MAX Suspended Olt 10 Stale Note: brace wires not req'd for clg areas less than 144 sq. ft. EXTEND ASSEMBLY FROM RATED FLOOR TO STRUCT. ABOVE. FIRE STOP OPENINGS WITH SAFING INSULATION 1 LAYER OF 5/8" GWB @ EA. SIDE OF WALL W/ 2x4 (1a) or W/ 2x6 (1b) WOOD STUDS @ 16" O.C. OR AS REQUIRED PER STRUCTURAL PLANS PROVIDE CONT. SOUND CAULKING @ CEILING AND FLOOR BOTH SIDES FILL CAVITY W/ GLASS FIBER BATT INSULATION HORIZONTAL BRACING PER STRUCT. EXTEND ASSEMBLY FROM FLOOR TO STRUCTURE ABOVE 25 GAUGE STEEL RUNNER 1. Suspended ceiling shall be exposed T -bar grid system as shown on the reflected ceiling plans. Grid to have low gloss finish, white. Panels shall be 24" x 48" x 3/4 ", tegular, Armstrong or equal. Pattern shall be approved prior to installation. NCR .65 minimum light reflecting value .75. 2. Vertical Hangers a. Suspension wires shall be No. twelve gauge spaced at four feet on center along each main runner unless calculations justifying the increased spacing are provided. Each vertical wire shall be attached to the ceiling suspension member and to the support above with a min. of three turns. b. Any connection device at the supporting construction shall be capable of carrying not less than 100 pounds. Wires shall not hang more than one in six out -of -plumb unless countersloping wires are provided. Wires shall not attach to or bend around interfering material or equipment. 3. Perimeter Hangers a. Terminal ends of each cross runner and main runner shall be supported independently a max. of eight inches from each well with No. twelve gauge wire or approved wall support. 5/8" GWB EA. SIDE ATTACHED WITH 1" LONG NO. 6 DRYWALL SCREWS TO EACH STUD. SCREWS ARE 8" ON CENTER AROUND THE PERIMETER AND 12" ON CENTER ON THE INTERMEDIATE STUD. METAL STUDS SPACED PER STRUCTURAL PLANS Non -Dated L. Steel Interior WaII (4)12 ga diag brace wires @12-0'' oc $ 6' -O" max from walls. Tie wires w/ 4 tight turns in 11/2" typ @ ea end. Space opposing brace wires 90 deg apart € 45 deg max from horiz. 1 out of 2 wires shall be tested to 440 lbs 1/2" clr @ free end of wall angles 4 5 2 adjacent wa cont notched spacer bar 12 ga vert hanger wires @ 4-O" oc $ w /in 6" of walls. Locate @ grid intersections. Provide 3 tight turns in 1 1/2" @ ea end. 1 out of 10 wires shall be tested to 200 lbs ANDREW S. KO ACH STATE OF WASHINGTON H1TTAli:;. , YEIIAL( 16 UM If ... Ml SII:4LL' EXTEND ASSEMBLY FROM RATED FLOOR TO STRUCT. ABOVE (2) LAYERS 5/8" GWB TYPE "X" STAGGER JOINTS EA. SIDE 2 X STUDS PER STRUCT. FIBERGLASS BATT INSUL. Acoustical Ceiling Installation Notes of Interest Grid system must meet requirements per IBC 8032 and ASTM C 635 $ 636 Installation must conform to CISCA recommendations for areas subject to severe seismic activity. IBC categories D, E and F must also meet these additional requirements: • Minimum 2" wall molding • Grid must be attached to two adjacent walls — opposite walls must have a 3/4" clearance • Ends of main beams and cross tees must be tied together to prevent their spreading • Perimeter support wires • Heavy -duty grid system • Ceiling areas over 1,000 5F must have horizontal restraint wire or rigid bracing • Ceiling areas over 2,500 SF must have seismlo separation joints or full height. partitions • Ceilings without rigid bracing must hove 2" oversized trim rings for sprinklers and other penetrations • Changes in ceiling plane must hove positive bracing • Cable trays and electrical conduits must be Independently supported and braced • Suspended ceilings will be subject to special inspection Troffer Support 2 SECTION PLAN 2 Hr Elevator Shaft WI= 4230 ti0 Sl':I1jE fixture corner hanger by elec typ 4 corners ceiling support hanger by clg contractor typ 4 corners fixture corner hanger by elec typ 4 corners GA FILE NO. \VP 4230 GENERIC 2 HOUR FIRE 56 STG SOUND OL 05 -1050 (WITH "GREEN GLUE) THICKNESS: 8" APPROX. WEIGHT: 13 PSF FIRE TEST: ITS J20- 06170.3,12 -00 GYPSUM WALLBOARD (GWB), WOOD STUDS, MINERAL FIBER INSULATION BASE LAYER 5/8" TYPE X GWB APPLIED ,AT RIGHT ANGLES TO EA. SIDE OF 2X6 WOOD STUDS 16" O.G. W/ 21/4" TYPE S OR W DRYWALL SCREWS @ 24" O.G. FACE LAYER 5/8" TYPE X GWB APPLIED AT RT. ANGLES TO EACH SIDE WITH 21/4" TYPE S DRYWALL SCREWS 8" O.G. JOINTS STAGGERED @ 24" O.C.EA. LAYER AND SIDE. 51/2" MINERAL FIBER INSULATION, NOMINAL 3 PGF, FRICTION FIT IN STUD SPACE. TESTED @ 5,506 LBS PER STUD OR 100% OF DESIGN LOAD. (LOAD- BEARING) `GREEN GLUE BETWEEN LAYERS OF GWB @ THE RATE OF 2 TUBES PER 4X8 SHEET NOTE- PLYWD. SHEAR PANELS MAY BE ADDED AS LONG AS THE SPECIFIED FASTENER LENGTH IS INCREASED BY THE THICKNESS OF THE PLYWOOD SUBSTITUTE MOISTURE RESISTANT GWB FOR FACE LAYER AT WET LOCATIONS FIRE SAFING SEALANT AT CEILING CONNECTION 8" CMU SET IN FULL MORTAR SEC) FILLED PER STRUCTURAL. - - -- PRIMED AND SEALED SEE STRUCTURAL FOR REINFORCING STEEL COVERAGE Non -rated CMU Wall 0 O 4�- 4" --�I Seismic Joint (Armstrong or equal) pop -rivet this side 7816 - 6" Facia M my (ding Channel Molding Interior Finish Class B Exit passsageways B Exit Acces corridors and other exitways C Rooms and enclosed spaces T -rid Ceiling System EXTEND ASSEMBLY FROM RATED FLOOR TO STRUCT. ABOVE (1) LAYER 5/8" GWB TYPE 'X' STAGGER JOINTS EA. SIDE - 2 X STUDS PER STRUCT. R 13 FIBERGLASS BATT INSUL. - I=I..A SECTION SECTION SECTION EXT. 12 PLAN '7 .S /a 4 ' 4 Ii I u 1101,[ri - - -- USG THERMAFIBER MINERAL WOOL BATTS 4" PER OWNER OPTION Non - Rat 0 ---- !4 1 r /Ceiling INT. GA FILE NO. WP 3243 GENERIC 1 HOUR FIRE 50 STC THICKNESS: 71/8" APPROX. WEIGHT: 7 PSF FIRE TEST: UL 8141996 GYPSUM WALLBOARD (GWB), WOOD STUDS, RESILIENT CHANNELS MINERAL FIBER INSULATION RESILIENT CHANNEL 24" O.G. APPLIED AT RIGHT ANGLES TO ONE SIDE OF 2X6 WOOD STUDS 16" O.G. W/1 1/4" TYPE S DRYWALL SCREWS FACE LAYER 5/8" TYPE X GWB APPLIED AT PT. ANGLE TO CHANNELS WITH i" TYPE S DRYWALL SCREWS 8" O.G. OPOSITE SIDE 5/8" TYPE "X" GWB AT RIGHT ANGLE TO STUDS WITH 6D GEMENT COATED NAILS, .0915" SHANK, 15/16" HEAD, 7" O.G. JOINTS STAGGERED @ 24" O.G.EA. LAYER AND SIDE. 51/2" MINERAL FIBER INSULATION, NOMINAL 3 PCF, FRICTION FIT IN STUD SPACE. TESTED @ 5,506 LB5 PER STUD OR 100% OF DESIGN LOAD. (LOAD - BEARING) NOTE- PLYWD. SHEAR PANELS MAY BE ADDED AS LONG AS THE SPECIFIED FASTENER LENGTH IS INCREASED BY THE THICKNESS OF THE PLYWOOD SUBSTITUTE MOISTURE RESISTANT GWB FOR FACE LAYER AT WET LOCATIONS 1 Hr Stair Shaft- WIC 3243 1 1/2" GYP -CRETE ENKASONIC MAT T -GRID ACOUSTICAL CEILING @ 9-O" HT. REINFORCEMENT AND THICKNESS PER STRUCT. EXTEND ASSEMBLY FROM FLOOR TO STRUCTURE ABOVE EXT. FINISH PER ELEVATION SACK FINISH SEALED CONCRETE Non -Rated Concrete Wall 3/4" T$G PLYWOOD GLUE AND SCREW TO WOOD JOISTS TILE OR OTHER HARD SURFACE /J.6H / /.U/ /JJJ//J/JJ/ // J/ JHf// J/ JJ/ 1/// JJ/ JJJJJJ fOJ/ JJ//// J/// J/ l/ JIY. Gf/ Jif/ J/////!/ XI/ X/ �i3J// J/ fJJ/ J, GUJ�' I.% JHIl/. Cf!/ 7/////// J// J/J JJ/ J// JrDY// J// J/ H// JJ/ J / /Jr / /J / / / / / /J / / /J/Jf//! //J I JOIST EXTEND ASSEMBLY FROM RATED FLOOR TO STRUCT. ABOVE SIDING PER ELEVATION 1 Hr Exterior- WI= 8105 FASTENING: 6D @ 24" O.C. BASE LAYER 8D @ 8" O.C. FACE LAYER BEAM -.- 1 LAYER 5/8" TYPE "X' GYP SHEATHING — PLYWOOD PER STRUCTURAL 1 LAYERS 5/8" TYPE "X" GWB W/ STAGGERED JOINTS EA. SIDE OF 2 X 6 WOOD STUDS SPACED PER STRUCTURAL O.G. W/ R 13 FIBERGLASS BATT INSULATION WHERE FRT PLYWOOD SHEAR PANELS OCCUR INCREASE LENGTH OF FASTENERS BY THICKNESS OF SHEAR PANEL SECTION EXT. INT. Non- 12ated Exterior PLAN 1 Hr LGSteel Interior WQII -IE3C 13 -1.1 11 SUM FLOOR JOIST RUN PARAL.LEL TO EXT. WAL.L. b o 11 EXTEND ASSEMBLY FROM RATED FLOOR TO STRUCT. ABOVE SIDING PER ELEVATION FASTENING: 6D @ 24" O.C. BASE LAYER, 8D @ 8" O.C. FACE LAYER PLYWOOD PER STRUCTURAL 1 LAYERS 5/8" GWB W/ STAGGERED JOINTS EA. SIDE OF 2 X 6 WOOD STUDS SPACED PER STRUCTURAL O.C. W/ R 13 FIBERGLASS BATT INSULATION WHERE FRT PLYWOOD SHEAR PANELS OCCUR INCREASE LENGTH OF FASTENERS BY THICKNESS OF SHEAR PANEL PROVIDE CONT. SOUND CAULKING @ CEILING AND FLOOR BOTH SIDES FILL CAVITY W/ GLASS FIBER BATT INSULATION HORIZONTAL BRACING PER STRUCT. EXTEND ASSEMBLY FROM FLOOR TO STRUCTURE ABOVE 25 GAUGE STEEL RUNNER 5/8" GWB EA. SIDE ATTACHED WITH 1" LONG NO. 6 DRYWALL SCREWS TO EACH STUD. SCREWS ARE 8" ON CENTER AROUND THE PERIMETER AND 12" ON CENTER ON THE INTERMEDIATE STUD. METAL STUDS SPACED PER STRUCTURAL PLANS PICAL EXTERIOR WALL CONSTRUCTION TREATED SILL PLATO GYPCRETE GWB BACKING BL. RIM JOIST W I -JOIST FILLER SINGLE RIM JOIST W/ I -JOIST FILLER SECTION FLOOR JOIST RUN PERPENCICULAR TO EXT. WALL- Floor Rim Joist @ Exterior Wall PAGE NOTE .0b-fEET ,A 7.07 1/2 SIZE PRINT SHEET SCALE: 2" = 1' -0" REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2. _ 2010 City of Tukwila BUILDING DIVISION ANDREW S. KO ACH STATE OF WASHINGTON CE REVIEW'SU 4/O9 .,CSR GOMME !11 /b9 MI i S kJ BMIT TAL,' 11rc9 , BU DGET PLA NSET 11/09 PERMIT - SUBMITTA )%17109' POWER PCJLES ) PERMIT IMF -S M1IT /2 /GJ9 f2ETAININ WA HEIGkT VAPROSHIELD PREFORMED CORNER APPLIED AFTER SILL STRIP. BOND W/ TWO BEADS OF NON - SKINNING BUTYL SEALANT SHEATHING SUBSTRATE - TWO BEADS OF NON - SKINNING BUTYL SEALANT, FIELD APPLIED. TEMPORARILY SECURE SILL MEMBRANE FLASHING WITH STAPLES AT INTERIOR SIDE OF JAMB AND SILL, MAX 1/2" FROM INSIDE EDGE AND PARALLEL TO EDGE. APPLY VAPROSHIELD FROM BOTTOM TO TOP OF JAMB. JAMB MEMBRANE FLASHING MAY BE TEMPORARILY SECURED TO SUBSTRATE W/ STAPLES APPLIED MAX. 1/2 FROM OUTSIDE EDGE AND PARALLEL 70 EDGE. VAPROSHIELD PRE - FORMED CORNER APPLIED BEFORE HEAD STRIP. TEMPORARILY - -- SECURE WITH STAPLES 1/2" FROM OUTSIDE EDGE APPLY HEAD STRIP BETWEEN PREFORMED HEAD CORNERS. HEAD MEMBRANE FLASHING MAY BE TEMPORARILY SECURED TO SUBSTRATE W/ STAPLES APPLIED MAX. 1/2 FROM OUTSIDE EDGE AND PARALLEL TO EDGE. APPLY CONTINUOUS STRIP OF THERM FLASH TO HEAD OF WINDOW TO PREVENT WATER ENTRY DURING CONSTRUCTION PROCESS AND TO EXTEND HEAD WRAP FLASHING BEHIND METAL DRIP FLASHING FOR MIN 4` LAP WITH WRB ._ INSTALL NAIL FLANGE WINDOW. SET ALL FLANGES IN CONTINUOUS BEAD OF FIELD APPLIED NON - SKINNING -- BUTYL SEALANT. SECURE THROUGH NAILING FLANGE AT SILL AND JAMBS. DO NOT SECURE WINDOW THROUGH NAL FLANGE AT HEAD OF WINDOW. APPLY 1 LAYER WRAPSHIELD BREATHER MEMBRANE. INSTALL FROM BOTTOM TO TOP. LAP UNDER EXISTING FLASHING AT SILL. EXTEND TO EDGE OF NAILING FINS AT JAMBS AND HEAD. APPLY 6' WIDE STRIPS OF THERMFLASH TO BRIDGE NAILING FIN AND WRAPSHIELD AT HEAD AND JAMBS. USE 3" SILICONE ROLLER TO APPLY AND ELIMINATE ALL FISHMOUTHSAND WRINKLES. INSTALL 24. GA G -00 GALV. PRE - FINISHED METAL HEAD FLASHING. SET IN 2 SEALANT END DAMS OVER WINDOW EXTRUSION. USE SILICONE SEALANT INSTALL TRIM AROUND WINDOW. PRIME ALL SIX SIDES PRIOR TO RABET BACK OF TRIM TO PROVIDE LEVEL MOUNT AND SET IN 2 BEADS OF NON - SKINNING BUTYL SEALANT AT JAMBS AND AT HEAD. UPTURN END OF METAL FLASHING TO FORM,: - END DAMS AT EITHER SIDE OF HEAD FLASHING. USE SEALANT TO CLOSE ALL. PINHOLES. INSTALL WRAPSHIELD FLASHING UNDERNEATH UPPER COURSING IN WRAPSHIELD ASSEMBLY. 'BIB TO LAP 4" MIN. OVER VERTICAL LEG OF METAL HEAD FLASHING. BOND WRAPSHIELD OVER HEAD FLASHING WITH NON - SKINNING BUTYL SEALANT. INSTALL FIBER CEMENT SIDING OVER WINDOW FLASHING ASSEMBLY WITH ENKAMAT 5005 - -- PER MFR. REQUIREMENTS AND SECTION DETAILS IMPORTANT; WRS L7OCU1 THESE PERMIT /CONSTRUCTION DOCUMENTS, AS CONDITIONED IN NOTES, INCLUDE AN ATTACHED "CERTIFICATE OF ENROLLMENT" FOR BUILDING ENCLOSURE DOCUMENTS THAT ARE APPROPRIATE TO SATISFY THE REQUIREMENTS OF SECTIONS 1 THROUGH 10 OF WASHINGTON STATE ENGROSSED HOUSE BILL 184-8. IT WILL BE THE RESPONSIBILITY OF THE OWNER TO HAVE THE BUILDING ENCLOSURE INSPECTED BY A QUALIFIED INSPECTOR DURING THE COURSE OF INITIAL CONSTRUCTION AND DURING REHABILITATIVE CONSTRUCTION PER THE REQUIREMENTS OF THIS ACT. BUILDING ENCLOSURE DOCUMENTS FOR THIS PROJECT INCLUDE THE FOLLOWING DEFINITIONS: 1:PA NOTE; SH T ,A ?.02 1/2 SIZE PRINT SHEET SC,AL.E: 1/2 SHOWN PLAN NORTH SCALE: 1/2" =1' -0" WEATHER RESISTIVE BARRIER (WRB) ,A INSTALL A WEATHER RESISTIVE BARRIER (WRB) CONSISTING OF A DOUBLE LAYER OF GRADED 6O- MINUTE ASPHALT SATURATED KRAFT PAPER. SECURE WITH S UFFICIENT STAINLESS STEEL STAPLES TO SECURE TO THE PLYWOOD SHEATHING. THE WRB SHALL BE INSTALLED WITH A 19 OVERLAP TO FORM A DOUBLE LAYER. VERTICAL OVERLAPS SHALL NOT BE LESS THAN 6. HORIZONTAL OVERLAPS SHALL BE FORMED TO SHED WATER AND SHALL NOT BE LESS THAN 4 WHERE NOT DOUBLE OVERLAPS. THE WRB SHALL BE INTEGRATED INTO ALL PENETRATION FLASHINGS IN COMPLIANCE WITH ARCHITECTS DETAILS ATTACHED IN APPENDIX B. B ALL PENETRATION FLASHINGS SHALL BE FLASHED IN ACCORDANCE WITH ERD DETAILS ATTACHED IN APPENDIX B. G INSIDE AND OUTSIDE CORNERS SHALL BE REINFORCED WITH A 12 STRIP OF FOIL -FACED SUPERFLASH SELF - ADHERING MEMBRANE, AS DISTRIBUTED BY COLBOND (PHONE #206.612.0263), INSTALLED UNDER THE NEWLY INSTALLED WRB. PRODUCT LITERATURE IS ATTACHED IN APPENDIX E. INSTALL MEMBRANE IN COMPLIANCE WITH DETAIL #101140 -310 AND RELATED ERD DETAILS PROVIDED IN APPENDIX B. D THE WRB SHALL BE INCORPORATED INTO ALL ADJOINING FLASHINGS WITH SEALED TERMINATIONS IN COMPLIANCE WITH THE ARCHITECTS DETAILS ATTACHED IN APPENDIX B. ALL TERMINATIONS SHALL BE SEALED WITH PEGORA BR -96 NON - SKINNING BUTYL SEALANT. PRODUCT DATA SHEETS ARE ATTACHED IN APPENDIX E. E THE WRB SHALL BE TERMINATED AT THE TOP OF EACH WALL ELEVATION WITH A SEALED TERMINATION AS DETAILED IN THE ARCHITECTS DETAILS #101140501 E 502 ATTACHED IN APPENDIX B. F ANY TEARS, CUTS, OR RIPS SHALL BE REPAIRED WITH AN ADDITIONAL LAYER OF WRB CUT INTO THE EXISTING WRB TO FORM A WATER SHEDDING LAYER. PATCHES SHALL BE SEALED INTO PLAGE AND SHALL NOT BE LESS THAN 18 SQUARE. PATCHES SHALL BE INSTALLED BY SLITTING THE TOP LAYER OF WRB AND SLIPPING THE PATCH UNDER TO FORM A WATER SHEDDING LAYER. G NEWLY INSTALLED WRB SHALL NOT BE EXPOSED TO WEATHER FOR MORE THAN THE MINIMUM NECESSARY PERIOD PRIOR TO APPLICATION OF CLADDING. IF THE WRB HAS BEEN EXPOSED FOR LONGER THAN 14 DAYS PRIOR TO COVERING, A FULL INSPECTION OF THE EXPOSED SURFACE SHALL TAKE PLAGE PRIOR TO APPLICATION OF CLADDING COMPONENTS. ANY REQUIRED REPAIRS SHALL BE CARRIED OUT PRIOR TO INSTALLATION OF ANY CLADDING. H AS AN ALTERNATE FOR USE UNDER STUCCO SYSTEMS, INSTALL A SINGLE LAYER OF GRADE D GO MINUTE PAPER WITH 6 VERTICAL LAPS AND 4 OVERLAPS AS DETAILED ABOVE AND INSTALL A SINGLE LAYER OF K -LATH STUCCO -RITE HD 2 X 2, 16 GA. WELDED WIRE WITH FUR, ATTACHED TO A SINGLE LAYER OF GRADE D, GO MINUTE PAPER PROVIDING THE SECOND LAYER OF PROTECTION. PRODUCT LITERATURE IS ATTACHED IN APPENDIX E. PVA PRIMER PAINT 1/2 x 1/2, 26 GA. GALV. ANGLE. SET EACH --- -- LEG IN SEALANT 10 Window Jamb Section Detail EXTEND PROGTORWIZAPSHIELD TO EDGE OF NAILFIN SIDING PER ELEVATIONS (A4.01$ A4.O2) SEE SHEET A6.O3 FOR DETAILS. 6" WIDE SELF- ADHERING MEMBRANE TO BRIDGE_NAIL'FIN''TO PROCTOR - WRAPSHIELD DRAINAGE MAT WHEN TRIM IS DETAILED, SET 2 BEAD OF NON - SKINNING BUTYL SEALANT. DADO TRIM AS REQUIRED FOR A LEVEL MOUNT. PRIME ALL SIDES PRIOR TO FINISH GOAT. NAIL FLANGE WINDOW. SET JAMB FLANGES IN A CONTINUOUS BEAD OF NON - SKINNING BUTYL SEALANT VAPROSHIELD JAMS FLASHING WRAP. I : NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS IN THE FIELD. MEMBRANE AND FLASHING COMPONENTS ARE NOT SHOWN TO SCALE FOR CLARITY. SCALE: 3" =1' -O" NOTE: DETAILS ARE INTENDED TO BE INTERCHANGEABLE FOR STOREFRONT TYPE WINDOW APPLICATIONS WITH MINOR MODIFICATIONS AS NEEDED TO ACCOMODATE A FLANGELESS STYLE WINDOW SYSTEM. �.a a, - ,.tee „4 � Mainl,evanV, faIiiraU ..,p rASEIVita.. SG,II�E: ,4 S NOTE= 5” MIN PVA PRIMER PAINT 1/2 x 1/2, 26 GA. GALV. ANGLE. SET EACH - LEG IN SEALANT UPTURNED METAL END DAM (BEYOND) 12 Window Head Section Detail WEATHER RESISTIVE BARRIER: PROCTOR WRAPSHIELD INSTALL WRAPSHIELD 'BIB' FLASHING TO NEXT JOINT IN WRAPSHIELD ASSEMBLY. LAP 4" OVER METAL HEAD FLASHING AND SEAL WITH NON - SKINNING BUTYL SEALANT. 6" WIDE STRIP OF SELF- ADHERING MEMBRANE_(PRIME.-AS.REQUIRED BY MANUFACTURER) _. SIDING PER ELEVATIONS (A4.01 $ A4.02)' SEE SHEET A6.O3 FOR DETAILS. ----`..DRAINAGE MAT 24 GA. 0 -90 GALV. PREFINISHED METAL HEAD FLASHING. PROVIDE - 2" SEALANT END DAMS ABOVE AND BELOW HEAD FLASHING AT EITHER END. 6" WIDE STRIP OF SELF ADHERING MEMBRANE TO BRIDGE NAILING FIN TO PROCTOR WRAPSHIELD WHEN TRIM IS DETAILED, SET 2 BEADS OF NON - SKINNING BUTYL SEALANT. DADO TRIM AS REQUIRED FOR A LEVEL MOUNT. PRIME ALL SIDES PRIOR TO FINISH GOAT. NAIL FLANGE WINDOW. SET HEAD FLANGE IN A CONTINUOS BEAD OF NON - SKINNING BUTYL SEALANT VAPROSHIELD PENETRATION WRAP . NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS IN THE FIELD. MEMBRANE AND FLASHING COMPONENTS ARE NOT SHOWN TO SCALE FOR CLARITY. PVA PRIMER PAINT 1/2 x 1/2, 26 GA. GALV. ANGLE. SET EACH LEG IN SEALANT 11 Window Sill Section Detail VAPROSHIELD SILL FLASHING WRAP. NAIL FLANGE WINDOW. SET SILL FLANGE IN A CONT. BEAD OF NON - SKINNING BUTYL SEALANT. WHEN TRIM IS DETAILED, DADO TRIM AS REQUIRED FOR A LEVEL MOUNT. PRIME ALL SIDES PRIOR TO FINISH GOAT. LAP VAPROSHIELD SILL FLASHING WRAP OVER WRB. DRAINAGE MAT PROCTOR WRAPSHIELD UNDER SILL FLAS SIDING PER ELEVATIONS (A4.01$ A4.025, SEE SHEET A6.O3 FOR DETAILS. NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS IN THE FIELD. MEMBRANE AND FLASHING COMPONENTS ARE NOT SHOWN TO SCALE FOR CLARITY. "BUILDING ENCLOSURE ", MEANS THAT PART OF ANY BUILDING, ABOVE OR BELOW GRADE, THAT PHYSICALLY SEPARATES THE OUTSIDE OR EXTERIOR ENVIRONMENT FROM INTERIOR ENVIRONMENTS AND WHICH WEATHERPROOFS, WATERPROOFS, OR OTHERWISE PROTECTS THE BUILDING OR ITS COMPONENTS FROM WATER OR MOISTURE INTRUSION. INTERIOR ENVIRONMENTS CONSIST OF BOTH HEATED AND UNHEATED ENCLOSED SPACES. THE BUILDING ENCLOSURE INCLUDES, BUT IS NOT LIMITED TO, THAT PORTION OF ROOFS, WALLS, BALCONY SUPPORT COLUMNS, DECKS, WINDOWS, DOORS, VENTS, AND OTHER PENETRATIONS THROUGH EXTERIOR WALLS, WHICH WATERPROOF, WEATHERPROOF, OR OTHERWISE PROTECT :THE BUILDING OR ITS COMPONENTS FROM WATER OR MOISTURE INTRUSION. "BUILDING ENCLOSURE DESIGN DOCUMENTS" MEANS PLANS, DETAILS, AND SPECIFICATIONS FOR THE BUILDING ENCLOSURE THAT HAVE BEEN STAMPED BY A LICENSED ENGINEER OR ARCHITECT. THE BUILDING ENCLOSURE DESIGN DOCUMENTS SHALL INCLUDE DETAILS AND SPECIFICATIONS THAT ARE APPROPRIATE FOR THE BUILDING IN THE PROFESSIONAL JUDGMENT OF THE ARCHITECT OR ENGINEER WHICH PREPARED THE SAME TO WATERPROOF, WEATHERPROOF, AND OTHERWISE PROTECT THE BUILDING OR ITS COMPONENTS FROM WATER OR MOISTURE INTRUSION, INCLUDING DETAILS OF FLASHING, INTERSECTIONS AT ROOF, EAVES OR PARAPETS, MEANS OF DRAINAGE, WATER - RESISTIVE MEMBRANE, AND DETAILS AROUND OPENINGS. bO9iio REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISIfM �Vc ttil I I1lNt,1 'I 2/2/ DEGIGN:'REr 'IEU! SLIF MrtTAL Dt2 RE =EUBMt (T4L', _ _O 1N1ENT;'f� PQNS> C7 MMENT,ISPbNSE: pERMI`f'SUBNIITTAI� ?? UbGET PLANSET _RMIT R�'5UBMITTAL. I?OWEIC P .L � MIT 5U Hirr L; FLIGHT SECTION HANDRAIL W/ TERMINATIONS REQUIRED BY IBC - - - - -- -- _ 11/2" MINIMUM CLEAR DISTANCE FROM HANDRAIL TO OBSTRUCTION 1 1/2" CONTINUOUS HANDRAIL 4 INT STAIR SECTION scale: 1/2" = 1' -0" 2 F1 STAIR PI-AN Scale 1/2 "_ 1 NOSING TO SE BE■./ELE= 5 Stair Profile Scale: 1" = 1' -0" 11 "T1=ZE,41m10 1" NO F2 INT ST,4IR h N Scale: 1/2' = 1 -0 NOTE: 1. -�- H,�LL H,��/E ,ar HEA.tO CLE,41.RN44,CE OP 80" 2. 1=2.18ER ,4S t'OEM)CRISEt 1 ■/ .S7S" \/,41.RI, TfON a. SE\/ELING OFe •O .Jr O BE > ,aN .S" R, 4-. 01:=EN NOT f SS/E ,A• CL1=.4N1:Z 01= NG a 4" S. S T,4NIR NOT E._- LOP=E 1:45 RpaTlO ,�NC7JH,4�LL BE ,4 SOLID M, ,•� �1, / 1 �� 11 4 1 Stair Sign Scale 1" = T -O" F3INT STAIR PI-AN Scale: 1/2" = 1' -0" �— - —STAIR ID ACCESS —FLOOR ACCESS -- DIRECTION OF EXIT DISCHARGE E FLOORS SERVICED BY THIS STAIR rc. H,4■tOR,z EXTENtO 12" SEYGQNIO 7 RISER, ,4NO CONTINUE CONE TRE,4NfO tOEI+'TH BEY0Nt0 SOTTOI•1 RISER u-I 0 et i Oi • 7. 1-1,4.NtORA=INIL ,aN 1 - W,a.LL, C3,NURC: OR W,6.cLKIN SUR�,a.C OR SE CcO•TINLOL WITH THE ,.a. , FOLLOWING FLIGHT M--T,411=2. � o REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION CO ()? 1' 2 3 4 4' -0" 4'-0" Fl EXT. STAIR PLAN Scale: 1/2" F2 EXT. 9TAI R 1=LAN Scale: 1/2" = F3 EXT. STAIR PLAN Scale: 1/2" = T-0" 10-2 10'-2" L Lip 21 at 6.03 UP 21 1:Z at 6.86 4 A 2're PRECAST CONCRETE (3 PCS) (W/ CAST SLOPE FOR DRAINAGE)- ---- TUBE STEEL STRINGERS I CONCRETE TREA r ( , S R L E O S P S E ED FO; E D E RA L R IN Is A E G R E PRECAST CONCRETE (2 PCS) (W/ GAST SLOPE FOR DRAINAGE) PAINTED TUBE STEEL GAURDRAIL-- ------ - EX'TERIOR 9TAIR. 3ECT'ION Scale: 1/2" = 1I-0" ANDREW S. KO ACH STATE OF WASHINGTON 1.6t, ' R.,rb ."" - - ifr -77 7 7 , Er • D -- - - • boq Ito EC REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 MO City of Tukwila BUILDING DIviCinfo ) s."1.1 l't.11 111oN'4i��,7 „� 1ii1!t ANDREW S. KO ACH STATE OF WASHINGTON 1 C J /17/09 1' PC?WCi2 (COLS ,.!. 10009' PERMIT R SU I"IITTf 12/2/b9 RE TAINING WA LL, HE(I 'rQuGf11�9I1,lrroId` IRIS I. HOR1Z. fi2EFUE Al21 1 SEAL EXT. PIT AGAINST GROUND WATER INFILTRATION TYP. 1” -11/2' WASHED ROUND ROCK FOR DRAINAGE SURROUNDING ELEVATOR REFUGE AREA 18" MIN. ELEVATOR SHAFT SECTION Scale: 3/8” =1 3/4" 9 „ 1 1/8" I 2' c m 0 1N EiREI.'E11%f.EHG- NCY ;US�STArR:: /� EMERGENCY EXIT 51GN,4GE it ,4CCE551BILITY SIGN/AGE 112" M ELEVATOR PLAN Scale: 1/2" = 1' -O" F1 -F3 ELEVATOR PL./AN Scale: 1/2" = 1' -0" ELEVATOR NOTES 22. COMPLY WITH APPLICABLE GODES. ;I 711 20. INSTALL APPROVED KEY RETAINER BOX, KEYED TO THE SECURE CITY KEY. 1. IBC SECTION 707.7.1 AND ASME SECTIONS 2.7 AND 2.8. PIPES, DUCTS, CONDUITS, AND EQUIPMENT NOT USED FOR THE OPERATION OF THE ELEVATORS ARE PROHIBITED IN MACHINE ROOM AND HOISTWAYS. 2. MAINTAIN ALL REQUIRED WORKING CLEARANCES IN MACHINE ROOM. 3. ASME RULE 2.2.2. WATERPROOF AS NECESSARY TO PREVENT ENTRY OF GROUNDWATER. SUMP PUMPS MAY BE INSTALLED FOR FLOOD CONTROL BUT NOT APPROVED TO MAINTAIN A DRY PIT. 4. ASME RULE 2.2.4. PROVIDE PIT LADDER. 5. ASME RULE 2.7.5.2. PROVIDE MACHINE ROOM VENTILATION. 6. IBC 3002 PROVIDE HOISTWAY VENTILATION. PROVIDE MOTORIZED DAMPERS AS REQUIRED BY INTERNATIONAL MECHANICAL CODE FOR ALL HOISTWAY VENTS. 7. COMPLY WITH SEISMIC REQUIREMENTS. 8. ASME RULE 2.7.4. PROVIDE 7-0' CLEAR HEADROOM IN MACHINE ROOM. 9. IBC CHAPTER 11; ACCOMMODATE PEOPLE WITH DISABILITIES. 10. ASME SECTION 2.4 AND 3.4. PROVIDE PROPER TOP CAR RUNBYS, CLEARANCES AND REFUGE SPACE. 11. ASME RULE 2.1.1.2 ,AND 2.11.14. GROUT ALL MASONRY JAMBS AND HEADERS TO RETAIN FIRE RATING OF HOISTWAY. IN OTHER THAN MASONRY, PROVIDE LABELED ENTRANCE ASSEMBLIES INSTALLED AS TESTED. 12. IBC 707.8 GROUT BEHIND ALL HOISTWAY PENETRATIONS FOR PIPES, FIXTURES, ETC. 13. IBC 3004.2 ELEVATOR HOISTWAYS VENTING DUCTS SHALL THAT EXTEND BEYOND THE HOISTWAY, SHALL MATCH THE FIRE RATING OF THE SHAFT ENCLOSURE 14. ASME RULES 2.1.1.2 AND 2.14.1.8 GLASS USED IN OR ON ELEVATOR HOISTWAYS AND CARS MUST BE LAMINATED AND MEET THE REQUIREMENTS OF ASME Z57.1 15. PROVIDE CALCULATIONS AND DRAWINGS TO PLANNING DEPARTMENT FOR APPROVAL OF THE STRESSES AS NOTED IN THE APPLICABLE RULES OF ASME SECTION 2.9. 16. ASME SECTION 2.6. PROVIDE CALCULATIONS TO PLANNING DEPARTMENT FOR APPROVAL OF THE ABILITY OF THE PIT FLOOR AND STRUCTURE TO WITHSTAND THE ELEVATOR BUFFER ENGAGEMENT REACTIONS. 17. ASME 2.27.1. PROVIDE MEANS OF TWO -WAY CONVERSATION BETWEEN EACH ELEVATOR AND A READILY ACCESSIBLE POINT (MAIN ELEVATOR LOBBY) OUTSIDE THE HOISTW,AY. 18. ASME 2.27.1.1.2 THIS STRUCTURE IS CONSIDERED AS UNATTENDED, AND AN ADDITIONAL EMERGENCY SIGNALING DEVICES SHALL BE PROVIDED (PHONE TO ANSWERING SERVICE). 19. ASME 2.27.1.1.5 PROVIDE AN EMERGENCY POWER SUPPLY FOR THE DEVICES REQUIRED BY 2.27.1 THE SUPPLY SHALL BE CAPABLE OF OPERATING THE AUDIBLE DEVICE FOR AT LEAST ONE HOUR AND THE MEANS OF A TWO -WAY CONVERSATION FOR AT LEAST FOUR HOURS. 21. KEYS REQUIRED FOR THE OPERATION OF ELEVATOR, FIRE EMERGENCY SERVICE, THE MACHINE ROOM AND THE MECHANICAL HOISTWAY ACCESS KEY SHALL BE TAGGED AND KEPT IN THE KEY BOX Doi -<<o REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION Control Button Tactile Symbol Braille Message Proportions open circles indicate unused dots within each Braille Cell s -414- 3.0 mm TYP. E j 4 1 vrant I 'N-L • I'- mow 2.01`m n I m ��: :. DOOR OPEN l' I° 1 It• :. . % • REAR /SIDE DOOR OPEN 10s. • •• •• • • • • "EN" ARM .I... r 1 Iii ONE POINT el : g a . , I 14 . . !•:„ DOOR CLOSE 1 • .• • CLOSE I ., :MillipTA oo 1 l p 1 REAR /SIDE DOOR CLOSE •s • • • • s • • • • • • REAR /SIDE CLOSE I I II.a!!I� II ll <:� I• (itravl * MAIN • • • e l* MA"IN" MEM iiiiinlid ' °° °'° • ` '• •• ALARM AL "AR "M k 'L J I I HEM C •••. •;• . PHONE • • • • • •• • • • • • PH "ONE" a : eII UI in • • ° I •o ° ° °a° 0 •• EMERGENCY STOP (WHEN PROVIDED) X or face of octagon is not required to be tactile • • • • • • • • • 'STOP aiAgsq,� i� +m�' Iles "'Ilia •""'II ° ' O " °•qP6 J r z s I 'N-L ELEVATOR GAB Automatic Obstruction Sensing Elevator Door 1 n 35" Emergency Buttons s: -- -- ii i u HOLD OPEN ( r� 11 ARM r 1 ONE POINT ' 1 LOCKING UNIT I , I I I I I LJ k 'L J I I \,A lr a� i 1 S9� t ,�"� rf, l." T l la. ANDREW S. KO ACH STATE OF WASHINGTON (tULIl;1L I' 4'PRIIITIIk Ill1!i ?/21/09: ?EIMIt 1E SlJ>f ITIPL /b E 1`AINING WALE HE {GHTS ' 26 ELEVATOR NOTES: Accessible end Usable Buildings end Facilities Table 407.2.11.2 Control Button Identification ICC /ANSI A117.1 -1988 4.10.3 Hall Call Buttons. Gall buttons in elevator lobbies and halls shall be centered at 42 in (1065 mm) above the floor. Such call buttons shall have visual signals to indicate when each call is registered and when each call is answered. Call buttons shall be a minimum of 3/4 in (19 mm) in the smallest dimension. The button designating the up direction shall be on top. Buttons shall be raised or flush. Objects mounted beneath hall call buttons shall not project into the elevator lobby more than 4 in (100 mm). 4.10.4 Hall Lanterns. A visible and audible signal shall be provided at each hoistway entrance to indicate which car is answering a call. Audible signals shall sound once for the up direction and twice for the down direction or shall have verbal annunciators that say "up" or 'down." Visible signals shall have the following features: (1) Hall lantern fixtures shall be mounted so that their centerline is at least 72 in (1830 mm) above the lobby floor. (2) Visual elements shall be at least 2 -1/2 in (64 mm) in the smallest dimension. (3) Signals shall be visible from the vicinity of the hall call button. In -car lanterns located In cars, visible from the vicinity of hall call buttons, and conforming to the above requirements, shall be acceptable. 4.10.5 Raised and Braille Characters on Hoistway Entrances. All elevator holstway entrances shall have raised and Braille floor designations provided on both jambs. The centerline of the characters shall be 60 in (1525 mm) above finish floor. Such characters shall be 2 in (50 mm) high and shall comply with 4.30.4. Permanently applied plates are acceptable if they are permanently fixed to the jambs. ---— SCALE: 1 /'2 " =1' SCALE: 1/2"-=1' Aalik r NOTE: BUILDING IS LESS THAN 4 STORIES GURNEY ACCESS IS NOT REQUIRED EI•Qto SI -left k ... SCALE: 1/2"=1' 4' -OI' 61 z z tu O 2 -1/4" 12" OUTSIDE PADLOCK PROVISION 1" RIGID FIBER INSULATION STRAPPED TO CURB CLEAR OPENING 4" ROOF HATC ET,AI Not to Scale SCALE: 1/2"=1' VERTICAL LADDER ROOF HATCH (GALVANIZED) WOW � •' •�' • / •' IWO INSIDE PADLOCK PROVISION FRAME CURB - 14 GA. GALVANIZED STEEL CLEAR OPENING LINER - 22 GA. GALVANIZED STEEL ONE POINT LOCKING UNIT HOLD OPEN ARM VINYL GRIP PRESSURE INTENSIFIER 4' -O" OUTSIDE HANDLE VINYL GRIP COVER - 14 GA. REINFORCING CHANNEL 1° FIBERGLASS GALVANIZED STEEL (TYPICAL) INSULATION HEAVY DUTY HINGE N_ PRESSURE INTENSIFIER A SECTION AA Automatic Obstruction Sensing Elevator Door NOTES: (1) ALL MOUNTING HARDWARE TO BE SUPPLIED BY OTHERS. (2) FOR OPERATING EFFICIENCY, THE NUMBER OF PRESSURE INTENSIFIERS VARIES WITH THE SIZE OF THE HATCH. bO9 n EXTRUDED RUBBER GASKET i 7 -1/2" HEAVY DUTY HINGE w/ 3/8" PIVOT PIN FRAME COVER - 14 GA. GALVANIZED STEEL FACTORY FINISH PRIME PAINTED PLH -GALV REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION ELEVATOR GAB Automatic Obstruction Sensing Elevator Door 35" Emergency Buttons 1 r 1 \,A lr a� i 1 S9� t ,�"� rf, l." T l la. ANDREW S. KO ACH STATE OF WASHINGTON (tULIl;1L I' 4'PRIIITIIk Ill1!i ?/21/09: ?EIMIt 1E SlJ>f ITIPL /b E 1`AINING WALE HE {GHTS ' 26 ELEVATOR NOTES: Accessible end Usable Buildings end Facilities Table 407.2.11.2 Control Button Identification ICC /ANSI A117.1 -1988 4.10.3 Hall Call Buttons. Gall buttons in elevator lobbies and halls shall be centered at 42 in (1065 mm) above the floor. Such call buttons shall have visual signals to indicate when each call is registered and when each call is answered. Call buttons shall be a minimum of 3/4 in (19 mm) in the smallest dimension. The button designating the up direction shall be on top. Buttons shall be raised or flush. Objects mounted beneath hall call buttons shall not project into the elevator lobby more than 4 in (100 mm). 4.10.4 Hall Lanterns. A visible and audible signal shall be provided at each hoistway entrance to indicate which car is answering a call. Audible signals shall sound once for the up direction and twice for the down direction or shall have verbal annunciators that say "up" or 'down." Visible signals shall have the following features: (1) Hall lantern fixtures shall be mounted so that their centerline is at least 72 in (1830 mm) above the lobby floor. (2) Visual elements shall be at least 2 -1/2 in (64 mm) in the smallest dimension. (3) Signals shall be visible from the vicinity of the hall call button. In -car lanterns located In cars, visible from the vicinity of hall call buttons, and conforming to the above requirements, shall be acceptable. 4.10.5 Raised and Braille Characters on Hoistway Entrances. All elevator holstway entrances shall have raised and Braille floor designations provided on both jambs. The centerline of the characters shall be 60 in (1525 mm) above finish floor. Such characters shall be 2 in (50 mm) high and shall comply with 4.30.4. Permanently applied plates are acceptable if they are permanently fixed to the jambs. ---— SCALE: 1 /'2 " =1' SCALE: 1/2"-=1' Aalik r NOTE: BUILDING IS LESS THAN 4 STORIES GURNEY ACCESS IS NOT REQUIRED EI•Qto SI -left k ... SCALE: 1/2"=1' 4' -OI' 61 z z tu O 2 -1/4" 12" OUTSIDE PADLOCK PROVISION 1" RIGID FIBER INSULATION STRAPPED TO CURB CLEAR OPENING 4" ROOF HATC ET,AI Not to Scale SCALE: 1/2"=1' VERTICAL LADDER ROOF HATCH (GALVANIZED) WOW � •' •�' • / •' IWO INSIDE PADLOCK PROVISION FRAME CURB - 14 GA. GALVANIZED STEEL CLEAR OPENING LINER - 22 GA. GALVANIZED STEEL ONE POINT LOCKING UNIT HOLD OPEN ARM VINYL GRIP PRESSURE INTENSIFIER 4' -O" OUTSIDE HANDLE VINYL GRIP COVER - 14 GA. REINFORCING CHANNEL 1° FIBERGLASS GALVANIZED STEEL (TYPICAL) INSULATION HEAVY DUTY HINGE N_ PRESSURE INTENSIFIER A SECTION AA Automatic Obstruction Sensing Elevator Door NOTES: (1) ALL MOUNTING HARDWARE TO BE SUPPLIED BY OTHERS. (2) FOR OPERATING EFFICIENCY, THE NUMBER OF PRESSURE INTENSIFIERS VARIES WITH THE SIZE OF THE HATCH. bO9 n EXTRUDED RUBBER GASKET i 7 -1/2" HEAVY DUTY HINGE w/ 3/8" PIVOT PIN FRAME COVER - 14 GA. GALVANIZED STEEL FACTORY FINISH PRIME PAINTED PLH -GALV REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION � � �� 4 ��` r xr tsa � k� s }1 A ��� 3p �� I Jt1yl gt5 � � 101kF1lh 4 4 gfi � 1 ii�l�(K; Ei4CIGhb #91ti lI1Cl'UR,.�IhkS_:',' F �St t 3�xi"� , S ;44310.011 a { g lotA.,kA 4i LGa. aw14 its.xf � , s . m, Lan dscapes 1\1 te os 1. REMOVE STAKING MATERLAL. AFTER ONE GROWING SEASON PLAN NORTH PINUS CONTORTA VAR. CONTORTA MED 7-6 H. SHORE PINE Qty. AS SHOWN pA E NOTE'; L 7 -C '7 1/2 SIZE PRINT SHEET SCALE: 1" ; 20' -0" RHOS TYPHINA 5 GAL CONT. STAGHORN SUMAC Qty. AS SHOWN I�Icin Sch �4 mmmaW �{ w '_� ' '�� alFEMUSEEZEIMMINFIVANNEZMIRIVAWAEMAIBMEI/ ME SIR .7 2. TREES IN TURF AREAS SHALL HAVE A 4 FT. DIA. CIRCLE CUT OUT OF GRASS AND COVERED W/ 2" DEPTH OF TOP DRESSING MULCH 3. A COMPLETE AND FULLY AUTOMATIC LANDSCAPE IRRIGATION SYSTEM TO BE ENGINEERED BY IRRIGATION CONTRACTOR FOR REVIEW AND APPROVAL BY ARCHITECT AND CITY OF TUKWIL.A PLANNING DEPARTMENT PRIOR TO INSTALLATION. IRRIGATION IS TO BE PROVIDED FOR ALL NATIVE SOIL PLANTING AREAS, RAISED PLANTERS, AND OWNER PROVIDED CONTAINERIZED PLANTERS SUCH AS POTS AND HANGING PLANTERS. 4. PLANTING AREAS SHALL BE TILLED TO A DEPTH OF AT LEAST 118 INCHES. 3. TILL IN THREE NCHES OF COMPOST ACROSS ALL LANDSCAPE AREAS. MULCH IS TO BE AWAY FROM WOODY STEMS AND CROWNS OF PERENNIAL PLANTS. 6. PLANTING PITS MUST BE ONLY THE DEPTH OF THE EXISTING ROOT BALL OR ELSE THE BOTTOM OF THE PLANTING PITS MUST BE COMPACTED PRIOR TO PLANTING TO INSURE THERE IS NO SETTLING OR AIR POCKETS. 7. ROOT BALLS OF POTTED B M D AND BB PLANTS UST BE LOOSENED' AND PRUNED AS NECESSARY TO ENSURE THERE ARE NO ENCIRCLING ROOTS PRIOR TO PLANTING. SEQUOIA SEMPERVIRENS COASTAL REDWOOD 8. AT LEAST THE TOP HALF OF BURLAP AND ANY WIRE STRAPS ARE TO BE REMOVED FROM BBB PLANTS PRIOR TO PLA NTING. CARPINUS BETULUS COLUMNAR HORNBEAM QUERCUS COCCINEA SCARLET OAK EUONYMOUS ALATUS (COMPACT) WINGED SPINDLEBUSH SEQUOIA SEMPERVIRENS COASTAL REDWOOD RHUS TYPHINA STAGHORN SUMAC ILEX CRENATA "CONVEXA" JAPANESE HOLLY BETULA PAPERIFERA PAPER BIRCH LIRIODENDRON TULIPIFERA TULIP TREE PINUS CONTORTA VAR. CONTORTA SHORE PINE .r a }, s t $" g ; 1 igo xtpii.'1i ��M1 iii}" .:4;;. } r��".1� 7I &KPV.0 '"4� ii'*"'?". F�� }m vS .. - -_} �s ea _ n '� � ' i��+:'�G y nt- 4r._:3�TM , .>r,��a;. ��`� .�.am�kxn.ss s . x e. QUERCUS PALUSTRIS 2" CALIPER PIN OAK Qty. AS SHOWN BETULA PAPERIFERA 2" CALIPER PAPER BIRCH Qty. AS SHOWN LIRIODENDRON TULIPIFERA 3" CALIPER TULIP TREE Qty. AS SH 0' -10' HT. Qty. AS CONTINUOUS SOLID 6 FT, HIGH CEDAR FENCE Botanical Nome Common Name Size /Spacing Type Qua ntity TREES BETULA PAPERIFERA PAPER BIRCH 2" CALIPER B $ B PER PLAN CARPINUS BETULUS EUROPEAN HORNBEAM 2" CALIPER B £ B PER PLAN URIODENDRON TULIPIFERA TULIP TREE 3" CALIPER B B PER PLAN PINUS CONTORTA VAR. CONTORTA SHORE PINE 7' -8' Ht. 5 GAL. CONT. PER PLAN QUERCUS COCCINEA PIN OAK 3" CALIPER B £ B PER PLAN QUERCUS PALUSTRIS SCARLET OAK 3" CALIPER B £ B PER PLAN _—_ . __-- - - - - -- - - -- ---- - - - - -- _ - -- --- - - - - -. ----..—_..-------------------- __---- - - - - -- _____._..------- - - - - -- _-- -- -------._._—.-- - SEQUOIA SEMPERVIRENS COASTAL REDWOOD 9' -10' Ht. 15 GAL. CONT. PER PLAN SHRUBS EUONYMOUS ALATUS (COMPACT) WINGED SPINDLEBUSH 24" HT. 5 GAL. CONT. PER PLAN ILEX CRENATA JAPANESE HOLLY 24" HT. 5 GAL. CONT. PER PLAN PRUNUS LAUROCERASUS "OTTO LUYKEN" COMPACT LAUREL 24" HT. 5 GAL. CONT. PER PLAN RHUS TYPHINA STAGHORN SUMAC 4-5' HT. 5 GAL. CONT. PER PLAN RUBUS PENTALOBUS 'EMERALD CARPET CREEPING RUBUS 12 N. OC. 4" POTS HVY. PER PLAN ARCTOSTAPHYLOS UVA URSI KINNIKINNICK 12 IN. OC. 4" POTS HVY. PER PLAN CEANOTHUS GLORIOSUS POINT REYES CREEPER 18 N. OC. 1 GAL. CONT. PER PLAN SEASONAL FLOWER BEDS OWNER SELECTION DESIGNATED AREAS QUERCUS:COCCINEA 3' CALIPER SCARLET OAK Qty. AS SHOWN ZOSVAW PERIMETER LANDSCAPE BUFFER ZONE NOTE: PLANT MATERI,4L. MUST PE PLANTED WITHIN THIS ZONE AS TO QUALIFY AS PERIMETER LANDSCAPE BUFFER PLANTINGS MED 7-6 Ht. PINUS CONTORTA VAR. CONTORTA Qty.' AS SHOWN SHORE PINE ,� — C/ ■ L. E: 1"=1 „ RHUS TYPHINA 5 GAL CONT. STAGHORN SUMAC Qty. AS SHOWN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 V ry §{ ' 'yy� ll ry 1 f is � U�I�>���� UE ') 2 19 sze i M1T CENTER S� IStiti ,n� t Ed %a^kr v �" �tI,; v s,;;14,t0 , ANDREW S. KOVACH STATE OF WASHINGTON I LI1ILOVEIU(T0if, If I 1....cincie=czpe Not REMOVE STAKING MATERIAL AFTER ONE GROWING SEASON TREES IN TURF AREAS SHALL HAVE A 4 FT. DIA. CIRCLE CUT OUT OF GRASS AND COVERED W/ 2" DEPTH OF TOP DRESSING MULCH A COMPLETE AND FULLY AUTOMATIC LANDSCAPE IRRIGATION SYSTEM TO BE ENGINEERED BY IRRIGATION CONTRACTOR FOR REVIEW AND ,APPROVAL BY ARCHITECT AND CITY OF TUKWILA PLANNING DEPARTMENT PRIOR TO INSTALLATION. IRRIGATION IS TO BE PROVIDED FOR ALL NATIVE SOIL PLANTING AREAS, RAISED PLANTERS, AND OWNER PROVIDED CONTAINERIZED PLANTERS SUCH AS POTS AND HANGING PLANTERS. PLANTING AREAS SHALL BE TILLED TO A DEPTH OF AT LEAST 18 INCHES. TILL IN THREE NCHES OF COMPOST ACROSS ALL LANDSCAPE AREAS. MULCH IS TO BE AWAY FROM WOODY STEMS AND CROWNS OF PERENNIAL PLANTS, PLANTING PITS MUST BE ONLY THE DEPTH OF THE EXISTING ROOT BALL OR ELSE THE BOTTOM OF THE PLANTING PITS MUST BE COMPACTED PRIOR TO PLANTING TO INSURE THERE IS NO SETTLING OR AIR POCKETS. ROOT BALL B S OF POTTED AND BB PLANTS MUST BE LOOSENED AND PRUNED AS NECESSARY TO ENSURE THERE ARE NO ENCIRCLING ROOTS PRIOR TO PLANTING. AT LEAST THE TOP HALF OF BURLAP AND ANY WIRE STRAPS ARE TO BE REMOVED FROM B$B PLANTS PRIOR TO PLANTING. f�lant symbol Key sy x c. � r fel 3 w s , J %• t't teas C i e,nr,�t.; ,q! ,,.'l>ti S1 iiR : 1 r i � fis `dI... *.SAk t� an ' t t � k . . 4 1, x t a �+, r a � J � { �4. ."j '� O ' �' EUONYMOUS ALATUS (COMPACT) WINGED SPINDLEBUSH CARPINUS BETULUS COLUMNAR HORNBEAM SEQUOIA SEMPERVIRENS COASTAL REDWOOD RHUS TYPHINA STAGHORN SUMAC PINUS CONTORTA VAR. CONTORTA SHORE PINE CONTINUOUS SOLID G FT. HIGH CEDAR FENCE mita": CiAta �IF MIWaR 1�lanting Schedule Botanical Name Common Name Size /Spacing Type Quantity TREES BETULA PAPERIFERA PAPER BIRCH 2" CALIPER B £ B PER PLAN CARPINUS BETULUS EUROPEAN HORNBEAM 2" CALIPER B . B PER PLAN LIRIODENDRON TULIPIFERA TULIP TREE 3" CALIPER B $ B PER PLAN PINUS OONTORTA VAR. CONTORTA SHORE PINE 7' -8' Ht. 5 GAL. CONT. PER PLAN QUERCUS OOCCINEA PIN OAK 3" CALIPER B £ B PER PLAN QUERCUS PALUSTRIS SCARLET OAK 3" CALIPER B B PER PLAN SEQUOIA SEMPERVIRENS COASTAL REDWOOD 9' -10' Ht. 15 GAL. CONT. PER PLAN SHRUBS EUONYMOUS ALATUS (COMPAOT� WINGED SPINDLEBUSH 24" HT. 5 GAL. CONT. PER PLAN ILEX CRENATA JAPANESE HOLLY 24" HT. 5 GAL. CONT. PER PLAN PRUNUS LAUROCERASUS "OTTO LUYKEN" COMPACT LAUREL 24" HT. 5 GAL. CONT. PER PLAN RHOS TYPHINA STAGHORN SUMAC 4-5' HT. 5 GAL. CONT. PER PLAN RUBUS PENTALOBUS 'EMERALD CARPET CREEPING RUBUS 12 IN. 00. 4" POTS HVY. PER PLAN AROTOSTAPHYLOS UVA URSI KINNIKINNICK 12 N. 00. 4' POTS HVY. PER PLAN CEANOTHUS GLORIOSUS POINT REYES CREEPER 18 IN. OC. 1 GAL. CONT. PER PLAN SEASONAL FLOWER BEDS OWNER SELECTION DESIGNATED - - - AREAS Gro�hd Cover .areas Key .,; -... ` W ..i ;v, ,n.l .z tN._ - S. f: a Y . . o..:. l -, ;.. -,e_>, v0t ::, TRW wiramr ozzl 50 R EVIEWED FOR CODE COMPLIANCE APPROVED F EB 2 2 2010 C ity of Tukwila BUILDING DIVISIm t'q ANDREW S. KO ACH STATE OF WASHINGTON ,6` Ih.44iCit!, `1.44',04401:1'00 rOk l'rpl000mkvoz. P',4445 .9HEET L. 2.07 IuII 1111 111111111111 11111111111 1.11 111111.... %Maa FRAVAIM, .UG 21 R 6t LANDSCAPE AREA CALCULAT 39 PARKING ST,ALLS X 15 Sr .--- .56.5 SF OF REGZulFeE,D INTERIOR LANDSCAPING AREAS; 100 S. FT. 134 S. FT. 102 Sc. FT. 230 SG. FT. G22 SCQ. FT.. MIN1NIUM INTERIOR LANDSCAPING PROVIDED TYPE I: 0- 278 L.N. FT. R.EQUIRED PERIMETER::: 27a/ 30 r. TREES REQUIRED 273/ 7 = 40 SHRUBS REOUIRED 12 TREES AN 51 SHRUBS PROVID)ED I'PE II: @ 170 LNL FT. REQUIRED PERIMETER:: 17e/ 20 0 TREES RF_ 13 "TREES AND 35 SHRUBS PROVIDED TYPE III: @ 319 L.N. FT. REQUIRED P'ERIMETER: 310/ 20 1' TREES REQUIRED SOLID SCREEN OF SHRUBS OR SOLID WQX F NCE REQUIRED TREES AN E, SOLID SCREEN OF SHRUBS AND SOLID WOOD FENCE PROVIDED EXISTING T EXISTING TEES: 14 TABuLATION: 3 @ 63" 0 TREES 1 @ 10" = 4 TREES 1 @ 13" =. TREES 3 Cc".P.- 24' = 48 TREES 1 @ 30" = 8 TREES TOTAL = 72 TREES MAXIMUM OF 70 TEES PE ,ACRE @ 43 REPLACEMENT TREES PROVIDED EE REPLACEMENT CALCULATIONS IMOKAIS5: rn.14031FAS' romPONIV. N.grAM- WeeatIW'' '77.0fRAVr 4dr ' WOW /WPA 15noMle. 1411221'W" "%MAW' E UD 17(3/ 3 7-7 35 _SHRUBS CULATIONS Extensive site work required to accommodate site topogrophy along with united flexiblIMy of facility and parking placement hos not allowed odequate mear.s. to retaining any existing signIficont trees. AdditIoncl trees have been added os required in compensation for this loss. ACRE = 48. REPLACEMENT TREES RECQUIRED : Pt 7r, litro , IW I NCtr 741■111.186...M.......1,10.1617.120.18161.011.2.94.7..08.2 REVIEINE6 CODE COMPLIANCE APPROVED FEB 2 2 2010 a1 ANDREW S. KO ACH STATE OF WASHINGTON V /aa DESKzN F \ /IFW' UBMiTTAL /31/O D I E�SUB 1 TfAG /24/ 7 DR GOM ENT I ESPONSE /4/ ' DR GQ� Ih ENT J ESPONSE 7/0 PO ME SQL 10✓21/O� Pf~(�It�fT" f�E- SUBMI,TTAt. 1%2f0� ETAINfNC WALL H�IHT? 1='ICI ran -I-I rig N 4't eho 1. PLANTING AREAS SHALL SS TILLED TO A DEPTH OF AT LEAST 18 INCHES. 2. TILL IN THREE NCHES OF COMPOST ACROSS ALL LANDSCAPE AREAS. MULCH IS TO BE .AWAY FROM WOODY STEMS AND CROWNS OF PERENNIAL PLANTS. 3. PLANTING PITS MUST EE ONLY THE DEPTH OF THE EXISTING ROOT BALL OR ELSE THE BOTTOM OF THE PLANTING PITS MUST SE COMPACTED PRIOR TO PLANTING TO INSURE THERE IS NO SETTLING OR AIR POCKETS. 4, ROOT BALLS OF POTTED AND BaS PLANTS MUST BE LOOSENED AND PRUNED AS NECESSARY TO ENSURE THERE ARE NO ENCIRCLING ROOTS PRIOR TO PLANTING. S. AT LEAST THE TOP HALF OF BURLAP AND ANY WIRE STRAPS ARE TO BE REMOVED FROM Sala PLANTS PRIOR TO PLANTING. AFTER PLANTING ADD 2" FINE STERILIZED BARK MULCH FREE OF CEDAR, _. SEEDS OR OTHER NOXIOUS IMPURITIES MOUND SOIL TO PROVIDE DRAINAGE -MAX OF 25% SLOPE BACKFILL OF EXCAVATED SOIL - (SEE PLANTING NOTES) DIG HOLE 1 1/2 X WIDTH OF ROOTBALL 3 NO DEEPER THAN ROOTBALL SUBSOIL EXCAVATED AND BROKEN UP 18" FROM SURFACE ADD 2" OF STERILIZED DECOMPOSED ORGANIC MULCH ROTOTILL INTO TOPSOIL/ SUBSOIL MIXTURE ADD G" 3 -WAY TOPSOIL INTO SUBSOIL TO A DEPTH OF G" CONCRETE CURB 2" BARK - HOLD BACK FROM TRUNK OF TREE AMENDED SOIL ,B/4-° = NOTE: USE 10 GRAMS OF 20.10.5 $ MICRONUTRENTS PER EACH 4" E ONE GALLON POT PLANTS (USE 20 GRAMS FOR EACH 2 GALLON, USE 30 GRAMS FOR EACH 5 GALLON USE 40 GRAMS FOR EACH 15 GALLON) DIG HOLE 1 1/2 X WIDTH OF ROOTEALL - - 3 NO DEEPER THAN ROOTBALL BACKFILL OF EXCAVATED (SEE PLANTING NOTES) 3/4° = 11.0" GALV. NAIL..... TREE STAKE_.._...__ PREVAILING WINDS AMENDED SOIL USE 40- 00 GRAMS 20.10.5 MICRONUTRIENT STICKS PER TREE (1 1/2" CAL = 40; 2" CAL = 60) FIGURE 8 TIE alga Pvle. , . NOTE: PLACE TREE STAKES PARALLEL TO PREVAILING WINDS ( ALLOW FOR SOME MOVEMENT TO STIMULATE ROOTBALL GROWTH MOO moat 12',9f moI I Vt ' rmawv QV - TREE CA E AN% IN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 ANDREW S. KO ACH STATE OF WASHINGTON COMMENT t ES PONS PERMIT SUBMI"FTAL BUCJ PLAN S~`f 'ERM:11 E tJ 7/ POL . ' E +ad�6';��t.�aait�riR,� i c n z i � 3ss 4 1d 51 4 1.6 t h�urJut��o��cs'y«�U�N ��i w,%"1" IQ. US,Alb.%'S C, EN Et=2 4L 9,740 SF GENERAL PLANTING AREAS @ .5" OF WATER PER WEEK OVER A 16 WEEK IRRIGATION SEASON FOR ALL AREAS = 9,740 X 5 = 4,870 /12= 405 X16= 6,493 CUBIC FEET PER YEAR 11ra1:ZIG,%TI ©N ■C."TE: 1. IRRIGATION CONTRACTOR I5 RESPONSIBLE TO MEET ALL STATE AND CITY OF MONROE CODES AND REGULATIONS, SECURE ALL PERMITS AND COORDINATE ALL INSPECTIONS. 2 SYSTEM TO BE PRESSURE TESTED (MUST MAINTAIN 150 PSI FOR 5 MINUTES) PRIOR TO FINAL APPROVAL AND ACCEPTANCE 3. ALL NOZZLES AND BUBBLERS TO BE PROPERLY AIMED AND ADJUSTED. 4. ALL HEADS TO BE SET FLUSH WITH FINISH GRADE. 5. CONTROLLER TO BE PROGRAMMED BY CONTRACTOR AND THE OWNER IS TO BE PROVIDED WITH AN OPERATIONS MANUAL WITH COMPLETE OPERATING INSTRUCTIONS. 6. CONTROLLER TO BE GROUNDED PER INSTALLATION SPECIFICATIONS, ALL. WIRES TO HAVE SECURE LINK TO CONTROLLER. 7. CONTROLLER TO BE PEDESTAL MOUNT, POWER SOURCE WIRES TO CONTROLLER TO BE IN ELECTRICAL CONDUIT 8. MASTER VALVE TO BE ELECTRONIC, WIRED TO CONTROLLER, PROVIDED WITH SPARE COMMON WIRE AND TWO CONTROL WIRES FOR FLOW SENSOR. 9. PRESSURE REDUCING VALVE TO ACHIEVE THE FOLLOWING PRESSURES: MINIMUM 30 PSI /MAXIMUM 60 PSI. 10. ALL ELECTRIC VALVE WIRING TO BE #14 IRRIGATION CONTROL TYPE "UF' DIRECT BURIAL GABLE (BLACK).. INCLUDE TWO SPARE WIRES (ONE ORANGE , ONE WHITE) AND ONE 1410 BARE COPPER TRACE WIRE FROM FROM CONTROLLER TO EACH VALVE. WIRES TO BE BURIED WITH MAIN LINES ONLY, LEAVE 12" SLACK ,AT EACH SPLICE OR CONNECTION. ,ALL SPLICES TO BE SECURELY CONNECTED WITH WATERPROOF WIRE CONNECTORS AND BUNDLE WRAPPED IN FRONT OF SLACK. 11. DCVA TO BE SECURELY SUPPORTED WITH CONCRETE BLOCK OR PAD. 12. DCVA TO MEET ALL REQUIREMENTS OF WA STATE DEPT. OF HEALTH INCLUDING YEARLY INSPECTIONS AS REQUIRED BY LAW. 13 IRRIGATION LINES TO BE CAREFULLY BACKFILLED WITH MATERIAL FREE OF ROCKS GREATER THAT 1' IN DIAMETER.. PROTECTION OF LINES MUST BE MAINTAINED THROUGHOUT. 14. ALL VALVES TO BE INSTALLED ,AS A COMPLETE ASSEMBLY WITH STANDARD IRRIGATION ENCLOSURES WITH ACCESS LIDS INCLUDING EXTENSIONS AS NECESSARY TO ENSURE THAT TOP OF LIDS ARE FLUSH WITH ADJACENT FINISHED GRADE. 15. ALL SPRINKLER HEADS ARE TO BE INSTALLED WITH SWING ARM SYSTEMS USING SCHEDULE 80 BLACK VPVG EL'S AND A MINIMUM OF 1 FT. OF FLEXIBLE POLY PIPE. 16. DCVA CONNECTION UNIONS ARE TO BE BRASS. (BOTH CONNECTIONS). ,ALL BRASS AND OTHER METAL CONNECTIONS TO BE WRAPPED WITH TEFLON TAPE OR OTHER APPR.. SEALANT 17. PROVIDE SEPARATE IRRIGATION BOXES FOR DCVA, PR VALVE, AND QC. EACH BOX TO BE DRAINAGE PROTECTED TO PREVENT ANY ACCUMULATION OF WATER. DISTRIBUTION PATTERN 12q5111 1' 1 AREA 2: UPPER PLANTER LANDSCAPE BUFFER W POP -UP gg IRRIGATION FOR TREES AND SHRUBS AND SPRAY HEADS FOR 1' GROUNDCOVER 11=EP2.IG,7 KEY: PL.,.AN NORTH TOTAL WATER USAGE = 6,493 CUBIC FEET PER YEAR WITH A MONTHLY AVERAGE OF 541 CUBIC FEET OF WATER SYSTEM TOTAL UASAGE IN GALLONS OF WATER PER MINUTE - 128.00 (GPM) AREA 1: STREET FRONTAGE LANDSCAPING W/ W POP -UP IRRIGATION FOR TREES AND SHRUBS AND SPRAY HEADS FOR GROUNDCOVER AREA 3: PARKING AREA LANDSCAPING W POP -UP IRRIGATION FOR TREES AND SHRUBS AND SUBSURFACE DRIP FOR GROUNDCOVER AREA 4: HIGH BANK PLANTING AREAS W/ W POP -UP 33.6 114 a` IRRIGATION FOR TREES, SHRUBS, AND GROUNDCOVER AREA 5: FOUNDATION PLANTINGS W/ POP -UP IRRIGATION FOR TREES AND SHRUBS AND SPRAY HEADS FOR GROUNDGOVER 1" IRRIGATION METER PER CIVIL PLANS MASTER SHUTOFF VALVE VALVE # AUTOMATIC ZONE VALVE PER DETAIL 2 SHEET L4.1 DOUBLE CHECK VALVE PER DETAIL 5 SHEET L4.1 e 1" PRESSURE REDUCTION VALVE (BRASS ONLY) QUICK COUPLING VALVE PER DETAIL 3 SHEET L4.1 SHRUB AREA SPRAY HEAD PER DETAIL 1 SHEET L4.1 (RAIN BIRD 1806 WITH 1800 VPG) GROUND COVER AREA SPRAY HEAD PER DETAIL 4 SHEET L4.1 (RAIN BIRD 1803 WITH 1800 VPG) NOTE: ROTATOR STRIPS ARE AN APPROVED ALTERNATE USE RAINBIRD SO4 1 POP -UPS FOR ALL PLANTING BEDS WITHIN PARKING STALL BUMPER OVERHANGS POINT APPLICATION TREE BUBBLER PER DETAIL 6 SHEET L4.1 (RB 1400 ON 1804 POP UP) NOTE: APPROVED ALTERNATE FOR TREES AND SHRUBS IRRIGATION LATERAL LINE - CLASS 200 SIZE AS NEEDED (3/4" MIN) SUB - SURFACE INLINE DRIP IRRIGATION TUBING PER DETAIL 9 SHEET L4.1 (LD -06 -12 -100) NOTE: ROTATOR STRIPS ARE AN APPROVED ALTERNATE IRRIGATION MAIN LINE -1.5" SCHEDULE 40 PVC (UNO) IRRIGATION LINE SLEEVE- 4" SCHEDULE 40 PVC MIN 24" BELOW FIN. GRADE AUTOMATIC SHUT -OFF RAIN SENSOR PER DETAIL 8 SHEET L4.1 PEDESTAL MOUNTED CONTROLLER PER DETAIL 7 SHEET L4.1 .I=AsiE NC .SHEET L 4 IRRIGATION CONTROL MODULE P.O.C. ASSEMBLY (SEE DETAIL 10 L4.1 r LANDSCAPE METER RAIN SENSOR UP 21S 6 iii /iiiiiiiliii - .:ONTNOLLEF I L TOT, bkL SYSTEM 128.00 GPM ZO N E 1=,T,4= ZONE 1 z O NE 2 ZONE ZONE 4 ZONE5 ZONE 8.25 GPM 12.35 GPM 27.55 GPM 33.23GPM 19.93GPM 2G.S9GPM REVIEWED FOR CODE COMPLIANCE A PPROVED FEB 2 2 2010 C ity of Tukwila BUILDING DIVISION ANDREW S. KO ACH STATE OF WASHINGTON �1p4 �lvak��.imRau ��. REVIEWED FOR CODE COMPLIANCE A PPROVED F EB 2 2 2010 C ity of Tukwila BUILDING DIVISION A14 CAN L L. :.A% SEISMIC Seismic Design Category: SDC = D DESIGN: LOADS Basic Structural System Bearing Wall Seismic Force Resisting System Light- framed Wood Shear Walls Roof Live or SNOW (see above) Response Modification Factor: R = 6.5 System Over strength Factor Omega = 3 (2) Deflection Amplification Factor Cd = 4 100 Site Classification per IBC Table 1613.5.2 Site Class = D Balcony Railing & Guardrails Seismic Importance Factor per ASCE 7 -05 Table 11.5 -1 le = 1.0 Spectral Response Acceleration (Short Period) S = 1.462 Spectral Response Acceleration (1- Second Period) S1 = 0.502 250 Spectral Design Response Coefficient (Short Period) SDS = 0.974 g Mechanical Rooms Spectral Design Response Coefficient (1- Second Period) SDI = 0.501 g Seismic response coefficient(s) Cs = 0.15 Redundancy Factor (North /South Direction) N/S .rho= 1.0 Redundancy Factor (East / West Direction) E/W rho= 1.0 Design Base Shear (North /South Direction) KIPS 47.8 Design Base Shear (East / West Direction) KIPS 47.8 Base shear govemed by: Seismic Seismic Analysis procedure used: Equivalent Lateral Force (ELF) DEFLECTION VERTICAL LIMIT LIMITS: LOADS Roof Members, Dead + Live or Snow or Wind, Total Load (TL) Deflection L / 240, where (L is span length, inches) Roof, Live or Snow or Wind Load (RLL) L / 360 Roof Live or SNOW (see above) Floor Members, Total Load (TL) uno L / 240 Floor Live Load (LL) uno L / 360 (2) Wood Floor Joist Total Load (TL) L / 480 100 Wood Floor Joists Live Load (LL) L / 600 Balcony Railing & Guardrails Members Supporting Masonry L / 1200 or 1/4" max masonry DL only HORIZONTAL LIMIT and FOOTNOTE Members Supporting Brittle Finishes L / 240 (1) 250 Members Supporting Flexible Finishes L / 180 (1) Mechanical Rooms Members Supporting Masonry L / 600 @ 0.7 x Cladding Wind or 0.7E (1) WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM LIVE LOADS REMARKS & FOOTNOTES LOADS Basic Wind Speed MPH 85 Exposure Category B Roof Live or SNOW (see above) Wind Importance l = 1.0 Topographic Factor Kzt = 1.38 (2) Wind Analysis procedure used: Method 1 100 (3) Balcony Railing & Guardrails COMPONENT & CLADDING PRESSURES for DESIGN PSF Wall Cladding, Typical Zone 22 Wall Cladding, Edge Zone within 13 feet of corners 25 250 Roof Cladding, Middle Zone 20 Mechanical Rooms Roof Cladding, Edge Zone within 13 feet of edge 28 Roof Cladding, Corner Zone within 13 feet of corners 45 Uplift Load Net 5 DESIGN LIVE AREA LIVE LOADS REMARKS & FOOTNOTES LOADS (PSF) UNO Roof Live or SNOW (see above) 25 (1) Offices 50 + 20 (2) Stairs & Landings, Lobbies and Exit Corridors 100 (3) Balcony Railing & Guardrails 50 PLF or 200Ibs (4) Light Storage Area 125 Heavy Storage Area 250 Mechanical Rooms 150 STRUCTURAL - GENERAL NOTES GENERAL REQUIREMENTS GOVERNING CODE: The design and construction of this project is governed by the "International Build- ing Code (IBC) ", 2006 Edition, hereafter referred to as the IBC, as adopted and modified by the City of Tukwila, WA understood to be the Authority Having Jurisdiction (AHJ). REFERENCE STANDARDS: Refer to Chapter 35 of 2006 IBC. Where other Standards are noted in the drawings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does not relieve the contractor from compliance with the entire standard. DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: "Architect/Engineer" - The Architect of Record and the Structural Engineer of Record. • "Structural Engineer of Record" (SER) - The structural engineer who is licensed to stamp & sign the structural documents for the project. The SER is responsible for the design of the Primary Struc- tural System. • "Submit for review" - Submit to the Architect /Engineer for review prior to fabrication or construction. • Per Plan" - Indicates references to the structural plans, elevations and structural general notes. • "Specialty Structural Engineer" (SSE) - A professional engineer (PE or SE), licensed in the State where the project is located, (typically not the SER), who performs specialty structural engineering services for selected specialty- engineered elements identified in the Contract Documents, and who has experience and training in the Specialty. Documents stamped and signed by the SSE shall be completed by or under the direct supervision of the SSE. • "Bidder- designed" - Components of the structure that require the general contractor, subcontrac- tor, or supplier who is responsible for the design, fabrication and installation of specialty- engineered elements identified in the Contract Documents to retain the services of an SSE. Submittals of "Bidder- designed" elements shall be stamped and signed by the SSE. SPECIFICATIONS: Refer to the project specifications issued as part of the contract documents for informa- tion supplemental to these drawings. OTHER DRAWINGS: Refer to the architectural, mechanical, electrical, civil and plumbing drawings for addi- tional information including but not limited to: dimensions, elevations, slopes, door and window openings, non - bearing walls, stairs, finishes, drains, waterproofing, railings, mechanical unit locations, and other non- structural items. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and sta- bility of the primary structure in its completed form. COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for con- firming and correlating all quantities and dimensions; for selecting fabrication processes; for techniques of assembly; and for performing work in a safe and secure manner. MEANS. METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of construction and all job related safety standards such as OSHA and DOSH (Department of Oc- cupational Safety and Health). Contractor is responsible to adhere to OSHA regulations regarding steel erection items specifically addressed in the latest OSHA regulations. Bolting and field welding at all member connections is to be completed prior to the release of the member from the hoisting mechanism unless re- viewed and approved by the General Contractor's temporary bracing and shoring design engineer. BRACING /SHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a regis- tered professional engineer for the design of any temporary bracing and shoring. TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the struc- ture during construction and shall provide temporary shoring, bracing and other elements required to main- tain stability until the structure is complete. It is the contractor's responsibility to be familiar with the work re- quired in the construction documents and the requirements for executing it properly. CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as noted in DESIGN CRITERIA & LOADS below or the capacity of partially completed construction as deter- mined by the Contractor's SSE for Bracing /Shoring. CHANGES IN LOADING: The contractor has the responsibility to notify the SER of any architectural, me- chanical, electrical, or plumbing load imposed onto the structure that differs from, or that is not documented on the original Contract Documents (architectural / structural / mechanical / electrical or plumbing drawings). Provide documentation of location, load, size and anchorage of all undocumented loads in excess of 400 pounds. Provide marked -up structural plan indicating locations of any new equipment or loads. Submit plans to the Architect /Engineer for review prior to installation. NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail drawings supplements information in the Structural General Notes. DISCREPANCIES: In case of discrepancies between the General Notes, Specifications Plan /details or Ref- erence Standards, the Architect/Engineer shall determine which shall govern. Discrepancies shall be brought to the attention of the Architect /Engineer before proceeding with the work. Should any discrepancy be found in the Contract Documents, the Contractor will be deemed to have included in the price the most expensive way of completing the work, unless prior to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern. Accordingly, any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the drawings and actual site conditions shall be brought to the attention of the Architect /Engineer before pro- ceeding with the work. ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior to earthwork, foundations, shoring, and excavation. Any utility information shown on the drawings and de- tails is approximate and not necessarily complete. ALTERNATES: Alternate products of similar strength, nature and form for specified items may be submitted with adequate technical documentation to the Architect /Engineer for review. Alternate materials that are submitted without adequate technical documentation or that significantly deviate from the design intent of materials specified may be returned without review. Alternates that require substantial effort to review will not be reviewed unless authorized by the Owner. DESIGN CRITERIA AND LOADS OCCUPANCY: Occupancy Category of Building per 2006 IBC Table 1604.5 = II (1) Snow Load is un- reducible and includes 5 psf rain -on -snow surcharge where ground snow load is greater than zero and 20 psf or less per ASCE 7 -05 Chap 7. (2) Floors for Group B - Business (Offices) Occupancies shall be design with a basic floor Live Load plus an additional 20 -psf loading for partitions. (3) Stair treads designed for 300 lb concentrated load placed to produce maximum stress. (4) To be applied horizontally at right angles to the top rail. SUBMITTALS SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data are required for items noted in the individual materials sections and for bidder designed elements. SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS for review by the Architect/Engineer prior to the onset of fabrication. GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the Architect /Engineer, the Contractor shall review the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be verified by the General Contractor. Contractor shall provide any necessary dimensional details requested by the Detailer and provide the Contractor's review stamp and signature before forwarding to the Architect/Engineer. SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submittal for general conformance with the design concept and the contract documents of the building and will stamp the submittal accordingly. Markings or comments shall not be construed as relieving the contractor from compliance with the project plans and specifications, nor departures there from. SHOP DRAWING DEVIATIONS: When shop drawings (component design drawings) differ from or add to the requirements of the structural drawings they shall be designed and stamped by the responsible SSE. DEFERRED SUBMITTALS BIDDER - DESIGNED ELEMENTS Submit "Bidder- Designed" deferred submittals to the Architect and SER for review prior to submission to the city for approval. Design of prefabricated, "bidder designed ", manufactured, pre - engineered, or other fabricated products shall be comply with the following requirements: 1) Design considers tributary dead, live, wind and earthquake loads in combinations required by IBC. 2) Design within the Deflection Limits noted herein and as specified or referenced in 2006 IBC. 3) Design shall conform to the specifications and reference standards of the governing code. 4) Submittal shall include: a. Calculations prepared, stamped and signed by the SSE demonstrating code confor- mance. b. Engineered component design drawings are prepared, stamped and signed by the SSE. c. Product data, technical information and manufacturer's written requirements and Agency approvals as applicable. d. SSE may submit to the Architect/Engineer, a request to utilize relevant alternate design criteria of similar nature and generally equivalency which is recognized by the Code and acceptable to the Authority Having Jurisdiction. Submit adequate documentation of de- sign. (1) Wind Load is reducible to 0.7 times the Component and Cladding Loads per Table 1604.3 footnote f. GENERAL CONTRACTOR'S PRIOR REVIEW: Once the contractor has completed his review of the SSE component drawings, the SER will review the submittal for general conformance with the design of the build- ing and will stamp the submittal accordingly. Review . of the Specialty Structural Engineer's (SSE) shop drawings (component design drawings) is for compliance with design criteria and compatibility with the de- sign of the primary structure and does not relieve the SSE of responsibility for that design. All necessary bracing, anchorage, proprietary ge, propr ary products shall be furnished and installed per manufacturer's instructions or the SSE's design drawings and calculations. These elements include but are not limited to: • Solid Web Wood Joists • Engineered Wood Products, (PSL, LSL, LVL) • Wood Hold -down Systems • Canopies, Stairs and Handrails TESTS AND INSPECTIONS INSPECTIONS: Special Inspections S Sp clan Inspe ons shall be done in accordance the STATEMENT OF SPECIAL INSPEC - TIONS per 1704 and 1705. Foundations, footings, under slab systems and framing are subject to inspection by the Building Official in accordance with IBC 109.3. Contractor shall coordinate all required inspections with the Building Official. SPECIAL INSPECTORS: Special Inspectors shall be employed by the Owner or Architect to provide Special Inspections for the project. Special Inspectors shall be qualified persons who are registered with WABO or an Approved Agency. STATEMENT OF SPECIAL INSPECTIONS per 1704 and 1705. Special Inspections and Testing are re- quired by 1704, 1707 and 1708 for the following: FABRICATION SHOP INSPECTION: Where off -site Fabrication of gravity LOAD BEARING MEMBERS & ASSEMBLIES is performed, Special Inspector shall verify that the fabricator complies with IBC 1704.2 which includes the following: O Prior to the start of fabrication, Special Inspector(s), representing the Owner, shall visit the Fabricator's shop(s) where the work is to be performed, and verifies that the Fabricator maintains detailed Fabrication and Quality Control procedures that provide a basis for in- spection, control of workmanship, material control and fabricator's ability to conform to ap- proved Construction Documents and referenced Standards. O Fabricator shall have available for Inspector's review, detailed procedures for material control that demonstrates the fabricator's ability to maintain suitable records and procedures such that, at anytime during the fabrication process, the material specification, grade and applicable test reports for primary load- carrying members, are capable of being determined. SOILS & FOUNDATION CONSTRUCTION per IBC Section 1704.7: • Periodic inspection required for: O Footing soil bearing surfaces prior to placing any reinforcing steel O Excavation depth and bearing layer prior to placing any reinforcing steel O Material Classification testing of Controlled Fill materials O Subgrade preparation prior to filling. • Continuous inspection required during: O Earthwork: excavation, grading, and filling operations to satisfy requirements of IBC Table 1704.7. and the geotechnical report listed under SOILS & FOUNDATIONS section. CONCRETE CONSTRUCTION per IBC Section 1704.4 and Table 1704.4 including: • Periodic inspection required for: O Size & placement of all reinforcing steel prior to the pour O Placement clearances around reinforcing steel at embedded conduit O Shape, location & dimensions of members formed O Use of the required design concrete mix O Maintenance of specified curing temperature and techniques O Verification of in -situ concrete strength prior to removal of shores and forms from beams and structural slabs • Continuous inspection required during the: O Placing of reinforced concrete, for proper application techniques O Placing & size of cast -in -place bolts and embedded fabrications prior to the pour O Placing of concrete around cast -in -place bolts and embeds O Sampling of fresh concrete O Determinations of slump, air content and temperature O Grouting operation of post - installed bolts or rebar dowels STRUCTURAL MASONRY per IBC Section 1704.5 and 1708.1 LEVEL 1 MASONRY CONSTRUCTION per IBC Section 1704.5 & Table 1704.5.1: • Continuous inspection required during /for the: O Size, type & placement of all anchors bolts and embedded fabrications with headed studs O Placing of grout for proper application techniques and code compliance O Installation of post - installed adhesive anchor bolts in CM U O Continuous inspection and observation of any required grout specimens, mortar specimens and /or prisms. O Continuous inspection of welding of reinforcing bars. • Periodic inspection required for: O Size, grade, placement and type of reinforcing steel and connectors O Proportions of site - prepared mortar O Construction of mortar joints O Cleanliness of Grout space prior to grouting O Protection of masonry during cold weather (temp. below 40 degrees F) O Protection of masonry during hot weather (temp. above 90 degrees F). O Compliance with required inspection provisions of the construction documents and the ap- proved submittals. STRUCTURAL STEEL per IBC Section 1704.2: Special Inspector shall review the Fabrication shop's Quality Control procedures for completeness and adequacy relative to AISC 360 -05 Chapter M, the AISC Code of Standard Practice, AWS D1.1 -2004 Structural Welding Code and 2006 IBC code require- ments for the fabricator's scope of work. STRUCTURAL STEEL per IBC Section 1704.3 and Table 1704.3 at the site and the fabrication Shop, (without IBC 1704.2.2 waiver), shall be done in accordance with the following requirements: • Periodic inspection required: O Prior to the start of Fabrication for: • Verification of Shop compliance with IBC Section 1704.2.1 for completeness and adequacy of Fabrication and Quality Control procedures. • Verification of Shop compliance with AWS D1.1 -2004 Structural Welding Code • Verification of Shop compliance with AISC 360 -05 Chapter M & Code of Stan- dard Practice. O During welding of Single -pass Fillet Welds NOT exceeding 5/16" size as noted in IBC Table 1704.3. O During Field welding of all Metal Floor and Metal Roof Deck per AWS D1.3 as noted in IBC Table 1704.3. O During the welding operations - Verification of welder qualifications O During the welding operations Verification of valid weld procedure specifications per AWS D1.1. O Prior to painting, shipping to site and erection - Verification of all welded joints per AWS D1.1 Table 6.1. O Prior to the start of Erection - Verification of framing requirements and bolting procedures per A ISC. O During High Strength Bolting per IBC Section 1704.3.2 and 1704.3.3 O During welding of stairs, hand - railing and guardrails. • Continuous inspection required during: O Welding of Complete- or Partial Joint Penetration (CJP or PJP) Groove Welds per IBC Table 1704.3 & 1707. O Welding of Multi -pass Fillet Welds and Fillet Welds exceeding 5/16" size per IBC Table 1704.3 & 1707 WOOD CONSTRUCTION per IBC Section 1704.6 & 1707.3: • Periodic inspection required for verification of: O Shear Walls: Anchor Bolts, Hold -downs (HD) and Continuous Rod Tie -Down Systems (TDS) including squash blocks, LPT shear connectors, strap connectors, boundary edge nailing, plate nailing and panel edge shear nailing for size & spacing. O Diaphragms: blocking, strap connections, boundary edge and panel shear nailing size & spacing. O Moisture content of wood studs, plates, beams and joists. O Proper bottom plates sizes (2x and 3x) and plate washers. O Roof truss 'hurricane' clips. POST- INSTALLED ANCHORS TO CONCRETE AND MASONRY: shall comply with IBC Section 1703.4. Inspections shall be in accordance with the requirements set forth in the approved ICC Evalua- tion Report and as indicated by the design requirements specified on the drawings. Refer to the POST INSTALLED ANCHORS section of these notes for anchors that are the basis of the design. Special in- spector shall verify anchors are as specified in the POST INSTALLED ANCHORS section of these notes or as otherwise specified on the drawings. Substitutions require approval by the SER and require sub- stantiating calculations and current 2006 IBC recognized ICC Evaluation Services (ES) Report. Special Inspector shall document in their Special Inspection Report compliance with each of the elements re- quired within the applicable ICC Evaluation Services (ES) Report. INSPECTION. SUBMITTALS: Special inspection reports shall be provided on a weekly basis. Final special inspection reports will be required by each special inspection firm per IBC 1704.1.2. Submit copies of all inspection reports to the Architect /Engineer and the Authority Having Jurisdiction for review. STRUCTURAL OBSERVATION: Structural Observation shall be provided for structures classified as Seis- mic Design Category D, E and F in accordance with IBC Section 1709 and Section 106.3.4.1. Structural observation site visits will be as follows: during foundation installation, during CMU, stud and shear wall construction, during floor and roof framing and after roof diaphragm is complete and prior to roofing. Contractor shall notify the SER in a timely manner to allow scheduled Observations to occur. Field (Observation) Reports will be distributed to the Architect, the Contractor, Special Inspector and the Authority Having Jurisdiction. CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to provide the Authority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibili- ties associated with the above Statement of Special Inspections addressing the requirements listed in IBC Section 1706. Contractor is referred to IBC Chapter 1707.7 and 1707.8 for architectural and MEP building systems that may be subject to additional inspections (based on the building's designated Seismic Design Category listed in the CRITERIA), including anchorage of HVAC ductwork containing hazardous materials, piping systems and mechanical units containing flammable, combustible or highly toxic materials, electrical equipment used for emergency or standby power, exterior wall panels and suspended ceiling systems. PREFABRICATED CONSTRUCTION: All prefabricated construction shall conform to IBC Section 1703. SOILS AND FOUNDATIONS REFERENCE STANDARDS: Conform to IBC Chapter 18 "Soils and Foundations." GEOTECHNICAL REPORT: Recommendations contained in Geotechnical Engineering Report - DRA Pro- fessional Building by ABPB Consulting dated December 3, 2008 were used for design. CONTRACTOR'S RESPONSIBILITIES: Contractor shall be responsible to review the Geotechnical Report and shall follow the recommendations specified therein including, but not limited to, subgrade preparations, pile installation procedures, ground water management and steep slope Best Management Practices." GEOTECHNICAL SUBGRADE INSPECTION: The Geotechnical Engineer shall inspect all sub - grades and prepared soil bearing surfaces, prior to placement of foundation reinforcing steel and concrete. Geotechnical Engineers shall provide a letter to the owner stating that soils are adequate to support the "Allowable Foun- dation Bearing Pressure(s)" shown below. DESIGN SOIL VALUES: Safety Factor per Soils Report 1.5 Allowable Foundation Bearing Pressure 4000 PSF Passive Lateral Pressure 400 PSF /FT Active Lateral Pressure (unrestrained) 35 PSF /FT Active Lateral Pressure (restrained) 135 PSF /FT Seismic Lateral Pressure 7H PSF Coefficient of Sliding Friction 0.4 FOUNDATIONS and FOOTINGS: Foundations shall bear on either on competent native soil or compacted structural fill as per the geotechnical report. Exterior perimeter footings shall bear not less than 18 inches below finish grade, unless otherwise specified by the geotechnical engineer and /or the building official. FOOTING DEPTH: Tops of footings shall be as shown on plans with vertical changes as indicated with steps in the footings; locations of steps shown as approximate and shall be coordinated with the civil grading plans to ensure that the exterior perimeter footings bear no less than 18 inches below finish grade, or as oth- erwise indicated by the geotechnical engineer or building official. SLABS -ON- GRADE: All slabs -on -grade shall bear on compacted structural fill or competent native soil per the geotechnical report. All moisture sensitive slabs -on -grade or those subject to receive moisture sensitive coatings /covering shall be provided with an appropriate capillary break and vapor barrier /retardant over the subgrade prepared and installed as noted in the geotechnical report, barrier manufacturer's written recom- mendations and coordinated with the finishes specified by the Architect. CAST -IN -PLACE CONCRETE REFERENCE STANDARDS: Conform to: (1) ACI 301 -05 "Standard Specifications for Structural Concrete ", (2) IBC Chapter 19- Concrete, (3) ACI 318- 05/318R -05 FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP -15, "Standard Specifications for Structural Concrete (ACI 301) with Selected ACI and AS TM References." CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures." MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for cementitious materials, ag- gregates, mixing water and admixtures. SUBMITTALS: Provide all submittals required by ACI 301 Section 4.1.2. Submit mix designs for each mix in the table below. TABLE OF MIX DESIGN REQUIREMENTS Member Strength Type /Location (psi) Foundations • Foundations- spread footings 3000 28 • Basement wall footings 4000 28 Slabs -on -Grade and Sidewalks • Exterior 3000 28 • Interior 3000 28 Walls • Basement Walls 4000 28 Mix Design Notes: Test Age Maximum Maximum Air (days) Aggregate W/C Ratio Content I 1" 1" 0.45 1" 0.50 1" 0.45 - REVIEWED FOR CODE COMPLIANCE APPROVED 5% - FEB 2 2 2010 5% City of Tukwila BUILDING DIVISIO M (1) W/C Ratio: Water -cementitious material ratios shall be based on the total weight of cementitious ma- terials. Ratios not shown in the table above are controlled by strength requirements VVED REV1 (2) Cementitious Content: PS � . ts, a. The use of fly ash, other pozzolans, silica fume, or slags A I c , ' on 4.2.2.9.a. Maximum amount of fly ash shall be 20% of total '_ -.„° viewed and approved otherwise by SER. By: �r��t ►�► b. For concrete used in elevated floors, portland cemenlD. t -- - - • o m to ACI 301 Section 4.2.2.1. Acceptance of lower cement content is contingent on pro 'ding supporting data to the SER for review and acceptance. bO9 no • a 0_ U 1..!I THE HISTORIC SAM NICIIOLS HOUSE 2115 COLBY AVENUE EVER "T I, WA9a2O1 MA, NCARR www.kovacharchitects.com Voice 423.259.0609 Fax 425.745.0897 U) l� cc cc a C) N) 0 w a 0 v7 Id 0 0 U a) v 0 v 0 N . a) U rn 0 0 Id a) 0 w z N ai 0 U U, WwwQ I- (.) w O 0 090048- S11.dwg O N tfl CD AT c Lt- Q O ry CCU cionim SHEET TITLE: STRUCTURAL GENERAL NOTES SHEET NO. SI.' 29- Jul -09 3:21 PM gracolta II a; 0 U (n O d (3) (5 Air Content: Conform to ACI 301 Section 4.2.2.4. Concrete surfaces in contact with the soil require entrained air. Horizontal exterior surfaces require "moderate exposure ". Vertical exterior surfaces re- quire "moderate exposure ". Tolerance is ±1- Air content shall be measured at point of placement. (4) Slump: Conform to ACI 301 Section 4.2.2.2. Slump shall be determined at point of placement. Shrinkage Limit: Concrete used in elevated slabs and beams shall have a shrinkage limit of .045% at 28 days measured in accordance with ASTM C157. Submit laboratory test results to SER for approval prior to construction. For mild reinforced (non post- tensioned) slabs and beams this requirement may be waived with engineers review and approval of mix design. (6) Chloride Content: Conform to ACI 301 Section 4.2.2.6 and Table 4.2.2.6 for "Other Reinforced Con- crete Construction." (7) Non - chloride accelerator: Non - chloride accelerating admixture may be used in concrete slabs placed at ambient temperatures below 50 °F at the contractor's option. FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal of Forms shall conform to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f c. Con- tractor shall submit formwork removal and reshore installation procedure for SER's approval. MEASURING, MIXING, AND DELIVERY: Conform to ACI 301 Section 4.3. HANDLING PLACING CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot weather concreting shall conform to ACI 305.1 and cold weather concreting shall conform to ACI 306.1. CONCRETE CURING: Provide curing compounds for concrete as follows: (1)Use membrane curing compounds that are compatible with and will not affect surfaces to be covered with finish materials applied directly to concrete. (2) Apply curing compounds at a rate equivalent to the rate of application at which curing compound was originally tested for in conformance to the requirements of ASTM C 309 and the manufacturer's recom- mendations. (3) Apply specified curing compound to concrete slabs as soon as final finishing operations are complete (within 2 hours and after surface water sheen has disappeared). Apply uniformly in continuous opera- tion by power spray or roller in accordance with manufacturer's directions. Recoat areas subjected to heavy rainfall within 3 hours after initial application. Maintain continuity of coating and repair damage during curing period. (4) Use curing compound compatible with and applied under direction of system manufacturer of protec- tive sealer. (5) Apply two separate coats with first allowed to become tacky before applying second. Direction of sec- ond application shall be at right angles to direction of first. CONSTRUCTION JOINTS: Conform to ACI 301 Sections. 2.2.2.5, 5.1.2.3a, 5.2.2.1 and 5.3.2.6. Construc- tion joints shall be located and detailed as on the construction drawings. Use of an acceptable adhesive, sur- face retardant, portland cement grout or roughening the surface is not required unless specifically noted on the drawings. EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non - structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and architectural drawings and coordinate other embedded items. GROUT: Use 5000 psi non - shrink grout under column base plates. POST- INSTALLED ANCHORS to CONCRETE: Anchor location, type, diameter and embedment shall be as indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post - Installed Anchor Adhesives. Anchors shall be installed and inspected in strict accordance with the applicable ICC - Evaluation Service Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section. SHRINKAGE: Conventional slabs will continue to shrink after initial placement and stressing of concrete. Contractor and subcontractor shall coordinate jointing and interior material finishes to provide adequate toler- ance for expected structural frame shrinkage and shall include, but not be limited to: curtain wall, dry vit, storefront, skylight and ceiling suppliers. Contact Engineer for expected range of shrinkage. TESTING AND ACCEPTANCE: Testing: Obtain samples and conduct tests in accordance with ACI 301 Section 1.6.4.2. Additional sam- ples may be required to obtain concrete strengths at alternate intervals than shown below. • Cure 4 cylinders for 28 -day test age, test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in reserve for use as the Engineer directs. After 56 days, unless notified by the Engineer to the contrary, the reserve cylinder may be discarded without being tested for specimens meeting 28 -day strength requirements. Acceptance. Strength is satisfactory when: (1) The averages of all sets of 3 consecutive tests equal or exceed the specified strength. (2) No individual test falls below the specified strength by more than 500 O p 9 Y psi. p A "test" for acceptance is the average strength of the two cylinders tested at the specified test age. CONCRETE REINFORCEMENT REFERENCE STANDARDS: Conform to: (1) ACI 301 -99 "Standard Specifications for Structural Concrete ", Section 3 "Reinforcement and Rein- forcement Supports." (2) ACI SP -66 "ACI Detailing Manual" including ACI 315 "Details and Detailing of Concrete Reinforce- ment." (3) CRSI MSP -2 -98 "Manual of Standard Practice." (4) ANSI /AWS D1.4 "Structural Welding Code - Reinforcing Steel." (5) IBC Chapter 19- Concrete. (6) ACI 318 -05. SUBMITTALS: Conform to ACI 301 Section 3.1.1 "Submittals, data and drawings." Submit placing drawings showing fabrication dimensions and locations for placement of reinforcement and reinforcement supports. MATE RIALS: Reinforcing Bars ASTM A615, Grade 60, deformed bars. Weldable Reinforcing Bars ASTM A706, Grade 60, deformed bars. Smooth Welded Wire Fabric ASTM A185 Deformed Welded Wire Fabric ASTM A497 Bar Supports CRSI MSP -2 -98, Chapter 3 "Bar Supports." Tie Wire 16 gage or heavier, black annealed. Stud Rails DECON or Approved Equivalent FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication ", and ACI SP -66 "ACI Detailing Manual." WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Section 3.2.2.2. "Welding" and provide ASTM A706, grade 60 reinforcement. PLACING: Conform to ACI 301, Section 3.3.2 "Placement." Placing tolerances shall conform to Section 3.3.2.1 "Tolerances." CONCRETE COVER: Conform to the following cover requirements from ACI 301, Table 3.3.2.3: Concrete cast against earth 3" Concrete exposed to earth or weather 2" Ties in columns and beams 1 Bars in slabs 3 /4" or 1" per plan Bars in walls 3 /4" SPLICES: Conform to ACI 301, Section 3.3.2.7. Refer to "Typical Lap Splice and Development Length Schedule" for typical reinforcement splices. Mechanical connections may be used when approved by the SER. The splices indicated on individual sheets shall control over the schedule. FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening." Bar sizes #3 through #5 may be field bent cold the first time. Other bars require preheating. Do not twist bars. REINFORCED UNIT MASONRY REFERENCE STANDARDS: Conform to: 1) IBC Chapter 21 "Masonry." 2) ACI 530 -05 /ASCE 5 -05 /TMS 402 -05 "Building Code Requirements for Masonry Structures." Herein referenced as MSJC. 3) ACI 530.1 -05 /ASCE 6 -05 /TMS 602 -05 "Specification for Masonry Structures." Herein referenced as MSJC.1. 4) ACI SP -66 "ACI Detailing Manual" including ACI 315 "Details and Detailing of Concrete Reinforce- ment." 5) ANSI /AWS D1.4 "Structural Welding Code - Reinforcing Steel." SUBMITTALS: Conform to MSJC.1 Section 1.5. Submit shop drawings for review including: 1) Masonry reinforcement, size, layout, and grade in accordance with plans. 2) Material certificates for all Steel Reinforcing, Anchors, Ties and Metal Accessories certifying compli- ance with required strength, grade and ASTM standards. 3) Certification letters for masonry block and grout mix design certifying compliance with required strength and respective ASTM standards. 4) Mix Designs for each Grout Mix indicating type and proportions of ingredients in compliance of Pro- portion Specification. 5) Location of expansion and control joints. 6) Product Information, ICC ESR Reports and Material Certifications certifying compliance for all non - pre- approved Post- Installed Anchors. 7) High Grout Lift procedures. STRENGTH: The assumed compressive strength of the masonry assemblage, f'm, is 1500 psi based on IBC Section 2105.2.2.1.2 for concrete masonry and 2000 psi based on IBC Section 2105.2.2.1.1 for clay ma- sonry MATERIALS: 1) Concrete Masonry Units: Conform to ASTM C 90, Type -I (moisture controlled), medium weight (approx. 115 PCF) units. Provide 1900 psi compressive strength to achieve masonry assembly strength indicated above under STRENGTH. 2) Split -Face Concrete Masonry Units: Conform to ASTM C 90, Type -I (moisture controlled), medium weight (approx 115 PCF) units. Provide 1900 psi compressive strength to achieve masonry assem- bly strength indicated above under STRENGTH. Units shall contain recommended amount of addi- tive "Dry-Block" or equivalent. 3) Mortar: Conform to ASTM C270, Type S, and IBC Section 2103.8 "Mortar." Proportions may be based on laboratory or field experience or IBC Table 2103.8(1). 4) Grout: Conform to ASTM C476 and IBC Section 2103.12 Proportion Specifications. Use fine grout except coarse grout may be used where permitted by MSJC Table 1.16.1. 5) Reinforcing Bars: Conform to ASTM A615, Grade 60 deformed bars and IBC Section 2103.13.1 unless noted otherwise. Lap Splices shall be as noted on plans. Fabrication shall be in accordance with MSJC.1 Section 2.7. 6) Joint Reinforcement: Conform to ASTM A951 and IBC Section 2103.13.2. 7) Anchors, Ties and Accessories: Conform to IBC Section 2103.13.5 and MSJC.1 Section 2.4D. 8) Water: Shall be clean and potable. 9) Admixtures: Admixtures shall not be used unless approved by SER. 10) Post - Installed Anchors in MASONRY: Reference the POST- INSTALLED ANCHORS section for applicable Post - Installed Anchors to Masonry. 11) Second -Hand Units: Shall not be used unless approved by SER. QUALITY ASSURANCE: Conform to IBC Section 2105 "Quality Assurance ". 1) Masonry Units: A letter of certification from the manufacturer of the units shall be provided to the SER at the time of, or prior to, the delivery of the units to the jobsite to ensure the units have been tested according to ASTM C 140 and comply with the compressive strength specified above and ASTM C 90. 2) Mortar: No mortar testing is required. 3) Grout: A letter of certification from the supplier of the grout shall be provided to the SER at the time of, or prior to, delivery of the grout to the jobsite to ensure that the grout complies with ASTM C 476. DELIVERY. STORAGE AND HANDLING: Delivery, storage and handling of materials used for masonry con - struction shall be per MSJC.1, Section 1.7. SPECIAL INSPECTION: Special Inspections shall be performed per the "TESTS AND INSPECTIONS" sec- tion of the STRUCTURAL GENERAL NOTES. ANCHORS, TIES AND CONNECTORS: Masonry anchors, ties and connectors shall be as specified on structural drawings. Consult architectural drawings for masonry anchor ties not included on the structural drawings. EMBEDDED ITEMS: Embedded Items and Accessories shall be in accordance with MSJC Section 1.15.2 and installed in accordance with MSJC.1 Section 3.3E. Position and Secure in place expansion joint mate- rial, anchors and other structural and non - structural embedded items before placing grout. Contractor shall refer to structural, architectural, mechanical, electrical, plumbing, etc. and coordinate all embedded items. POST - INSTALLED ANCHORS to MASONRY: Anchor location, type, diameter and embedment shall be as indicated on drawings. Reference the POST INSTALLED ANCHORS section for applicable Post - Installed Anchor Adhesives. Anchors shall be installed and inspected in strict accordance with the applicable ICC - Evaluation Service Report (ESR). Special inspection shall be per the TESTS and INSPECTIONS section. MASONRY REINFORCING STEEL: Masonry reinforcing shall be as noted on plans and shall be securely placed in accordance with IBC Sections 2104.1.1, 2106, and 2107 and MSJC Section 1.13. Bond beams with horizontal bar or bars shall be provided at 48 inches on center and at all floor and roof lines and at the top of the wall. Provide a bond beam with horizontal bar or bars over all openings, and ex- tend these bars 2' -0" past the opening at each side. Provide a bar or bars vertically for the full height of the wall at each side of openings, wall ends and intersections. Dowels to masonry walls shall be embedded a minimum of 1' -6" or hooked into the supporting structure and be of the same size and spacing as wall rein- forcing. Reinforcing steel shall be as specified under "MATERIALS" Section. Provide corner bars to match the horizontal wall reinforcing at wall intersections. All bars shall be lapped a minimum 48 diameters or 1' -6" minimum unless noted on the plans. LINTELS: Reinforced masonry lintels to be installed over all openings unless otherwise indicated on draw- ings. Do not splice reinforcing bars within lintels and maintain 8 inch bearing minimum on each side. Unless otherwise noted on the plans, the minimum reinforcement for lintels in 8" masonry shall be as follows: (1) Openings up to 42 inches wide: (2) #4 at bottom web of 8 inch deep lintel. (2) Openings 42 to 78 inches wide (2) #4 at bottom web of 16 inch deep lintel. (3) Openings over 78 inches wide: Reinforce per drawings CONSTRUCTION: Masonry shall be constructed in accordance with IBC Section 2104 "Construction ", and MSJC.1 Part 3 "Execution." COLD AND HOT WEATHER CONSTRUCTION: Cold and hot weather construction shall be in accordance with IBC Section 2104.3 and 2104.4. BLOCK PATTERN: Use running bond unless noted. For stack bond, follow criteria in MSJC Section 1.11. GROUTED CELLS: Fill all cells with grout unless noted otherwise on plans. Minimum grouting spaces and construction shall be in accordance with MSJC Section 1.16 and MSJC.1 Section3.5. GROUT POUR HEIGHT: Grout Pour Height shall not exceed height specified in MSJC.1 Section 3.5C. [For Grout Pour Heights exceeding 5ft the following shall be met: • Cleanouts shall be provided in accordance with MSJC.1 Section 3.5F at the bottom of each cell con- taining reinforcing and at a spacing not to exceed 32 in. o.c. for each Grout Lift. • Grout Lifts shall not exceed spacing of intermediate reinforced bond beams. • Masonry blocks shall be adequately braced to withstand fluid pressures of Grout Pour] GROUT LIFTS: Unless otherwise noted, Grout Lifts and pour height shall not exceed 5ft. Grout Lifts exceed- ing 5ft shall be approved by SER. CONTROL AND EXPANSION JOINTS: Reference Drawings for typical details of Masonry Control and Ex- pansion Joints. Location of control and expansion joints shall be approved by SER. Unless otherwise indi- cated on drawings, install control and expansion joints at the following: (1) Continuous Walls: Vertical joints at the lesser of 2.5 times the wall height or 32 feet on center maxi- mum. (2) Corners and Intersecting Walls: First vertical joint from the corner at lesser of 1.25 times the wall height or 16 feet. (3) Abrupt changes in wall height and wall thickness. such as adjacent to columns or pilasters_ TEMPORARY BRACING: Contractor is responsible for all temporary bracing of masonry during construction. Reference "CONTRACTOR RESPONSIBILITIES" section for further information and requirements. POST- INSTALLED ANCHORS (INTO CONCRETE AND MASONRY) DESIGN STANDARDS: Post - Installed Anchors into concrete for this project are designed in accordance with American Concrete In- stitute, ACI 318 -05, Appendix D Specifications. POST- INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All post - Installed anchors types and locations shall be approved by the SER and shall have a current ICC - Evaluation Service Report that provides relevant design values necessary to validate the available strength exceeds the required strength. Submit current manufacturer's data and ICC ESR report to SER of for alter- nates and all non pre- approved anchors to SER for approval. Anchors shall be installed in strict accordance to ICC -ESR and manufacturers instructions. Special inspection shall be per the TESTS and INSPECTIONS section. Anchor type, diameter and embedment shall be as indicated on drawings. 1. ADHESIVE ANCHORS: The following Adhesive -type anchoring systems have been used in the design and shall be used for anchorage to CONCRETE and MASONRY, as applicable and in accordance with corresponding current ICC ESR report. Drilled -in anchor embedment lengths shall be as shown on drawings, or not less than 7 times the anchor nominal diameter (7D). a. HILTI "HIT -RE 500 SD" — ICC ESR -2322 for anchorage to CONCRETE] b. SIMPSON "SET -XP" — ICC ESR 2508 for anchorage to CONCRETE c. HILTI "HY -150 MAX" — ICC ESR -1967 — for anchorage to MASONRY Only. d. SIMPSON "SET' — ICC ESR -1772 -for anchorage to MASONRY Only. 2. EXPANSION ANCHORS: The following Expansion type anchors are pre - approved for anchor- age to CONCRETE or MASONRY in accordance with corresponding current ICC ESR report: e. f. g• h. 3. SCREW ANCHORS: The following Screw type anchor is pre- approved for anchorage to MA- SONRY in accordance with corresponding current ICC ESR report: i. SIMPSON "TITEN HD" — ICC ESR -1056 for MASONRY Only and ICC ESR -2322 for CONCRETE Only STRUCTURAL STEEL HILTI "KWIK BOLT 3 — ICC ESR -1385 — for anchorage to MASONRY Only. SIMPSON "WEDGE -ALL" — ICC ESR -1396 — for anchorage to MASONRY Only. HILTI "KWIK BOLT TZ" — ICC ESR -1917 SIMPSON "STRONG-BOLT — ICC ESR -1771 DESIGN STANDARDS: Structural Steel for this project is designed in accordance with American Institute of Steel Construction (AISC) Specifications. STRUCUTRAL STEEL for this project is designed per: • AISC — "Manual of Steel Construction, Thirteenth Edition (2005). REFERENCE STANDARDS: 1) IBC 2006, Chapter 22 — Steel, hereafter referenced as IBC. 2) ANSI /AISC 303 -05 — Code of Standard Practice for Steel Buildings & Bridges, hereafter referenced as AISC 303. 3) ANSI /AISC 360 -05 — Specification for Structural Steel Buildings, hereafter referenced as AISC 360. 4) AISC348 -04 /RCSC — Specification for Structural Joints using ASTM A325 or A490 Bolts, prepared by "Research Council on Structural Connections (RCSC), hereafter referenced as RCS C. 5) AWS D1.1 -04 — Structural Welding Code - Steel, hereafter referenced as AWS D1.1. SUBMITTALS: (1) Shop drawings shall be prepared in accordance with AISC 360 Section M.1 and AISC 303 Section 4. (2) Submit welder's certificates verifying qualification within past 12 months. (3) Affidavit stating the steel provided meets the requirements of the grade(s) specified. (4) Weld Procedure Specifications (WPS's). (5) Manufacturer's engineering and installation information for post- installed Adhesive Anchors including applicable ICC Engineering Research (ER -xxxx) Report. (6) QA Plan and Procedures of Fabrication Shop not WABO Certified. MATE RIALS: Hollow Structural Section — Square /Rect (HSS) ASTM A500, Grade B Fy = 46 ksi High- Strength Bolts ASTM A325/F1852, Type 1, Plain Nuts ASTM A563 Washers (fiat or beveled) ASTM F436— required @ slotted & oversize holes Anchor Rods (Anchor Bolts) ASTM F1554, Gr. 36 Mild Threaded Rods ASTM A36, Fy = 36 ksi Threaded Rods (Anchor Bolts) ASTM A307, Fy = 35 ksi High Strength Threaded Rods ASTM A449, Fy = 50 ksi High Strength Threaded Rods ASTM A193, Grade B7, Fy = 100 ksi Welded Headed Studs (WHS) 3/4" or 7/8" ASTM A108 — Nelson /TRW S3L or equal Welded Headed Studs (WHS) 1/2" or 5/8" ASTM A108 — Nelson /TRW H4L or equal Dowel Bar Anchors ASTM A496 — Nelson /TRW D2L or equal Welding Electrodes E70XX, E71 TXX unless noted otherwise with a mini- mum toughness of 20 ft-lbs at 40 degrees Fahrenheit. WELDING: 1) Welding shall conform to AWS D1.1 and visually conform to AWS Section 6 and Table 6.1. Fabrica- tion /erection inspections by the Contractor per AWS D1.1 Section 6, shall be by associate /certified inspectors (AWI /CWI) per AWS QC1 or AWS B5.1. Special Inspections (verification inspections) shall be by a certified Welding Inspector (WI) or Senior Welding Inspector (SWI) per AWS B5.1. 2) Welders shall be qualified for the specific prequalified joints required by the design and certified in accordance with WABO and AWS requirements. 3) Welding shall be done in accordance with appropriate Weld Procedure Specifications (WPS's). Welders shall be familiar with the applicable WPS's. 4) Welding shall be done with AWS Prequalified Welding Processes unless otherwise approved. 5) Welder qualifications and WPS's shall be maintained at the site of the work and shall be readily available for inspection upon request, both in the shop and in the field. 6) Use E70 or E71 T, 70 ksi strength electrodes appropriate for the process selected. 7) Prior to the start of work, Special Inspectior or, if "AISC Certified" or otherwise "Approved" Shop, a shop Certified Weld Inspector (CWI) certified in accordance with provisions of AWS QC1, shall in- spect and document compliance with the following: • Confirm welder qualifications prior to the start of work. • Review all WPS prior to the start of work. • Confirm materials in fabrications conform to the specifications. • Periodically observe joint preparation, fit -up and welder techniques. • Identify on plans all multi -pass fillet welds, single pass fillet welds greater than 5/16 ", and Complete- and Partial- Joint Penetration (CJP or PJP) groove welded butt joints that require Continuous (Special) Inspection. • Visually inspect all welds per Special Inspection Requirements for Steel and AWS Section 6.5 and Table 6.1. 8) Welding of high strength anchor rods is prohibited unless approved by Engineer. 9) Welding of SHEAR STUDS on STEEL BEAMS for COMPOSITE CONSTRUCTION: Headed Shear Studs welded to tops of Wide Flange Beams, shall be welded in accordance with AWS D1.1 Chapter 7 "Stud Welding ". 10) Welding of Headed Studs on EMBEDDED STEEL PLATES for Anchorage to Concrete: Headed studs welded to steel embedment plates cast monolithic with concrete and shall be welded in accor- dance with AWS D1.1 Chapter 7 "Stud Welding ", unless noted otherwise on plans. HIGH - STRENGTH BOLTING: 1) High Strength bolts shall be of the ASTM Grade and Type specified in the Materials section. Unless noted otherwise, install bolts in joints in accordance with the RCSC Specification as Joint Type ST, "Snug Tight" - per RCSC Specification Table 4.1 and Section 8.1. Inspection is per RCSC Section 9.1. Bolts have been designed as ASTM A325 -N bolts — "threads included in the shear plane ". ANCHORAGE to CONCRETE: 1) EMBEDDED STEEL PLATES for Anchorage to Concrete: Plates (PL) embedded in concrete shall be as indicated on the plans with minimum 1/2" dia. WHS x 6" long but provide not less than 3 /4" inte- rior cover or 1 ' /z" exterior cover to the opposite face of concrete, unless noted otherwise. 2) COLUMN ANCHOR RODS and BASE PLATES:. All columns (vertical member assemblies weigh- ing over 300 pounds) shall be provided with a minimum of four 3 /4" diameter anchor rods. Column base plates shall be at least 3 /" thick, unless noted otherwise. Cast -in -place anchor rods shall be provided unless otherwise approved by the Engineer. Unless noted otherwise, embedment of cast - in -place anchor rods shall be 12 times the anchor diameter (12D). FABRICATION: • Conform to AISC 303, Section 8 and AISC 360 Section M2 and M5. • Structural Welding and qualifications shall conform to the AWS D1.1. • The fabricator shall maintain detailed fabrication & erection quality control procedures per IBC Sec- tion 1704.2.1 that provides the basis for inspection control of the workmanship and ensures that the work is performed in accordance with Code of Standard Practice, the AISC Specification, and the Contract Documents. Fabricators certified by the AISC Quality Certification Program with the follow- ing level of certification: Sbd — Conventional Steel Building Structures are deemed to comply with this provision. VERIFICATION INSPECTION: • Structural Welding inspections and qualifications shall conform to the AWS D1.1. See WELDING notes and SPECIAL INSPECTIONS for Structural Steel. • Special Inspector shall review the procedures for completeness and adequacy relative the Code and the Work. Further shop Special Inspections may be waived if the Fabricator is "AISC Certified" or otherwise "Approved" by the Authority Having Jurisdiction per IBC Section 1704.2.2. See SPECIAL INSPECTIONS for Structural Steel. • Periodic Inspections shall include the initial quality verification inspection, an inspection during the fabrication of the first 20 tons of steel and one shop visit for every one hundred tons or fraction there- after and a final inspection at the completion of framing. ERECTION: 1) Conform to AISC 303, Section 7 "Erection ", Section 8 "Quality Assurance." and AISC 360, Section M4. 2) The Erector shall maintain detailed fabrication & erection quality control procedures that ensure that the work is performed in accordance with AISC 360 Section M, AISC 303, and the Contract Docu- ments. 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.11. 4) Structural Welding to conform to the AWS D1.1 and applicable WELDING notes above. 5) Special Inspector shall inspect the steel framing to verify compliance with the details shown on the Contract Documents including member size, location, bracing and the application of proper joint de- tails at each connection. 6) High strength bolting shall be periodically inspected by the Special Inspector per IBC Section 1704.3.3. BRACING and SAFETY PROTECTION: The contractor shall provide temporary bracing and safety protec- tion required by AISC 360 Section M4.2 and AISC 303 Section 7.10 and 7.11. PROTECTIVE COATING REQUIREMENTS: 1) SHOP PAINTING: Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless a multi -coat system is required per the project specifications. 2) INTERIOR STEEL: a. Unless noted otherwise, do not paint steel surfaces to be, • Concealed by the interior building finishes, • Fireproofed, • Embedded in concrete, • Specially prepared as a "faying surface" for Type -SC "slip- critical" bolted connections, unless the coating conforms to requirements of the RCSC Bolt Specification and is ap- proved by the Engineer. • Welded; if area requires painting, do not paint until after weld inspections and Non- destructive testing requirement, if any, are satisfied. b. Interior steel, exposed to view, shall be painted with one coat of shop primer unless otherwise indicated in the project specifications. Field touch -ups to match the finish coat or as otherwise indicated in the project specifications 3) EXTERIOR STEEL: Exposed exterior steel shall be: a. Painted with an exterior multi -coat system as per the project specifications. Field touch -up paint- ing shall as per the project specifications. 4) Steel need not be primed or painted unless noted otherwise on the drawings or in the project specifi- cations. Conform to AISC 360 Section M3 and AISC 303 Section 6.5 unless a multi -coat system is required per the project specifications. ARCHITECTURALLY EXPOSED STRUCTURAL STEEL: Steel identified by the Architect on the architec- tural drawings as Architecturally Exposed Structural Steel, (AESS) shall conform to AISC 303 Section 10. STEEL STAIRS REFERENCE STANDARDS: Conform to: (1) IBC Chapter 10 "Means of Egress ", IBC Tables 1607.1 (2) NAAMM "Metals Stairs Manual ", (3) AISC "Code of Specification for Structural Steel Buildings ", (4) AISI "Code of Specification for the Design of Cold- Formed Steel Structural Members ", (5) AWS D1.1 "Structural Welding Code - Steel ", (6) AWS D1.3 "Structural Welding Code - Sheet Steel." SUBMITTALS: Steel stairs are to be prepared by a SSE. Reference DEFINITIONS and DEFERRED SUB- MITTALS above. Submit structural calculations and shop drawings (component desi n awings) stampprI REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 by a professional Civil Engineer registered in the state of Washington. MATE RIALS: Structural WF Shapes ASTM A572 -GR50 Steel Channels, Angles, Plates & Bar ASTM A36 Sheet Steel (Galvanized) ASTM A446 Steel Pipe Rail ASTM A53, Grade B Steel Tubing ASTM A500, Grade B Steel Rod ASTM A36 or A307 Steel Deck 1 -1/2" Composite Floor Deck Bolts ASTM A307, A325N Welds, Structural Steel AWS D1.1 Welds, Sheet Steel AWS D1.3 Welded Headed Studs (WHS) ASTM A108, AWS D1.1 Headed Concrete Anchors (HCA) ASTM A108, AWS D1.1 STRUCTURAL REQUIREMENTS: By: Date: City of Tukwila BUILDING DIVISION REVIEWED CWA,Consultants, PS (1) Scope: Include treads, risers, stringers, landings, railings and all connections including connections to the primary structure unless noted otherwise. All inserts required for attachment to the primary struc- ture shall be designed and provided by the stair supplier. (2) Loads: Stair treads shall be designed for 100 PSF live load or a 300 lb. concentrated load placed to produce maximum stress, whichever controls. Stringers and landings shall be designed for 100 PSF live load. the load deflection shall not exceed 1/360 of the span. The stair assembly and attachment to the main structure shall be designed for lateral loads per IBC Chapter 16. X09 - RO e o � J N O ) rn Q w ao N 66 2 F- o ) �o ]L S' 2 co Z E r " .S S W F- o E ] 1 _ • G T ii.-. c.� < N • 1 I o�e Q . E L — L J N v rR ¢ 2 € I I I L : 1 " II - I - a 3L-U3LI I E 1 ii I ):: 1 0 :88 :2: 112 THE TIISTORIC SAM NICHOLS HOUSE 2.115 COLBY AVENUE EVEVER ' TT, WA98201 AIA, NCABB www.kovacharchitects.com Voice 425,259.0609 Fax 425.745.0897 w V> Cn O w w a 0 0 0 0 o 0 0 0 0 • 0 _0 0 U M O ry 0 C 0 • f, 3 o C- o U c rn 0 0 0 a; a C 0 w H- 0 z a 0 U O N 3 It s a N cIJ T "' C31 7 d (2 ti o L ' Q O 1- a mmo a maw *.hl CCZ T TITLE: 090048— S12.dwg STRUCTURAL GENERAL NOTES SHEET NO. S I.2 29— Jul -09 3:21 PM gracolta II DRAWING LEGEND MARK DESCRIPTION MARK DESCRIPTION F2.0 FOOTING SYMBOL (REFER JO SPREAD FOOTING SCHEDULE) I INDICATES WIDE FLANGE COLUMN ( P1) PILE CAP SYMBOL (REFER TO SPREAD PILE CAP SCHEDULE) 0 INDICATES HOLLOW STRUCTURAL SECTION (HSS) COLUMN OR TUBE STEEL (TS) COLUMN 0 TILT -UP /PRECAST CONCRETE WALL CONNECTION SYMBOL (REFER TO CONNECTION DETAIL) o INDICATES HOLLOW STRUCTURAL SECTION (HSS) COLUMN OR STEEL PIPE COLUMN SHEAR WALL SYMBOL (REFER TO SHEAR WALL SCHEDULE) o INDICATES WOOD POST 1 W6> A REVISION TRIANGLE • INDICATES BUNDLED STUDS 1 I TILT -UP /PRECAST CONCRETE WALL PANEL NUMBER (REFER TO TILT -UP/ PRECAST CONCRETE WALL ELEVATIONS) INDICATES CONCRETE COLUMN O CMU WALL REINFORCING SYMBOL (REFER TO CMU WALL REINFORCING SCHEDULE) INDICATES PRECAST CONCRETE COLUMN rf{s';I �� � CONTINUITY PLATE LENGTH (REFER TO TYPICAL DETAIL) ~ INDICATES MOMENT FRAME CONNECTION <5D> INDICATES DOUBLE SHEAR CONNECTION (REFER TO THE STANDARD BOLTED BEAMS CONNECTION DETAIL) INDICATES DRAG CONNECTION S— INDICATES NUMBER OF STUD RAIL REQUIRED AT COLUMN (REFER TO STUD RAIL DETAILS) INDICATES WOOD OR STEEL STUD WALL ( SR ) Z 7 01 ROOF /FLOOR DIAPHRAGM NAILING SYMBOL (REFER TO DIAPHRAGM NAILING SCHEDULE) INDICATES MASONRY /CMU WALL STEEL COLUMN SYMBOL (REFER TO STEEL COLUMN SCHEDULE) INDICATES CONCRETE /TILT -UP CONCRETE WALL Cl ; T SLAB ELEVATION SYMBOL (T/ REFERS TO COMPONENT THAT THE ELEVATION REFERENCES) INDICATES WOOD OR STEEL STUD SHEAR WALL X' —X" •� =,r. 0 0 STUD BUBBLE (INDICATES NUMBER OF STUDS REQUIRED IF EXCEEDS NUMBER SPECIFIED IN PLAN NOTE) - - - - INDICATES BEARING WALL BELOW INDICATES STEP IN FOOTING (REFER TO TYPICAL STEP IN ::::..:: FOOTING DETAIL) . ..:. : :::$ INDICATES EXISTING WALL DETAILS OR SECTION CUT (DETAIL NUMBER /SHEET NUMBER) POST- TENSION DEAD END (PLAN) X /SX.X © DETAILS OR SECTION CUT IN PLAN VIEW (DETAIL NUMBER /SHEET NUMBER) POST- TENSION STRESSING END (PLAN) .. 1 1 Nal' 1 INDICATES LOCATION OF CONCRETE WALLS, SHEAR WALLS OR BRACED FRAME ELEVATIONS 3 POST- TENSION PROFILE (PLAN) (IN INCHES) X /SX.X /fir SPAN INDICATOR (INDICATES EXTENTS OF FRAMING MEMBERS OR OTHER STRUCTURAL COMPONENTS) INTERMEDIATE STRESSING (PLAN) INDICATES DIRECTION OF DECK SPAN ABBREVIATIONS L Angle FIN Finish PSI Pounds Per Square AB Anchor Bolt FLR Floor Inch ADDL Additional FRP Fiberglass PSL Parallel Strand ALT Alternate Reinforced Plastic Lumber ARCH Architectural FTG Footing P -T Post - Tensioned B or BOT Bottom F/ Face of PT Pressure Treated B/ Bottom Of GA Gage R Radius BLDG Building GALV Galvanized RD Roof Drain BLKG Blocking GEOTECH Geotechnical REF Refer /Reference BMU Brick Masonry Unit GL Glue Laminated REINF Reinforcing BP Baseplate Timber REQD Required BRB Buckling Resisting GWB Gypsum Wall Board RET Retaining Braced HDR Header SCB Special Concentric BRG Bearing HF Hem -Fir Braced BTWN Between HGR Hanger SCHED Schedule C Centerline HD Hold -down SHTHG Sheathing C Camber HORIZ Horizontal SIM Similar CB Castellated Beam HP High Point SMF Special Moment CIP Cast in Place HSS = TS (Hollow Frame CJ Construction or Structural Section) SOG Slab on Grade Control Joint IBC International Building SPEC Specification CJP Complete Joint Code SQ Square Penetration ID Inside Diameter SR Studrail CLR Clear IE Invert Elevation SF Square Foot CMU Concrete Masonry IF Inside Face SST Stainless Steel Unit INT Interior STAGG Stagger /Staggered COL Column k Kips STD Standard CONC Concrete KSF Kips Per Square Foot STIFF Stiffener CONN Connection LF Lineal Foot STL Steel CONST Construction LL Live Load STRUCT Structural CONT Continuous LLH Long Leg Horizontal SWWJ Solid Web Wood C'SINK Countersink LLV Long Leg Vertical Joist CTRD Centered LP Low Point SYM Symmetrical 0 Diameter LONGIT Longitudinal T Top DB Drop Beam LSL Laminated Strand Lumber T/ Top Of DBA Deformed Bar Anchor LVL Laminated Veneer Lumber T &B Top & Bottom DBL Double MAS Masonry TC AX LD Top Chord DEMO Demolish MAX Maximum Axial Load DEV Development MECH Mechanical TCX Top Chord Extension DF Douglas Fir MEZZ Mezzanine TDS Tie Down System DIAG Diagonal MFR Manufacturer T &G Tongue & Groove DIST Distributed MIN Minimum THKND Thickened DL Dead Load MISC Miscellaneous THRD Threaded DN Down NIC Not In Contract THRU Through DO Ditto NTS Not To Scale TRANSV Transverse DP Depth /Deep OC On Center TYP Typical DWG Drawing OCB Ordinary Concentric UBC Uniform Building (E) Existing Braced Code EA Each OD Outside Diameter UNO Unless Noted EF Each Face OF Outside Face Otherwise EL Elevation OPNG Opening URM Unreinforced ELEC Electrical OPP Opposite Masonry Unit ELEV Elevator OWSJ Open Web Steel Joist VERT Vertical EMBED Embedment OWWJ Open Web Wood Joist W Wide EQ Equal I'- Plate W/ With EQUIP Equipment PAF Powder Actuated Fastener W/O Without EW Each Way PC Precast WHS Welded Headed Stud EXP Expansion PERP Perpendicular WP Working Point EXP JT Expansion Joint PLWD Plywood WWF Welded Wire Fabric EXT Exterior PP Partial Penetration ± Plus or Minus FD Floor Drain PREFAB Prefabricated FDN Foundation PSF Pounds per Square Foot (3) Railings: The completed handrail, guardrail, and supporting structure and their connections shall be designed to resist loads as specified in IBC Section 1607.7. ARCHITECTURAL REQUIREMENTS: Conform to shape and configuration shown on the architectural draw- ings. Consult the project specifications for additional information. All steel shall be painted per project specifi- cations with one coat of standard shop primer unless noted otherwise on the drawings or in the specifica- tions. CONCRETE FILL: Conform to notes, this sheet for CAST -IN -PLACE CONCRETE and CONCRETE REIN - FORCMENT. Provide minimum 3000 psi concrete and WWF 6x6- W1.4xW1.4 or Fibermesh unless noted on the drawings. WOOD FRAMING REFERENCE STANDARDS: Conform to: (1) IBC Chapter 23 "WOOD" (2) NDS - "2005 National Design Specification (N DS) for Wood Construction" (3) APA PDS -97 Plywood Design Specification (revised 1998) (4) ANSI /TPI 1 "National Design Standard for Metal - Plate- Connected Wood Truss Construction" (5) TPI HIB "Commentary and recommendations for Handling, Installing & Bracing Metal Plate Connected Wood Trusses" (6) TPI DSB "Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses" (7) APA Report T98 -22 - "Nail Penetration and Framing Specific Gravity Factors for Shear Walls and Dia- phragms" SUBMITTALS: Submit shop drawings to the Architect/Engineer for review. Shop drawings shall include member size, spacing, camber, material type, grade, shop and field assembly details and connections, types and location of bolts and other fasteners. Supply shop drawings for the following: (1) Glued laminated members (2) PSL members (3) LS L members (4) Tapered & Parallel Wood I Joists (Solid web -wood joists) (5) Panelized wood walls & connection details DEFERRED SUBMITTALS: Submit product data and proof of ICBO approval for framing members and fas- teners that have been designed by others. Submit calculations prepared by the SSE in the state of Washing- ton for all members and connections designed by others along with shop drawings. All necessary bridging, blocking, blocking panels and web stiffeners shall be detailed and furnished by the supplier. Temporary and permanent bridging shall be installed in conformance with the manufacturer's specifications. Deflection limits shall be as noted under DESIGN LOADS section. Products included are: • Solid web wood joists (I joists) IDENTIFICATION: All sawn lumber and pre - manufactured wood products shall be identified by the grade mark or a certificate of inspection issued by the certifying agency. MATE RIALS: • Sawn Lumber: Conform to grading rules of WWPA, WCLIB or NLGA. Finger jointed studs acceptable at interior walls only. Member Use Studs Sill Plate Posts Joists Beams Beams Posts & Timbers • Glued Laminated Timber: Conform to AITC 117 -2004 "Standard Specifications for Structural Glue - laminated Timber of Softwood Species, Manufacturing and Design" and ANSI /AITC A190.1 "Structural Glued Laminated Timber." Camber all glued laminated members beams to 2000' radius, unless shown otherwise on the plans. Member Use Sizes Species Comb. Symbol Uses Beams Columns • Wood Structural Sheathing (Plywood): Wood APA -rated structural sheathing includes: all veneer ply- wood, oriented strand board, waferboard, particleboard, T1 -11 siding, and composites of veneer and wood based material with T &G joint. Architect may disallow OSB. Confirm with Architect. Conform to "Construction and Industrial Plywood" based on Product Standard PS 1 -95 by the U.S. Dept. of Commerce, and "Performance Standard for Wood -Based Structural -Use Panels" based on Product Standard PS 2 -92 by the U.S. Dept. of Commerce and "Plywood Design Specification (revised 1998)" based on APA PDS -97 by the American Plywood Association. • Minimum APA Rating Location Roof Floor Walls All All All Thickness 15/32" 23/32" T &G 15/32" Size 2x4, 2x6 2x4, 2x6, 3x6 4x4, 4x6, 4x8 2x6 — 2x12 4x8 — 4x12 6x8 — 6x12 6x6 - 6x10 DF /DF DF /DF DF Span Rating 32/16 24 OC 32/16 Species Grade Doug Fir Larch PT Doug Fir Larch Doug Fir Larch Doug Fir Larch Doug Fir Larch Doug Fir Larch Doug -Fir Larch 24F -V4 24F -V 8 L2 • Lag Bolts /Bolts: Conform to ASTM A307 and IBC Section 2304.9. a. Parallel Strand Lumber (PSL): Conform to ICC ES Report No. 11161- R. b. Laminated Strand Lumber (LSL): Conform to ICC ES Report No. 12627- R. No. 2 No. 2 No. 2 No. 2 No. 2 No. 1 No. 1 Simple Spans Cantilever Spans Post -Truss Member Plywood Grade Exposure C -D 1 STURD -I -FLOOR 1 C -D 1 Unless noted otherwise on drawings, install roof and floor panels with long dimension across supports . and with panel continuous over two or more spans. End joints shall occur over supports. • Timber Connectors: Shall be "Strong Tie" by Simpson Company as specified in their latest catalog. Alternate connectors by other manufacturers may be substituted provided they have current ICC ap- proval for equivalent or greater load capacities and are reviewed and approved by the SER prior to ordering. Connectors shall be installed per the manufacturer's instructions. Where connector straps connect two members, place one -half of the nails or bolts in each member. Where straps are used as hold- downs, nail straps to wood framing just prior to drywall application, as late as possible in the fram- ing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. Where connectors are in exposed exterior applications in contact with preservative treated wood (PT) other than CCA, connectors shall be either batch hot - dipped galvanized (HDG), mechanically galva- nized (ASTM B695, Class 40 or greater) stainless steel, or provided with 1.85 oz /sfof zinc galvanizing equal to or better than Simpson ZMAX finish. • Fasteners (nails, bolts, screws, etc) attaching timber connectors (joist hangers, post caps and bases, etc) to PT wood shall have similar corrosion resistance properties (matching protective treatments) as the protected connector. Fasteners (nails, bolts, screws, etc) attaching sawn timber members or sheathing (shear walls) to PT wood be corrosion resistant; nails and lag bolts shall be either HDG (ASTM A153) or stainless steel. Verify the suitability of the fastener protection /coating with the wood treatment chemical manufacturer /supplier. Provide washers under the heads and nuts of all bolts and lag screws bearing on wood. All nails 12d and smaller shall be full length common unless noted otherwise. 16d nails may be 16d sinkers unless noted otherwise. Nail straps to wood framing as late as possible in the framing process to allow the wood to shrink and the building to settle. Premature nailing of the strap may lead to strap buckling and potential finish damage. • Fasteners: Conform to IBC Section 2304.9 "Connections and fasteners." Unless noted on plans, nail per Table 2304.9.1. Unless noted otherwise all nails shall be common. Alternate nails may be used but are subject to review and approval by the Structural Engineer. Substitution of staples for the nailing of rated sheathing is subject to review by the structural engineer prior to construction. • Engineered Wood Products ( TrusJoist): The following materials are based on lumber manufactured. by TrusJoist and were used for the design as shown on the plans. Alternate products by other manufac- turers may be substituted provided they have current ICC approval for equivalent or greater load and stiffness properties and are reviewed and approved by the Structural Engineer. ESR -1387 or CCMC Report No. No. ESR -1387 or CCMC Report c. Tapered and Parallel Chord I- JOISTS (Deferred Submittal): Conform to ICC Report No. ESR - 1153. The manufacturer shall design the joists for the spans and conditions shown on the plans. Joists shall have wood chords and solid wood webs. Joists shall be tapered or parallel as shown on the plans. Type LSL Rim board Timberstrand LSL Timberstrand LSL Parallam PSL Parallam PSL Use Fc // Rimboard /Stringer Headers, Beams = 9" depth Studs 2x4 & 2x6 Studs >2x6 Headers /Beams Columns Width(s) E(loe) Fb Fv 1 1 /2 ", 1 3 /4" 1 %", 3 1 /2" 1 , /2 " 1 %" 3 '/ " 5 ' /4n, 7" 3 '/2 ", 5 '/4" 7" PSI 1.3E 1,700 400 1,400 1.55E 2,325 310 2,050 1.3E 1.5E 2.0E 1.8E 1,700 400 2,250 400 2,900 290 2,400 230 1,400 1,950 2,900 2,500 NAILING REQUIREMENTS: Provide minimum nailing in accordance with IBC Table 2304.9.1. "Fastening Schedule" except as noted on the drawings. Nailing for roof /floor diaphragms /shear walls shall be per draw- ings. Nails shall be driven flush and shall not fracture the surface of sheathing. STANDARD LIGHT -FRAME CONSTRUCTION: Unless noted on the plans, construction shall conform to IBC Section 2308 "Conventional Light -Frame Construction." NAILERS ON STEEL COLUMNS and BEAMS: Wood 3x nailers are generally required on all HSS columns and steel beams abutting or embedded within wood framing. Unless noted otherwise, attach with 5/8" diame- ter bolts or welded studs at 16" on centers. Wood nailers on beams supporting joist hangers shall not over- hang the beam flange by more than 1 /4". MOISTURE CONTENT: Wood material used for this project shall have maximum moisture content of 19% except for the pressure - treated wood sill plate. Refer to TESTING & INSPECTIONS for the verification of these limits. The maximum moisture content required may be less than 19% when based on a particular cladding /insulation system. Refer to the Architect's drawings, and project specifications, or with cladding in- staller for maximum recommended moisture content. CLADDING COMPATIBILTY: The Architect /Owner shall review the cladding and insulation systems pro- posed for the project with respect to their performance over wood studs with moisture contents greater than 19 %. EIFS systems should be avoided on wood -framed projects due to problems with moisture proofing. PRESERVATIVE TREATMENT (PT): Wood materials are required to be "treated wood" in accordance with IBC Section 2304.11. "Decay and Termite Protection" shall conform to the appropriate standards of the American Wood- Preservers Association (AWPA) for sawn lumber, glued laminated timber, round poles, wood piles and marine piles. Follow American Lumber Standards Committee (ALSC) quality assurance pro- cedures. Products shall bear the appropriate mark. Fasteners or anchors in treated wood shall be of stainless steel or hot - dipped galvanized or as per IBC 2304.9.5. Mud sill plates in normally dry interior applications may be treated with Sodium Borate (DOT - Disodium Oc- taborate Tetrahydrate) as recent studies have noted less connector corrosion potential than other available wood treatments or the original CCA treated sill plates. Wood treated with Sodium Borate shall be protected during shipment, storage and installation to minimize leaching of the water - soluble preservative from the lumber. Sodium borate pressure treated plates do not require hot - dipped galvanized connectors. If using sill plates other than CCA or sodium borate, fasteners must be hot dipped galvanized or stainless steel. Fasteners (nails, bolts, screws, washers & lag screws) attaching timber connectors (joist hangers, post caps and bases, etc) to PT wood shall have similar corrosion resistance properties (matching protective treatments) as the protected connector; that is, use hot dipped galvanized or stainless steel fasteners. Fas- teners (nails, bolts, screws, washers & lag screws) attaching sawn timber members or sheathing (shear walls) to Pressure Treated wood be corrosion resistant (hot dipped galvanized or stainless steel. Always verify the suitability of the fastener protection /coating with the wood treatment chemical manufac- turer /su pplier. REVIEWED FOR CODE COMPLIANCE A PPROVED FEB 2 2 2010 City of Tukwila B UILDING DIVISION CWA Consultants, PS oi - d 1 Ji CD .- d- o N � rn Q � o ° Q 0) N n o c U) E I- ° I NIa (/)Z � � t= E' C o v g >. U v " I—( • ) c =`g 0 __ U \ 8;1 W C.J N 3 Z d LLj J El CD �x �� C —I 0 m ow =W c` 'r- CO O : v Q THE IIISTORIC SAM NICIIOLS II0USE 2115 COLBY AVENUE EVE RETT .A98201 MA, INCARB www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 w C! O a 0) 0 cci 0 0 0) N C0 0 w CL rn O O 0 0 0 a) C) 0 C 6 0 a c 0 0 0 C) C:) - b a) a) a) a) a s C-) 0 a) 0 0 0 w 0 z SHEET TITLE: STRUCTURAL GENERAL NOTES CONT., LEGEND AND ABBREVIATIONS SHEET NO. SI.3 090048- S13.dwg 29- Jul -09 3:33 PM bliang 01410 SPREAD FOOTING SCHEDULE TYPE SIZE REINFORCING REMARKS F3.5 3'- 6 "SQx12 "DP #5B Q 12 "OC EW - - -- F4.5 4'- 6 "SQx15 "DP #5B I§ 12 "OC EW - - -- F5.5 5'- 6 "SQx18 "DP #5B © 10 "OC EW - - -- 8'- 6 "Wx24 "DP CONT FTG W/ (6) #5 T &B CONT, #5T ® 12 "OC TRANSV & #5B © 6 "OC TRANSV r T -6 " 18' -0" I- 8" CONC STEM WALL W/ #5 © 12 "OC EW BELOW CMU WALL, TYP r 1 0 ° 00 X 0 CJ 1 i-Y 4'- 0 "Wx18 "DP CONT FTG W/ (5) #5 T &B CONT & #5 T &B ® 12 "OC TRANSV TYP UNO U, N 1-1 -III =1 1 17 r J _ _ .j 6/S3.1 F5.5 1 1 10 "W CONC WALL W/ #6 VERT ® 12 "OC OF 1 W/ STD HOOK & #5 HORIZ ® 12 "OC OF I & #5 © 12 "OC EW IF TYP ALONG GRID 4-. L 18' -0" h Q<3 ?Q Q T /FTG 4" SLAB ON GRADE W/ #4 © 18 "OC EW CTRD PER PLA NOTES T /SLAB VARIES - 8" SOLID GROUT D CMU WALL W/ #5 VERT © 24 "OC & (2) #5 IN BON BEAM © 48 "OC 42.00' cn rn 1 I F5.5� 72' -0" U W 0 18' -0" 0- ° X N 8/S3.1 c 1 J 7- -SLOPED 2x6 STUDS © 16 "OC OVER 8" CONC WALL W/ - #5 © 12 "OC CTRD EW SLOPE STUDS PER ARCH L-- 4_ F5.5 J ° ¢ ° 2 () 10/S3.1 w�Q� TYP AT a o CMU WALL °� ,_ H 16 "SQ CONC PILASTER BELOW CMU W/ CMU PILASTER VERT REINF & TIES TO CONT TO FTG r 1 mm Z CO U ~ m o F N 00 -' Lr) z • U z o I ° ', 18' -0" 4' -6" 4" SLAB ON GRADE W/ #4 © 18 "OC EW CTRD PER PLAN NOTES T /SLAB = 47.00' 42.00' =111 I I I I 1 1 I I 12 "W CONC WALL W/ #7 VERT O 8 "OC OF & #5 HORIZ ® 12 "OC OF & #5 © 12"OC EW IF TYP UNO 12/S3.1 TYP UNO 8'- 6 "Wx24 "DP CONT FTG W/ (6) #5 T &B CONT, #5T ® 12 "OC TRANSV & #5B © 6 "OC TRANSV 0 C>D 0 00 0 00 0 0) m FOUNDATION PLAN NOTES: FOUNDATION NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T /SLAB) ELEVATION PER PLAN. VERIFY T /SLAB ELEVATION PER CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE- DRAINING GRANULAR FILL PER GEOTECH REPORT. 5. TYPICAL TOP OF INTERIOR (T /INTERIOR) FOOTING ELEVATION = -O' -6" BELOW SLAB ON GRADE, UNO. TYPICAL TOP OF EXTERIOR (T /EXTERIOR) FOOTING ELEVATIONS = -1' -6" BELOW SLAB ON GRADE, UNO. 6. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND /OR STRUCTURAL FILL. SUBGRADE PREPARATION, STRUCTURAL FILL, FOOTING DRAINS, AND OTHER REQUIREMENTS PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES. 7. CJ INDICATES CONTROL JOINT PER PLAN. 8. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE - TREATED. 9. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 10. STEEL STAIRS SHALL BE BIDDER - DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 11. TYPICAL DETAILS PER: 1/S3.1 5/S3.1 7/S3.1 9/53.1 4/S3.2 1/S3.2 3/S3.2 2/S3.2 11 & 12/53.2 2 & 3/S3.3 STANDARD HOOKS AND BAR BENDS TYPICAL CONCRETE WALL OPENING REINFORCEMENT TYPICAL STEPPED FOOTING DETAIL TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CMU TYPICAL REINFORCING IN CMU WALL TYPICAL CORNER REINFORCING AT CMU WALL TYPICAL CMU CONTROL JOINT DETAIL TYPICAL BASE PLATE CONFIGURATIONS TYPICAL HOLD -DOWN AT FOUNDATION b oq ri REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION REVIEWEDNOTE: CWA Consultants, li RKENED LINES AREA OF WORK. BASEMENT FOUNDATION PLAN SCALE: 1 /8 " =1' -0" ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT DESIGNATE w 0 w . O ti 0) co LJ� TIT HISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EVERETT, W. .X8201 AIA, NCAKI www.kovacharchitects.com Voice 425.259.0609 Fax 425,745.0897 Z O N w O' d (0 0 w cL rn u) O cci 0 N 0 D v C 0 cn c O ° c) 0 - b a) Q) C) 0! Y U CT ° I AMMO QOM coon CZZO SHEET TITLE: STRUCTURAL BASEMENT FOUNDATION PLAN SHEET NO. S2.I 090048- S21 -B.dwg 29- Jul -09 3:23 PM rcarnahan 0 Cl_ r4tt.t..,,.:xataxelt- t=i=s + \\' c +�� C D k .CL 0 � 10 S4.2 ttl t lltttttL1UUttltt ttttttl1ttttl: ti CD �� \\ N \ in 0 r- 2W3 N TYPICAL SHEAR WALL UNO IN SHEAR WALL SCHEDULE 2x6 @ 16 "OC 0 I 0 aD 0 C) STUD AND SHEAR WALL PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. 3. ALL INTERIOR NON— BEARING, NON— STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 4. SHEAR WALL AND NAILING REQUIREMENTS PER SHEAR WALL SCHEDULE 12/S3.3. 5. TYPICAL SHEAR WALL ELEVATION PER 1/S3.3. 6. f INDICATES HOLD —DOWN TYPE PER HOLD —DOWN SCHEDULE 10/S3.3. 7. ANCHOR BOLTS TO BE 5 /8 "0 x 7" MINIMUM EMBEDMENT CO) 48 "OC UNO ON SHEAR WALL SCHEDULE. PROVIDE HOT— DIPPED GALVANIZED ANCHOR BOLTS AT PRESSURE — TREATED SILL PLATES. 8. TYPICAL DETAILS PER: 2/S3.3 TYPICAL HOLD —DOWN AT FOUNDATION — INTERIOR THICKENED SLAB 3/S3.3 TYPICAL HOLD —DOWN AT FOUNDATION — CONCRETE STEMWALL 1/54.1 TYPICAL PLATE SPLICE DETAIL b REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION By: Date: INDICATES LOCATION OF HOLD —DOWN REVI EW ECIv CWA Consultants, � 5'A'K A ENE WORK. S DESIGNATE LEVEL 1 STUD AND SHEAR WALL PLAN SCALE: 1 /8 " =1' -0" ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT CI C I o_ o- ICI 11 I JI THE .HISTORIC SAM NICHOL'S HOUSE 2115 COLBY AVENUE EVERE.I T, W M8201 . AIA, NCARR www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 in V) 0 M 0 w Cl_ Ct pC W 11. d 0._ 0 O O S ▪ O O 0 l Lc> CD (xi c' O 0 O O 0 C : C L: a) 0 0 0 c o 0 o`_ o - o a> a> . a> U C -) 0 SHEET TITLE: STRUCTURAL LEVEL STUD AND SHEAR WALL PLAN SHEET NO. S2.2A 090048— S22A— L1.dwg 29— Jul -09 3:32 PM bliong II 0 U 0 01410 SPREAD FOOTING SCHEDULE TYPE SIZE REINFORCING REMARKS F3.5 3'- 6 "SQx12 "DP #5B ® 12 "OC EW - - -- F4.5 4'- 6 "SQx15 "DP #5B @I 12 "OC EW - - -- F5.5 5'- 6 "SQx18 "DP #5B (4 10 "OC EW - - -- STAIR PER ARCH r7_ r r T i 1 I I I I I y l 1 1 1 1 _ _J __1_J__L_J__J GL6 HIGH wl r^,IatraatmmMMww�alIJ UWmW�ail�tllrt�M GL6 HIGH CMU WALL BELOW- CCCYI# IIIFttlittti 141111�ll4�ll r 114114ptCi CJJ 4/S4.2 HGUM5.25 HGR 6/S4.1 7 F3.5 18' -0" N) 3/S4.2 TYP INNEN O z SLOPED STUD WALL BELOW - 18' -0" x 0 I N GL5 _p.. - 8/S4.1 4/S4.2 1'- 6 "Wx18 "DP THKND SLAB FTG W/ (2) #5 CONT TYP UNDER SHEAR WALLS 7 STUD WALLS PER S2.2A TYP- r 72' -0" STAIR 18' -0" GL5 Rx21 N U, 1 M N CJ U WA L BELOW 2/S4.2 1 18' -0" HSS6x2x /16 24 0C TYP, E ID U, GL5 CONC WALL BELOW, TYP 4" ON GRADE W/ #4 18 "OC EW CTRD I PER PLAN NOTES T /SLAB = 59.50' uv11,11ummaamtmn,11111 rcarcirt Stnea: eaattttf ao-rtnartartmramm ¢ammrarrmrto,�Mmmo.i „.I 23/32" SHTHG PER PLAN NOTES T /SHTHG = 59.50' 6/S4.1 STUD WALLS PER S2.2A TYP 0 to 0 aD a CD FOUNDATION PLAN NOTES: FOUNDATION NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE: ALL DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR PLUMBING, SPRINKLERS AND HVAC. ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. CONCRETE CURBS AND LOCATIONS PER ARCHITECTURAL DRAWINGS. 4. TOP OF SLAB (T /SLAB) ELEVATION PER PLAN. VERIFY T /SLAB ELEVATION PER CIVIL AND ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE - DRAINING GRANULAR FILL PER GEOTECH REPORT. 5. TYPICAL TOP OF INTERIOR (T /INTERIOR) FOOTING ELEVATION = -O' -6" BELOW SLAB ON GRADE, UNO. TYPICAL TOP OF EXTERIOR (T /EXTERIOR) FOOTING ELEVATIONS = -1' -6" BELOW SLAB ON GRADE, UNO. 6. ALL FOOTINGS AND SLABS TO BEAR ON COMPETENT NATIVE SOIL AND /OR STRUCTURAL FILL. SUBGRADE PREPARATION, STRUCTURAL FILL, FOOTING DRAINS, AND OTHER REQUIREMENTS PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES. 7. CJ INDICATES CONTROL JOINT PER PLAN. 8. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE - TREATED. 9. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. 10. STEEL STAIRS SHALL BE BIDDER - DESIGNED, UNO. APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 11. TYPICAL DETAILS PER: 1/S3.1 5/S3.1 7/S3.1 9/S3.1 4/S3.2 1/S3.2 3/S3.2 2/S3.2 11 & 12/53.2 2 & 3/S3.3 FLOOR FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO FRAMING WITH 0.131 "0x2 NAILS ® 6 "OC AT PANEL EDGES AND © 12 "OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1 /8" SPACE BETWEEN PANEL ENDS AND EDGES. BLOCK AND NAIL PANEL EDGES PER SCHEDULE. 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE - TREATED. 6. ALL 2x, DOUBLE 2x AND 4x. HANGERS TO BE FACE MOUNT TYPE LUS, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS ARE SIMPSON HGLTV HANGERS, UNO. WOOD "I" JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST SUPPLIER. "I" JOIST HANGERS TO BE FACE MOUNT SIMPSON IUS TYPE, UNO. 7. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS "DB" INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER PLAN ON LEVEL BELOW. 8. WOOD "I" JOISTS TO BE DESIGNED BY OTHERS. SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 9. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1) JOIST OVER SHEAR WALL (ADDITIONAL JOISTS MAY BE REQUIRED). 10. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24" ON ONE SIDE. 11. BEARING STUD, SHEAR WALL, HOLD -DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER THE STUD AND SHEAR WALL PLAN. 1140 STANDARD HOOKS AND BAR BENDS TYPICAL CONCRETE WALL OPENING REINFORCEMENT TYPICAL STEPPED FOOTING DETAIL TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CMU TYPICAL REINFORCING IN CMU WALL TYPICAL CORNER REINFORCING AT CMU WALL TYPICAL CMU CONTROL JOINT DETAIL TYPICAL BASE PLATE CONFIGURATIONS TYPICAL HOLD -DOWN AT FOUNDATION REVIEW FOR CODE COMPLIANCE A PPROVED F EB 2 2 201E City of Tukwila MOM l Date: REVIEWED CWA Consultants, Ft$JTE: By: LEVEL 1 FOUNDATION AND FLOOR FRAMING PLAN SCALE: 1 /8 " =1' -0" ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT DARKENED LINES DESIGNATE AREA. -OF W9RK. 4 4 u d. 11 111 :. l.'.JI THE HISTORIC SAM NICIIOLS HOUSE 2115 COLBY AVENUE EVERETT, WA9 201 AIA, NCARR w ww. kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 U, w IY O IY 0) cid O i(7 O rn 0 o' co O' Ix w 0) 0 Lri co O 0 0 0 ✓ c 0 d N c 0 C) C) - o a) a) .> a) IY U IY U 0 0 0 0 W O Q SHEET TITLE: STRUCTURAL LEVEL FOUNDATION AND FLOOR FRAMING PLAN SHEET NO. S2.2 090048- S22- L1.dwg 29- Jul -09 3:31 PM bliang II 0 U (%) 0 18' -0" cp \ qD 18' -0" 18' -0" art tttltfftk.Mtll', tt „G uuultuullt num,m 18' -0" n -- -- - - -r (2W4 .`G TYPICAL SHEAR WALL UNO IN SHEAR WALL SCHEDULE 2x6 16 "OC 0 STUD AND SHEAR WALL PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. 3. ALL INTERIOR NON— BEARING, NON— STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 4. SHEAR WALL AND NAILING REQUIREMENTS PER SHEAR WALL SCHEDULE 12/S3.3. 5. TYPICAL SHEAR WALL ELEVATION PER 1/S3.3. 6. r INDICATES HOLD —DOWN TYPE PER HOLD —DOWN SCHEDULE 10/53.3. 7. ANCHOR BOLTS TO BE 5 /8"0 x 7" MINIMUM EMBEDMENT ( 48 "OC UNO ON SHEAR WALL SCHEDULE. PROVIDE HOT— DIPPED GALVANIZED ANCHOR BOLTS AT PRESSURE — TREATED SILL PLATES. 8. TYPICAL DETAILS PER: 2/S3.3 TYPICAL HOLD —DOWN AT FOUNDATION — INTERIOR THICKENED SLAB 3/S3.3 TYPICAL HOLD —DOWN AT FOUNDATION — CONCRETE STEMWALL 1/54.1 TYPICAL PLATE SPLICE DETAIL boq (to INDICATES LOCATION OF HOLD —DOWN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION ROOF LEVEL 2 STUD AND SHEAR WALL PLAN SCALE: 1 /8" =1' -0" LEVEL 3 LEVEL 2 LEVEL 1 REVI EWED NOTE: CWA Consultants, pp LINES DESIGNATE AREA OF WORK. By: Date: BASEMENT I THE HISTORIC SAM NICHOLS HOUSE 2:115 COLBY AVENUE EVE RETT, WA98201 MA, NCABB www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 V7 z O C) w 0 z 0 O 0 M CD a) rn O G C7 c 0 0 0_ a) N a) a) a) 0 S U D 0) w 0 z Q ai 0 Qom uon t Q SHEET TITLE :. STRUCTURAL LEVEL 2 STUD AND SHEAR WALL PLAN SHEET NO. S2.34 090048- S23A- L2.dwg 29- Jul -09 3:38 PM Mang 0 - k11 I I r L 1 L 1 L. 1 L 1 L i ALIGN JOIST W/ SHEAR WALL BELOW HUCQ HGR TYP EA END 12/S4.1 8/S4.1 TYP HUCQ HGR TYP EA END X N•) J (n Cl_ CMS C16 x 14' -0" STRAP, TYP PSL5 /4x18 GL5 PSL5 /4; 18 C!') 8/S4.1 TYP DB X cNI J C, CL X L() J Cr) a SHADED AREA INDICATES BLOCK DIAPHRAGM. NAIL PANEL EDGES @ 4 "OC HUCQ HGR O CD N) O Z a HUCQ HGR TYP EA END 1 GL5 a x21 CMSTC16 STRAP TYP EA END PSL5 /4x16 4/S4.2 72' -0" PSL3 5 14 x14 N 2x6 FLAT BLKG SHADED AREA INDICATES PAST SHEAR WALL BLOCK IIAPHRAGM. NAIL BELOW PANEL EDGES @ 4 "OC CMSTC16 x 14' -0" STRAP, TYP GL5 /8x21 4/S4.2 GL5 /8x21 . o 0 N X CO J t N V) PSL5 /4 HUCQ HGR TYP EA END GL5 HGUS HGR TYP EA END HUCQ HGR TYP EA END GL5 PSL5 DB X J (n X ,cv N) J cn 0 23/32" SHTHG PER PLAN NOTES T /SHTHG = 71.50' no X J V) a 8/S4.2 ALIGN JOIST W/ SHEAR WALL BELOW 2x6 FLAT BLKG PAST SHEAR WALL BELOW ao co FLOOR FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO FRAMING WITH 0.131 "x2 NAILS @ 6 "OC AT PANEL EDGES AND @ 12 "OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1 /8" SPACE BETWEEN PANEL ENDS AND EDGES. BLOCK AND NAIL PANEL EDGES PER SCHEDULE. 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE - TREATED. 6. ALL 2x, DOUBLE 2x AND 4x HANGERS TO BE FACE MOUNT TYPE LUS, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS ARE SIMPSON HGLTV HANGERS, UNO. WOOD "I" JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST SUPPLIER. "I" JOIST HANGERS TO BE FACE MOUNT SIMPSON IUS TYPE, UNO. 7. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS "DB" INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER PLAN ON LEVEL BELOW. 8. WOOD "I" JOISTS TO BE DESIGNED BY OTHERS. SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 9. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1) JOIST OVER SHEAR WALL (ADDITIONAL JOISTS MAY BE REQUIRED). 10. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24" ON ONE SIDE. 11. BEARING STUD, SHEAR WALL, HOLD -DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER THE STUD AND SHEAR WALL PLAN. bO o REVIEWED CWA Consultants, PS By: Date: REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 C ity of Tukwila BUILDING DIVISION ROOF NOTE: DARKENED LINES DESIGNATE AREA OF WORK. LEVEL 2 FLOOR FRAMING PLAN SCALE: 1 /8 " =1' -0" LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT 111 11 1J� 0 c o N ' 0) CD W a0 co WQ E I Z ` • : N U- LLI LU C ZWZ'. Lij oW =w - m ad Q c; N c { 0 2 0 " T 8 � g wo o c g (I) €v 8 EN 8 ti 9g THE HISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EVERETT, WA9 2O 1 AIA, NCARB www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 U v-, Z_ = r= C O O w CY o_ o_ c Cri = O O O O 5 co o, o N ct 0 0 0 0 0 O 0 V I- a) rn 0 0 ME 0 CD CD U cc 0 w O Q N N O • o (n alu SHEET TITLE: STRUCTURAL LEVEL 2 FLOOR FRAMING PLAN SHEET NO. S2.3 090048- S23- L2.dwg 29- Jul -09 3:37 PM rcarnahan II a U Cr) 1W6 4D TYPICAL SHEAR WALL UNO IN SHEAR WALL SCHEDULE 2x6 ® 16 "OC 0 0 C) STUD AND SHEAR WALL PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. LUMBER GRADE PER STRUCTURAL GENERAL NOTES. 3. ALL INTERIOR NON— BEARING, NON— STRUCTURAL WALL STUD REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 4. SHEAR WALL AND NAILING REQUIREMENTS PER SHEAR WALL SCHEDULE 12/S3.3. 5. TYPICAL SHEAR WALL ELEVATION PER 1/S3.3. 0 6. r INDICATES HOLD —DOWN TYPE PER HOLD —DOWN SCHEDULE 10/53.3. 7. ANCHOR BOLTS TO BE 5 /8 "0 x 7" MINIMUM EMBEDMENT ® 48 "OC UNO ON SHEAR WALL SCHEDULE. PROVIDE HOT— DIPPED GALVANIZED ANCHOR BOLTS AT PRESSURE — TREATED SILL PLATES. 8. TYPICAL DETAILS PER: 2/S3.3 TYPICAL HOLD —DOWN AT FOUNDATION — INTERIOR THICKENED SLAB 3/S3.3 TYPICAL HOLD —DOWN AT FOUNDATION — CONCRETE STEMWALL 1/S4.1 TYPICAL PLATE SPLICE DETAIL bo9RO INDICATES LOCATION OF HOLD -DOWN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION LEVEL 3 STUD AND SHEAR WALL PLAN SCALE: 1 /8 " =1' -0" ROOF LEVEL 3 LEVEL 2 LEVEL 1 REVIEWED CWA Consultants, PS NOTE: DARKENED LINES DESIGNATE ORK. BASEMENT THE HISTORIC SAM NICHOL'S HOUSE 2115 COLBY AVENUE EVERETT, WA9 :8 O1 AIA, NCARD www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 C!) U) w cn w z z f g o CD J M U1 CC W ID_ 0_ = CS) CS) CA 0) CD O O C> c0 M u 6i O O O N c) c 0 0 • 0 0 M CD 0) o C C c o cLc 0 U w 0 z Q 0 U) � � C,V CIZI e s~ Q U I usgom o e (1 = r Ot SHEET TITLE: STRUCTURAL LEVEL 3 STUD AND SHEAR WALL PLAN SHEET NO. S2.4A 090048- S24A- L3.dwg 29- Jul -09 3:44 PM mseiser II 0 0 N 0 8/S4.1 TYP HUCQ HGR TYP EA END HUCQ HGR TYP EA END 12/S4.1 ALIGN JOIST W/ SHEAR WALL BELOW 4/S4.2 -co CNI -J w 18' -0" 1 HGU HGR TYP EA END 18' -0" PSL5 /4x16 co r 2x6 FLAT BLKG SHADED AREA INDICATES PAST SHEAR WALL BLOCK IIAPHRAGM. NAIL BELOW PANEL EDGES © 4 "OC 18' -0" J 1 N 18' -0" SHADED AREA INDICATES BLOCK DIAPHRAGM. NAIL PANEL EDGES 15 4 "OC N) U, LSL3 /4x14 23 /32" SHTHG PER PLAN NOTES T /SHTHG = 83.50 X CsJ 11/S4.1 8/S4.2 ALIGN JOIST W/ SHEAR WALL BELOW 2x6 FLAT BLKG PAST SHEAR WALL BELOW Co 0 10 10 FLOOR FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. 3. FLOOR SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE GLUED AND NAILED TO FRAMING WITH 0.131 "x2 /2" NAILS 6 "OC AT PANEL EDGES AND © 12 "OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1 /8" SPACE BETWEEN PANEL ENDS AND EDGES. BLOCK AND NAIL PANEL EDGES PER SCHEDULE. 4. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 5. ALL WOOD EXPOSED TO CONCRETE, WEATHER, OR WITHIN 8" OF FINISHED GRADE SHALL BE PRESSURE - TREATED. 6. ALL 2x, DOUBLE 2x AND 4x HANGERS TO BE FACE MOUNT TYPE LUS, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS ARE SIMPSON HGLTV HANGERS, UNO. WOOD "I" JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST SUPPLIER. "I" JOIST HANGERS TO BE FACE MOUNT SIMPSON IUS TYPE, UNO. 7. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS "DB" INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER PLAN ON LEVEL BELOW. 8. WOOD "I" JOISTS TO BE DESIGNED BY OTHERS. SUBMITTAL INFORMATION, DESIGN CRITERIA, RIM JOIST AND BLOCKING REQUIREMENTS PER STRUCTURAL GENERAL NOTES. 9. PROVIDE FULL HEIGHT SOLID BLOCKING OR DOUBLE JOISTS UNDER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN (1) JOIST OVER SHEAR WALL (ADDITIONAL JOISTS MAY BE REQUIRED). 10. PROVIDE DOUBLE JOISTS AROUND ALL FLOOR AND ROOF OPENINGS GREATER THAN 24" ON ONE SIDE. 11. BEARING STUD, SHEAR WALL, HOLD -DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER THE STUD AND SHEAR WALL PLAN. bo nO REVIEWED FOR CODE COMPLIANCE A PPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION REVIEWED NOTE: LEVEL 3 FLOOR FRAMING PLAN SCALE: 1 /8 " =1' -0" ROOF LEVEL 3 LEVEL 2 LEVEL 1 CWA Consultants, PS DARKENED LINES DESIGNATE AREA OF WORK. By: Date: ` BASEMENT 1;11 c L, Q N Q Q Q LLI O) c c o CI CD � Z �� N 2= •. s LL I n Li_w Z> L ij w ; 20) l E6 1 1-1 U THE HISTORIC SAIII NICHOLS HOUSE 2.115 COL BY VENUE EVE R TT, WA98201 AIA, NCARB www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 0) F) O 10 0 0 0 U I- c) a 0 v N C a 6 CD CD - b a) a) a) a) cc U cc -C U 0 N • wow Con Coln 0:t SHEET TITLE: STRUCTURAL LEVEL 3 FLOOR FRAMING PLAN SHEET NO. S2.4 090048— S24— L3.dwg 29— Jul -09 3:43 PM rcarnahan II 0 0 0 GL5 /8x15 2x6 FLAT BLKG PAST SHEAR WALL BELOW CS16 STRAP SHADED AREA INDICATES BLOCK DIAPHRAGM. NAIL PANEL EDGES @ 4 "OC CO N M N 15/32" SHTHG PER PLAN NOTES T /SHTHG VARIES PER ARCH if) 0 10 0 00 00 0 ROOF FRAMING PLAN NOTES: 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA, ABBREVIATIONS AND LEGEND PER S1.1, S1.2 AND S1.3. 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECT'S DRAWINGS. 3. ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. 4. ROOF SHEATHING PER PLAN AND STRUCTURAL GENERAL NOTES. SHEATHING TO BE NAILED TO ROOF FRAMING WITH 0.131"0x2 NAILS © 6 "OC AT PANEL EDGES AND 15 12 "OC FIELD, UNO. LAY SHEATHING WITH FACE GRAIN (LONG DIRECTION) PERPENDICULAR TO SUPPORTS AND STAGGER PANEL END JOINTS. ALLOW 1 /8" SPACE BETWEEN PANEL ENDS AND EDGES. 5. ALL 2x, DOUBLE 2x AND 4x HANGERS TO BE FACE MOUNT TYPE LUS, UNO. GLULAM, PARALLAM AND MICROLLAM HANGERS ARE SIMPSON HGLTV HANGERS, UNO. WOOD "I" JOIST HANGERS SHALL BE SUPPLIED AND DESIGNED BY JOIST SUPPLIER. "I" JOIST HANGERS TO BE FACE MOUNT SIMPSON IUS TYPE, UNO. 6. BEAMS ARE FLUSH FRAMED WITH JOISTS UNLESS NOTED OTHERWISE ON DETAILS, OR ON PLANS AS "DB" INDICATING THAT DROPPED BEAM FRAMING IS REQUIRED. BEAM SUPPORTS PER STUD AND SHEAR WALL PLAN ON LEVEL BELOW. 7. PROVIDE SOLID BLOCKING OVER ALL SHEAR WALLS AND BEARING WALLS. AT SHEAR WALLS PARALLEL TO FRAMING, ALIGN JOIST OVER SHEAR WALL (ADDITIONAL JOISTS MAY BE REQUIRED). 8. ALL ROOF I— JOISTS TO BE TAPERED PER ARCHITECTURAL DRAWING. 9. HORIZONTAL STRAP TIES INDICATED ON THE FRAMING PLAN ARE TO BE CENTERED OVER WALL TOP PLATE AND /OR HEADER, BLOCKING OR BEAM. NAIL STRAPS PER MANUFACTURER'S SPECIFICATIONS. SPLICE REQUIREMENTS PER STRAP MANUFACTURER SPECIFICATIONS. 10. BEARING STUD, SHEAR WALL, HOLD —DOWN, POST SIZE, AND POST CAP AND BASE REQUIREMENTS BELOW PER STUD AND SHEAR WALL PLAN. REVIEWED CWA Consultants, PS By: t Date: REVIEWED FOR CODE COMPLIANCE APPRfVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION NOTE: " LINES DESIGNATE AREA OF WORK. ROOF FRAMING PLAN SCALE: 1 /8 " =1' -0" ROOF LEVEL 3 LEVEL 2 LEVEL 1 BASEMENT THE IIISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EV R TT, WA98201 www.kovacharchitects.comn Voice 423.259.0609 Fax 425.743.0897 090048- S25- RF.dwg 29- Jul -09 3:45 PM mseiser 11 0 0 (f) O d BAR SIZE MISC BARS TOP BARS (see note #3) HOOKED BARS Ld Splice Ld Splice Ldh f'c = 3000psi #3 17 23 22 29 9 #4 22 29 29 38 11 #5 28 37 36 47 14 #6 33 43 43 56 17 #7 48 63 63 82 20 #8 55 72 72 94 22 # 62 81 81 106 25 #10 70 91 91 119 28 #11 78 102 101 132 31 f'c = 4000psi #3 15 20 19 25 8 #4 19 25 25 33 10 #5 24 32 31 41 12 #6 29 38 37 49 15 #7 42 55 54 71 17 #8 48 63 62 81 19 #9 54 71 70 91 22 #10 61 80 79 103 25 #11 67 88 87 114 27 03401 NOTES: 90 ° v� N D = 6d FOR #3 THRU #8 D = 8d FOR #9, 10 & 11 ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS d T /WALL 0 CO PER PLAN OR EL (2) #5 HORIZ, TYP #5 x 48" DIAL, TYP (2) #5 VERT, TYP T /SLAB PER PLAN T /FTG • PER PLAN z NOTE: PROVIDE (2) #5 x 48" DIAGONAL BARS AT WALLS 10" OR THICKER. 0 0 D z ■ D STIRRUP r -' 180' TYPICAL CONCRETE WALL OPENING REINFORCING 45' D 45° D 0 v CO z STANDARD HOOKS AND BENDS - BEAM STIRRUPS AND COLUMN TIES BEAM OR COLUMN CROSSTIES TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE STIRRUP OR TIE D = 4d FOR #3,4 &5 D = 6d FOR #6,7 & 8 12d 135° 6 90° 1 180° BEAM STIRRUPS AND COLUMN TIES d = BAR DIAMETER, D = BEND DIAMETER 4d OR 2 MIN 5) 180° 6d OR 4" MIN J 03400 (FOR REVISIONS TO STANDARD HOOKS & BENDS REF TO CURRENT ACI) SCALE: NONE 0 I w N 90 SCALE: NONE 1. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > db. 2. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld. 3. TOP BAR = HORIZONTAL BAR WITH MORE THAN 12" OF FRESH CONCRETE BELOW (EXCLUDING WALL HORIZONTAL REINFORCING) OR AS NOTED ON DOCUMENTS AS "TOP BAR ". 4. ALL TABULATED VALUES ARE IN INCHES. 01400M SCALE: NONE HOOK REINF WHEN 24" EXTENSION IS NOT AVAILABLE NOTES: 1. CONSTRUCTION OR CONTROL JOINT LOCATIONS PER FOUNDATION /SLAB PLAN. 2. USE "EARLY ENTRY DRY -CUT SAW" AS SOON AS POSSIBLE WITHOUT CAUSING RAVELING OF CONCRETE EDGES. SAWCUT ALONG SHORT DIRECTION OF POUR FIRST. 3. PROVIDE CONSTRUCTION /CONTROL JOINT TO ENCLOSE APPROXIMATE SQUARE AREAS OF 225 SF MAX, WI TH A MAXIMUM PANEL ASPECT RATIO OF I.3 TO 1.0. TYPICAL SLAB ON GRADE JOINT DETAILS WITH REINFORCING 03201 03005M T /WALL PER ARCH T /SLAB PER PLAN T /FTG PER PLAN T /SLAB PER PLAN T /SLAB PER PLAN 5 /8" 0 x 24" SMOOTH BAR 24 "OC, GREASE ONE SIDE IN DOWEL INSERT SUBGRADE PREPARATION PER GEOTECH REPORT REINF PER PLAN SUBGRADE PREPARATION -I PER GEOTECH REPORT BASER & AB'S PER PLAN 1" NON- SHRINK GROUT NO SLAB ON GRADE AT SIM T /SLAB PER PLAN T /FTG PER PLAN CC w CL SPREAD FOOTING AT STEEL COLUMN CONC SLAB PER PLAN z 0 w 0 TQ rO U N rfi 0 CONSTRUCTION JOINT t/4 SAWCUT DEPTH OR t/4 PREMOLDED JOINT (1 1/2 MIN) CONTROL JOINT 4 d 4 BASEMENT WALL SECTION AT CMU C COL & FTC I, I I I -1 1 1 -1 1 -1 1- • 4 I I I. PER PLAN REINF PER PLAN VAPOR BARRIER WHERE REQD COMPACTED STRUCT FILL OR COMPETENT NATIVE SOIL PER GEOTECH REPORT VAPOR BARRIER WHERE REQD COMPACTED STRUCT FILL OR COMPETENT NATIVE SOIL PER GEOTECH REPORT d• PER I PLAN PER " PLAN SCALE: 3 /4 " =1' -0" COL PER PLAN - INFILL CONC PER TYP CONTROL JOINT DETAILS SOG & REINF PER PLAN REINF PER PLAN SCALE: 3 /4 " =1' -0" 1 -CONC FTG & REINF PER PLAN d 4 4 4 • • 1 1 1 -1 1 I— II III II� REINF PER CMU WALL & REINF PER PLAN CONC WALL & REINF PER PLAN SCALE: 3/4"=1'-0" T /FIN GRADE PER ARCH PLAN (ALT Sc HOOK) 10 TYPICAL CONTROL JOINT AT HSS COLUMNS 03212 03901 T /SLAB PER PLAN T /FTG PER PLAN TO MATCH FTG REINF T /FTG PER PLAN I m J z 0 Q' w 0 STEEP AS POSSIBLE CONC SLAB PER PLAN T I ii 1 11 1 TYPICAL STEPPED FOOTING #5 x 48" © 12 "OC — I20 " BASEMENT WALL SECTION 1.5H MIN, UNO PER PLAN 4 4 4 iTi 1 I11 111 1�I -1 ' • 4 TO MATCH FTG THICKNESS 1 y2 » CLR . lf .. • •_ • • • . a 5 4 V PER PLAN 4 INFILL CONC TO BE CAST AFTER COL BASER HAS BEEN GROUTED COL SIZE & TYPE PER PLAN BASER & AB'S PER PLAN CONTROL JOINT OR CONST JOINT 3" CLR I - I I — III— IIII I ( — I II —I 1I— 'l III „ 111 , 1 111 ��� 111 111 111= „ 111- 1 SCALE: NONE VERT DOWELS TO MATCH WALL VERT REINF, TYP FTG REINF PER PLAN, TYP SCALE: 3 /4 " =1' -0” 4 . 4 � • CONC WALL & REINF PER PLAN CONC FTC & REINF PER PLAN SCALE: 3/4"=1'-0 T /FIN GRADE PER ARCH T /SLAB PER PLAN T /FTC PER PLAN z NOTE: CONTROL JOINT AND INFILL CONCRETE REQUIRED AT ALL COLUMNS NOT LOCATED IN CLOSURE POUR. TYPICAL CONTROL JOINT AT EXTERIOR STEEL COLUMN 03213M [HSS COLUMN] w 0_ SOG & REINF PER PLAN, TYP #5 © 12 "OC W/ STD HOOK OF, TYP #5 © 12 "OC W/ 30" HOOK IF, TYP 03902 0 ro O 1 -I I I 6"± TYP 10" TYP . 4 4 -.a 111 — 1 -- Il _ CONC SLAB PER PLAN- 4 4 • .a NOTE: PROVIDE MISCELLANEOUS METALS AS REQUIRED BY ELEVATOR MANUFACTURER. ELEVATOR PIT SECTION BASEMENT WALL SECTION w M, E'VIEWED FOR 13DROVED CODE COMPLIANCE FEB 2 2 2010 City of Tukwila BUILDING DIVISION #5 x 48" © 12 "OC d a 44 4 PER PLAN T /SLAB PER PLAN • Date: (------ ELEV PIT, VERIFY SIZE & DEPTH W/ ARCH DWGS • 4 w C-) cn CC w 0_ 4 PER PLAN PER 24" #4 DOWELS x (� 16 "OC, TYP HYDROPHILIC WATERSTOP WHERE REQD, TYP 1)'2 CLR • #5 © 12 "OC EW HYDRAULIC SHAFT PENETRATION WHERE REQD ELEV SUMP WHERE REQD (10" SLAB & WALL THICKNESS, MIN W/ #5 © 12 "OC EW, TYP) • CONTROL JOINT OR CONST JOINT INFILL CONC TO BE CAST AFTER COL BASER HAS BEEN GROUTED BASER & AB'S PER PLAN EDGE OF SLAB PER PLAN • . 4 5 • • • • d SCALE: NONE SCALE: 3 /4 " =1' -0" CLR 1 —I 1 ,�-- EVED CWA Consultants, PS 4 4 4 . 4. 4 4 4 CONC WALL & REINF PER PLAN CONC FTG & REINF PER PLAN a SCALE: 3 /4" =1' -0" • . 4 • . 12 THE HISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EN�UE EVE RE 1, WA98O1 AIA, •CAR13 www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.08 97 C/) w C.D 0 0 0 o W L) a O 0) 0 rr CO 0 w 0 0) 0 Lci O Cc O rn 03 N 00 O 0 rn O O 0 O 0) 0 C d 0 0 rn C I 0 C) - b a) a) a) CC U 0 0) tri O 0 O 0 w O z ui °) o • 4 SHEET TITLE: STRUCTURAL FOUNDATION DETAILS SHEET NO. S3.I 090048- S31.dwg 29- Jul -09 3:45 PM gracolta II 0 U 0 TYPICAL ANCHOR BOLT SCHEDULE INSTALLATION TYPE CAST -IN -PLACE (PRE - AUTHORIZED) [2] DRILL -IN- OPTIONS (SUBMITTAL REQUIRED) [3] BOLT TYPE STANDARD J -BOLT HEADED ANCHOR THREADED ROD ANCHOR O #7 SIMPSON "SSTB" ANCHOR 19. BOLT ADHESIVE ANCHOR EXPANSION ANCHOR . - -- 5/16" - -- 0 x N f - -CTACK 4 PER MFR I I I I I I -- I u I A = _ L NOT ALLOWED AT P -T SLAB EMBEDMENT REQUIREMENTS ° z LIMITS 5 /8 "0 MAX 5 /8 "0 THRU 21/2 "0 FOR WOOD FRAME ONLY 5 /8"0 THRU 1 "0 DIA = ANCHOR BOLT DIAMETER (NOMINAL) REINF SIZE GRADE 60 #4 24" # 30" #6 36" #7 42" #8 48" #9 54" TABLE 1 BASEPLATE "F" OR FLANGE FILLET THICKNESS * SIZE 3/8 ", 1/2" 3/16" 5/ " 3/ 1/ > = 7/8" 5/16" TABLE 1 BASEPLATE "F" OR FLANGE FILLET THICKNESS * SIZE 3/ " 1/2" 3/16" 5 /8 ", 3/4" 1/4" > = 7 /8 " 5 /16 " NOTES: 1. TYPICAL REINFORCING PER STRUCTURAL GENERAL NOTES. 2. INFORMATION NOT SHOWN PER TYPICAL SECTIONS. 3. CMU WALLS ARE SOLID GROUTED. TYPICAL REINFORCING IN CMU WALL 04000 03203 03031M T /SLAB PER PLAN FOR WALL SECTIONS 16" OR SMALLER, PROVIDE (2) #5 VERT, MIN CORNER REINF PER [04002] TO MATCH HORIZ REINF, TYP T /WALL T /FLR, ROOF PER PLAN T /SLAB PER PLAN T /FTG PER PLAN (2) #4 IN BOND BEAM TYP AT OPNG- (2) #5 VERT MIN AT CORNERS (2) #5 VERT TYP AT OPNG # SOG & REINF PER PLAN 1 I I I I I--111 STEEP AS POSSIBLE TYPICAL THICKENED SLAB EDGE FOOTING #5 x 48" ® 12 "OC — 120" SOG & REINF PER PLAN 4 w CL FOOTING AT SLAB STEP J U PER PLAN 4 DOWELS TO MATCH VERT REINF (PROVIDE STD HOOK PER STRUCT NOTES AS REQD) III ICI CMU CONTROL JOINT LOCATION PER [04001], LOCATION & WATERPROOFING PER ARCH :• 4 • • 4 --- PER �PLAN� PER PLAN •a 4 SCALE: NONE 24" - DOWELS x I TO MATCH SLAB REINF - #5 CONT z FIN GRADE PER ARCH REINF PER PLAN SCALE: 3 /4 " =1' -0" SOG & REINF PER PLAN REINF PER PLAN REINF PER PLAN, CTRD IN WALL (ALT HOOKS) SCALE: 3 /4 " =1' -0" CONT BOND BEAM REINF AT FLR, ROOF LINE THRU CONTROL JOINTS STOP HORIZ REINF AT CONTROL JOINT, TYP UNO 5 VERT, TYP AT CONTROL JOINT (2) #4 HORIZ 48 "OC MAX (2) #4 IN BOND BEAM AT SILL #4 IN FIRST COURSE CONC WALL & REINF f PER PLAN SHORE PER CONTRACTOR DESIGN AS REQD T /SLAB PER PLAN C!) NOTE: CONTROL JOINT LOCATION CRITERIA PER STRUCTURAL GENERAL NOTES. CONTRACTOR SHALL COORDINATE LOCATION OF JOINT WITH ARCHITECT AND STRUCTURAL ENGINEER. PLAN - CMU CONTROL JOINT 04001 01901 05003 0 w 0 0 w m w f w 0 0 CC w 0 0 0 iAI Li Ir ' 7iiM1 riM i im NI/A' RIV. i IA 1 sTrIF HMI ` M r VERT REINF PER [04000] NOTES: [1] CONTRACTOR SHALL DETERMINE THE REQUIRED THREAD PROJECTION SUITABLE FOR THE THICKNESS OF MATERIAL BEING FASTENED PLUS GROUT ALLOWANCE, IF ANY, AND CONSTRUCTION TOLERANCES, UNO. [2] CONTRACTOR MAY SELECT APPROPRIATE CAST -IN -PLACE ANCHOR BOLT OPTION WITHOUT SUBMITTAL. [3] DRILL -IN OPTIONS ARE NOT APPROPRIATE AT ALL CONDITIONS. IF DRILL -IN METHOD IS PREFERRED, SUBMIT MANUFACTURER'S INFORMATION, ALLOWABLE LOAD VS. EMBEDMENT DATA AND LOCATIONS OF WHERE SUBSTITUTIONS ARE REQUESTED. ENGINEER WILL DETERMINE IF SUBSTITUTION IS APPROPRIATE FOR LOCATION AND LOADING. [4] EMBEDMENT OF DRILL -IN ANCHORS SHALL BE PER ENGINEER'S SUBMITTAL REVIEW COMMENTS. EMBEDMENT SHALL BE (9) NINE TIMES THE NOMINAL ANCHOR DIAMETER, UNO. [5] AT PRESSURE TREATED SILLS, PROVIDE HOT DIPPED GALVANIZED OR STAINLESS STEEL ANCHORS. TYPICAL ANCHOR BOLT SCHEDULE SIZE PER TABLE 1 TYP/ SIZE PER TABLE 1 TYP/ " E JOINT COL PLAN - CORNER COLUMN VERT CONTROL JOINT, OMIT MORTAR. CAULK PER ARCH TERMINATE HORIZ REINF 2" FROM CONTROL JOINTS. EXCEPT AT FLR & ROOF BOND BEAMS PROVIDE (1) 16" SMOOTH DOWEL (SAME SIZE AS HORIZ REINF) ACROSS JOINT. PREVENT BOND BTWN DOWEL & GROUT W/ GREASE OR PLASTIC SLEEVE. CAP ALL DOWELS TO ALLOW 1" OF MOVEMENT. PROVIDE CLOSED END BLOCKS AT CONTROL JOINTS, TYP SCALE: 1"=1'-0" SCALE: NONE C COL PLAN - EXTERIOR COLUMN TYPICAL BASEPLATE TO FOOTING CONNECTION - HSS COLUMN 0 CD w J w PEW non .. ►1 ►lll� 1 h�lli %I/ w /Io�swam I I ��� ®roIr I • 0 AT CORNERS NOTES: 1. LAP LENGTHS PER REINFORCING LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CMU. 2. WALL REINFORCING PER ELEVATIONS, SECTIONS AND DETAILS. 3. CORNER REINFORCING AT FOOTING AND STEMWALLS TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING AT CMU WALLS 3 04002 SCALE: 1"=1'-0" 05040M T /FTG SIZE PER TABLE 1, SEE NOTE 2 T /CONC PER PLAN PER PLAN SIZE PER TABLE 1 TYP w 0 0 w m w Ct J U r. w oM U w * MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF BASEPLATE „ CORNER REINF TO MATCH HORIZ REINF CONC WALL PER PLAN NOTES: 1. WELDED HEADED STUDS LONGER THAN 8" SHALL BE PIGGYBACKED PER MANUFACTURES RECOMMENDATIONS. 2. WHERE EMBED PLATE IS NOT LEVEL, FILLET WELD SIZE SHALL BE INCREASED BY THE AMOUNT OF THE GAP CREATED WHEN COLUMN IS PLUMB. PLAN PLAN - INTERIOR COLUMN 4 Sa PLAN 4 PLAN COL C COL 4 4 4 a COL & EMBED R d a d STD HOOK, TYP w J 3- AT INTERSECTIONS EMBED R W/ WHS COL PER PLAN CONC WALL PER PLAN COL PER PLAN EMBED R 5 /8x 8x1' -2" W/ (4) (4) 5 /8"0 x 8" WHS PER NOTE 1 TYPICAL BASEPLATE TO CONCRETE WALL - HSS COLUMN SCALE: 1"=1'-0" 1 "0 GROUT HOLE (OPTIONAL) COL PER PLAN 1" NON- SHRINK GROUT, MIN SCALE: 1"=1'-0" CORNER REINF TO MATCH HORIZ WALL REINF CROSS WALL (4) 3/4"� A36/A307 AB'S W/ HEX NUTS & WASHERS UNO. TYPICAL ANCHOR BOLT SCHEDULE PER 6/S3.2 1 1 NOTES: 1. DEVELOPMENT AND LAP SPLICE LENGTHS INDICATED SHALL BE USED UNLESS SPECIFICALLY NOTED ON DRAWINGS. 2. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT GROUTED CELLS AND IF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 THE REQUIRED LENGTH INDICATED OR 8 ". 3. MAXIMUM GROUT LIFT IS 5' -0" TYPICAL UNO. TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR STRUCTURAL MASONRY 01402 PLAN - CMU PILASTER bO9t[O TYPICAL 05004M "F" PER TABLE 1 * MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF BASEPLATE C) U 0_ r, w I- Z 3- w d SECTION SECTION COL 1� T I I_ SCALE: NONE CMU WALL & REINF PER PLAN, TYP PILASTER & REINF PER PLAN (ALT BLOCKS) REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION SCALE: 1"=1'-0" 1 "0 GROUT HOLE (OPTIONAL) COL PER PLAN " NON- SHRINK GROUT, MIN T /CONC BASEPLATE TO CMU PLINTH CONNECTIN By: Date: CMU WALL BEYOND PER PLAN COL, PEDESTAL OR PILASTER DOWELS PER PLAN WED'LAN sS Ld1 N PER PLAN (4) HEX � NUTS / WASHERS UNO TACK WELD NUT TO AB TIT HISTORIC SAM NICIIOLS HOUSE 2115 COLBY AVENUE EVE .ETT, WA98201 www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 090048— S32.dwg 29— Jul -09 3:47 PM rcarnahan (JD PROJECT TITLE: Oti APPROVALS: REVISIONS: SIGNATURE: PREPARED BY: DCI rri Pl 09-11-0048 05.08.09 PROGRESS _ r Dr. Raj Ango kar 06_03.09 PRELIMINARY PRICING C 6'120 Fort Dent Noy Suite 120 Tukwila, INA cISISS Drawn: MS 06.05.09 PERMIT 4„>,et, 4/ , o 4 10900 NE FOURTH ST • SUITE 1200 4 fit* g -4=.- BELLEVUE, WASHINGTON 98004 BRA a r- AS NOTED „, Professional Cellter Scale: GZ, *mg. C T Ll C n l o n t c b !, , Il e ! s i e g d, ht in s w R h e o s ie erv or ed in part, without wntten perrnission from D Amato Conversano Inc Amato Conversano Inc. disclaims any responsIbility for its unauthorized use TABLE 1 BASEPLATE THICKNESS FILLET F T SIZE 1/2„ 3/16" 5/8 ", 3/ 1/4 ., > = 7/8" 5/16" NOTES: 1. TYPICAL REINFORCING PER STRUCTURAL GENERAL NOTES. 2. INFORMATION NOT SHOWN PER TYPICAL SECTIONS. 3. CMU WALLS ARE SOLID GROUTED. TYPICAL REINFORCING IN CMU WALL 04000 03203 03031M T /SLAB PER PLAN FOR WALL SECTIONS 16" OR SMALLER, PROVIDE (2) #5 VERT, MIN CORNER REINF PER [04002] TO MATCH HORIZ REINF, TYP T /WALL T /FLR, ROOF PER PLAN T /SLAB PER PLAN T /FTG PER PLAN (2) #4 IN BOND BEAM TYP AT OPNG- (2) #5 VERT MIN AT CORNERS (2) #5 VERT TYP AT OPNG # SOG & REINF PER PLAN 1 I I I I I--111 STEEP AS POSSIBLE TYPICAL THICKENED SLAB EDGE FOOTING #5 x 48" ® 12 "OC — 120" SOG & REINF PER PLAN 4 w CL FOOTING AT SLAB STEP J U PER PLAN 4 DOWELS TO MATCH VERT REINF (PROVIDE STD HOOK PER STRUCT NOTES AS REQD) III ICI CMU CONTROL JOINT LOCATION PER [04001], LOCATION & WATERPROOFING PER ARCH :• 4 • • 4 --- PER �PLAN� PER PLAN •a 4 SCALE: NONE 24" - DOWELS x I TO MATCH SLAB REINF - #5 CONT z FIN GRADE PER ARCH REINF PER PLAN SCALE: 3 /4 " =1' -0" SOG & REINF PER PLAN REINF PER PLAN REINF PER PLAN, CTRD IN WALL (ALT HOOKS) SCALE: 3 /4 " =1' -0" CONT BOND BEAM REINF AT FLR, ROOF LINE THRU CONTROL JOINTS STOP HORIZ REINF AT CONTROL JOINT, TYP UNO 5 VERT, TYP AT CONTROL JOINT (2) #4 HORIZ 48 "OC MAX (2) #4 IN BOND BEAM AT SILL #4 IN FIRST COURSE CONC WALL & REINF f PER PLAN SHORE PER CONTRACTOR DESIGN AS REQD T /SLAB PER PLAN C!) NOTE: CONTROL JOINT LOCATION CRITERIA PER STRUCTURAL GENERAL NOTES. CONTRACTOR SHALL COORDINATE LOCATION OF JOINT WITH ARCHITECT AND STRUCTURAL ENGINEER. PLAN - CMU CONTROL JOINT 04001 01901 05003 0 w 0 0 w m w f w 0 0 CC w 0 0 0 iAI Li Ir ' 7iiM1 riM i im NI/A' RIV. i IA 1 sTrIF HMI ` M r VERT REINF PER [04000] NOTES: [1] CONTRACTOR SHALL DETERMINE THE REQUIRED THREAD PROJECTION SUITABLE FOR THE THICKNESS OF MATERIAL BEING FASTENED PLUS GROUT ALLOWANCE, IF ANY, AND CONSTRUCTION TOLERANCES, UNO. [2] CONTRACTOR MAY SELECT APPROPRIATE CAST -IN -PLACE ANCHOR BOLT OPTION WITHOUT SUBMITTAL. [3] DRILL -IN OPTIONS ARE NOT APPROPRIATE AT ALL CONDITIONS. IF DRILL -IN METHOD IS PREFERRED, SUBMIT MANUFACTURER'S INFORMATION, ALLOWABLE LOAD VS. EMBEDMENT DATA AND LOCATIONS OF WHERE SUBSTITUTIONS ARE REQUESTED. ENGINEER WILL DETERMINE IF SUBSTITUTION IS APPROPRIATE FOR LOCATION AND LOADING. [4] EMBEDMENT OF DRILL -IN ANCHORS SHALL BE PER ENGINEER'S SUBMITTAL REVIEW COMMENTS. EMBEDMENT SHALL BE (9) NINE TIMES THE NOMINAL ANCHOR DIAMETER, UNO. [5] AT PRESSURE TREATED SILLS, PROVIDE HOT DIPPED GALVANIZED OR STAINLESS STEEL ANCHORS. TYPICAL ANCHOR BOLT SCHEDULE SIZE PER TABLE 1 TYP/ SIZE PER TABLE 1 TYP/ " E JOINT COL PLAN - CORNER COLUMN VERT CONTROL JOINT, OMIT MORTAR. CAULK PER ARCH TERMINATE HORIZ REINF 2" FROM CONTROL JOINTS. EXCEPT AT FLR & ROOF BOND BEAMS PROVIDE (1) 16" SMOOTH DOWEL (SAME SIZE AS HORIZ REINF) ACROSS JOINT. PREVENT BOND BTWN DOWEL & GROUT W/ GREASE OR PLASTIC SLEEVE. CAP ALL DOWELS TO ALLOW 1" OF MOVEMENT. PROVIDE CLOSED END BLOCKS AT CONTROL JOINTS, TYP SCALE: 1"=1'-0" SCALE: NONE C COL PLAN - EXTERIOR COLUMN TYPICAL BASEPLATE TO FOOTING CONNECTION - HSS COLUMN 0 CD w J w PEW non .. ►1 ►lll� 1 h�lli %I/ w /Io�swam I I ��� ®roIr I • 0 AT CORNERS NOTES: 1. LAP LENGTHS PER REINFORCING LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR CMU. 2. WALL REINFORCING PER ELEVATIONS, SECTIONS AND DETAILS. 3. CORNER REINFORCING AT FOOTING AND STEMWALLS TO MATCH FOOTING AND STEMWALL HORIZONTAL REINFORCING. PLAN - TYPICAL CORNER REINFORCING AT CMU WALLS 3 04002 SCALE: 1"=1'-0" 05040M T /FTG SIZE PER TABLE 1, SEE NOTE 2 T /CONC PER PLAN PER PLAN SIZE PER TABLE 1 TYP w 0 0 w m w Ct J U r. w oM U w * MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF BASEPLATE „ CORNER REINF TO MATCH HORIZ REINF CONC WALL PER PLAN NOTES: 1. WELDED HEADED STUDS LONGER THAN 8" SHALL BE PIGGYBACKED PER MANUFACTURES RECOMMENDATIONS. 2. WHERE EMBED PLATE IS NOT LEVEL, FILLET WELD SIZE SHALL BE INCREASED BY THE AMOUNT OF THE GAP CREATED WHEN COLUMN IS PLUMB. PLAN PLAN - INTERIOR COLUMN 4 Sa PLAN 4 PLAN COL C COL 4 4 4 a COL & EMBED R d a d STD HOOK, TYP w J 3- AT INTERSECTIONS EMBED R W/ WHS COL PER PLAN CONC WALL PER PLAN COL PER PLAN EMBED R 5 /8x 8x1' -2" W/ (4) (4) 5 /8"0 x 8" WHS PER NOTE 1 TYPICAL BASEPLATE TO CONCRETE WALL - HSS COLUMN SCALE: 1"=1'-0" 1 "0 GROUT HOLE (OPTIONAL) COL PER PLAN 1" NON- SHRINK GROUT, MIN SCALE: 1"=1'-0" CORNER REINF TO MATCH HORIZ WALL REINF CROSS WALL (4) 3/4"� A36/A307 AB'S W/ HEX NUTS & WASHERS UNO. TYPICAL ANCHOR BOLT SCHEDULE PER 6/S3.2 1 1 NOTES: 1. DEVELOPMENT AND LAP SPLICE LENGTHS INDICATED SHALL BE USED UNLESS SPECIFICALLY NOTED ON DRAWINGS. 2. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT GROUTED CELLS AND IF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 THE REQUIRED LENGTH INDICATED OR 8 ". 3. MAXIMUM GROUT LIFT IS 5' -0" TYPICAL UNO. TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR STRUCTURAL MASONRY 01402 PLAN - CMU PILASTER bO9t[O TYPICAL 05004M "F" PER TABLE 1 * MINIMUM WELD SIZE TO BE BASED ON THICKNESS OF BASEPLATE C) U 0_ r, w I- Z 3- w d SECTION SECTION COL 1� T I I_ SCALE: NONE CMU WALL & REINF PER PLAN, TYP PILASTER & REINF PER PLAN (ALT BLOCKS) REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION SCALE: 1"=1'-0" 1 "0 GROUT HOLE (OPTIONAL) COL PER PLAN " NON- SHRINK GROUT, MIN T /CONC BASEPLATE TO CMU PLINTH CONNECTIN By: Date: CMU WALL BEYOND PER PLAN COL, PEDESTAL OR PILASTER DOWELS PER PLAN WED'LAN sS Ld1 N PER PLAN (4) HEX � NUTS / WASHERS UNO TACK WELD NUT TO AB TIT HISTORIC SAM NICIIOLS HOUSE 2115 COLBY AVENUE EVE .ETT, WA98201 www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 090048— S32.dwg 29— Jul -09 3:47 PM rcarnahan (JD PROJECT TITLE: Oti APPROVALS: REVISIONS: SIGNATURE: PREPARED BY: DCI rri Pl 09-11-0048 05.08.09 PROGRESS _ r Dr. Raj Ango kar 06_03.09 PRELIMINARY PRICING C 6'120 Fort Dent Noy Suite 120 Tukwila, INA cISISS Drawn: MS 06.05.09 PERMIT 4„>,et, 4/ , o 4 10900 NE FOURTH ST • SUITE 1200 4 fit* g -4=.- BELLEVUE, WASHINGTON 98004 BRA a r- AS NOTED „, Professional Cellter Scale: GZ, *mg. C T Ll C n l o n t c b !, , Il e ! s i e g d, ht in s w R h e o s ie erv or ed in part, without wntten perrnission from D Amato Conversano Inc Amato Conversano Inc. disclaims any responsIbility for its unauthorized use SHEAR WALL SCHEDULE SOME SHEAR WALL TYPES NOTED MAY NOT BE USED ON THIS PROJECT. 01420 HOLD- DOWN /STRAP SCHEDULE - DOUG -FIR STUDS [1, 2] INDICATES FOOTNOTES "0x2 NAILS IN DOUG –FIR LARCH (2006 IBC) [16] W6> FOR 0.148 NAILS, SCREWS OR BOLTS WALL TYPE WALL SHEATHING APA –RATED [1, 2, 12] NAIL SIZE & SPACING AT ALL PANEL EDGES [4, 5] BLOCKING & STUD SIZE AT ADJOINING PANEL EDGES [3, 6, 13] RIM JOIST OR BLOCKING CONN TO TOP PLATE BELOW [7, 8] 2x BOTTOM PLATE CONN SILL PLATE CONNECTION SHEAR CAPACITY LBS /FT NAILING TO WOOD RIM JOIST OR BLOCKING BELOW ANCHOR BOLT TO CONCRETE BELOW [10] SILL PLATE AT FOUNDATION [11] H & (2) ) H DU5 15 /32" 0.148 "0x2 ® 6 "OC 2x CLIP © 16 "OC 0.148 "0x3 © 6 "OC 5 /8 "0 © 48 "OC 2x 310 1W6 > (1) 6x6 (20) SDS 15/ 0.148"0x2 © STAGGERED 4 "OC 3x CLIP ®12 "OC 0.148 "0x3 4 "OC - - -- (2) UHDU11 460 W4> 1 "0 5 /8"0 ®48 "OC 3x [15] ® 15 /32 0.148 "0x2 ® 3 "OC STAGGERED 3x CLIP 8'OC 0.148 "0x3 6 "OC (2) ROWS [9] 5 /8 "0 ®12 "OC 2x 600 5 /g "� ©32 "OC 3x [15] WOOD TO WOOD 15 /32 0.148 "0x2 2 "OC STAGGERED 3x CLIP ® 12 "OC EACH SIDE 0.148 "0x3 ®6 "OC (2) ROWS [9] " " 5 /8 0 24 OC 3x [15] 770 W2> CMSTC16 (1) 6x6 BOTH SIDES 0.148"0x2 © STAGGERED 4 "OC 3x CLIP C® SIDE 'OC 0.14 1 /4" �g]4 "OC 5/ "0 @ 24 "OC 3x [15] 920 12W4> (78) 0.148 "0x3 NAILS 15/ BOTH SIDES 0.148 STAGGERED 3 "OC 3x CLIP SID EACH SIDES[7,C8] 5 /8"0 0 ®16 OC 3x [ 15] 1200 12W3> - - -- BOTH SIDES 0.148 STAGGER D 2"0C 3x CLIP EACH SIDE 6"0C 0 EACH SIDE 6 [ 7, 8] 5 /g CO 12"0C 3x [ 15] 1540 2W2] - - -- WALL END STRAP TYPE HD PER PLAN T /SHTHG PER PLAN STUDS OR POST PER HD SCHE [(2) STUDS MIN] EDGE NAILING PER SHEAR WALL SCHED, TYP BLKG AT HORIZ PANEL EDGE STUD WALL & SHTHG PER PLAN- FIELD NAILING PER SHEAR WALL SCHED - PT SILL PLATE W/ AB'S PER SHEAR WALL SCHED HD ANCHOR TYPE PER PLAN T /CONC PER PLAN THKND SLAB WALL FTG AT INT WALLS BEYOND, DEEPEN INT FTG AS REQD TO ACCOMMODATE HD ANCHOR EMBED 06090M 01420 I. 2 S3.3 (INT CONC THKND STEMWALL) SLAB) TYPICAL SHEAR WALL ELEVATION (2) 2x STUD PER PLAN SCALE: NONE HSS COL PER PLAN PLATE NAILING PER SHEAR WALL SCHED FLOOR OR ROOF BEAM PER PLAN BEAM CONN TO COL PER PLAN DBL TOP PLATE V HILTI X –EDNI C� 8 "OC 5 /8 "0 THRD ROD • 24 "OC MAX S3.2 HOLD - DOWN /STRAP SCHEDULE - DOUG FIR STUDS <TYP 11 S3.2 CONC SLAB BEYOND WHERE OCCURS PER PLAN CONC WALL OR FTG PER PLAN WALL END SHTHG PER SHEAR WALL SCHED- POST PER PLAN W/ EDGE NAILING ENTIRE STUD HEIGHT PER SHEAR WALL SCHED— HD PER PLAN PT BOT PLATE CONC SLAB BEYOND HEADED AB'S PER HD SCHED THKND CONC SLAB FTG THICKEN CONC SLAB FTG AT AB AS REQD i'7 U 6" MIN AT HDU HOLD -DOWNS TYPICAL HOLD -DOWN AT FOUNDATION - INTERIOR THICKENED SLAB 06093M HOLD –DOWN PER PLAN TYP STUDS PER PLAN TYP NOTES: [1] SOME HOLD –DOWN TYPES NOTED MAY NOT BE USED ON THIS PROJECT. [2] TYPICAL HOLD –DOWN DETAILS PER 4/53.3 AND 3/S3.3. [3] [4] BASED ON MINIMUM f'c = 2500 PSI CONCRETE. STEMWALLS SHALL BE 6" WIDE MINIMUM FOR 5 /8 "0 ANCHOR BOLTS AND 8" WIDE MINIMUM FOR 7 /8 "0 AND LARGER ANCHOR BOLTS. [6] CAST –IN –PLACE (CIP) TYPE ANCHOR BOLTS AT HOLD –DOWNS SHALL HAVE A HEX HEAD WITH A STANDARD CUT WASHER OR A STANDARD HOOK (MINIMUM 3x BOLT DIAMETER). [5] [7] [8] [9] T /SLAB PER PLAN SCALE: 1"=1'-0" PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE AT HOLD –DOWN STUDS /POST. THREADED ROD WITH SIMPSON SET ADHESIVE. THREADED ROD WITH SIMPSON SET OR HILTI HY -150 ADHESIVE. INCLUDES 1.6 LOAD DURATION INCREASE FOR WOOD. [10] FOR 5 /8 "0 ANCHOR BOLT, USE STANDARD CUT WASHER BETWEEN SEAT OF ANCHOR AND NUT. [11] 0.148 "0x3" NAILS MAY BE USED IN LIEU OF THE 0.148 "0x3 NAILS SPECIFIED. [12] TOTAL NAILS SPECIFIED, USE HALF THE NAILS AT THE STUDS ABOVE AND BELOW LEVEL BEING CONNECTED. [13] AT PRESSURE TREATED SILLS, USE HOT DIPPED GALVANIZED BOLTS. [14] CONTACT ENGINEER FOR POST INSTALLED HOLD –DOWN OPTIONS. [15] NAIL LAMINATE MULTIPLE 2x STUDS WITH PLATE NAILING PER SHEAR WALL SCHEDULE. SCALE: NONE TYPICAL HOLD -DOWN AT FOUNDATION - CONCRETE STEMWALL 06091M NOTES: [1] INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. [2] WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2x FRAMING SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. [3] [4] [5] [7] [8] [9] WALL END SHTHG PER SHEAR WALL SCHED POST PER PLAN W/ DIAPHRAGM EDGE NAILING PER SHEAR WALL SCHED HD PER PLAN & SCHED PT BOT PLATE HEADED AB'S PER HD SCHED AB'S PER SHEAR WALL SCHED CONC STEMWALL PER PLAN CONC FTG PER PLAN •� • BLOCKING IS REQUIRED AT ALL PANEL EDGES. f • • • • • FRAMING CLIPS: A35 OR LTP5 OR APPROVED EQUIVALENT. SHEAR WALL SCHEDULE - DOUG -FIR LARCH 01430b –' I I— III — III — III —I I 1 -1' l l Ui U I I -1 -I I l AT HDU HOLD -DOWNS T /STEMWALL PER PLAN T /FTG PER PLAN SCALE: 1"=1'-0" PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY WINDOWS, OR DOORWAYS OR AS DESIGNATED ON PLANS. HOLD –DOWN REQUIREMENTS PER PLANS. (ALTERNATE NOTE: WALLS DESIGNATED AS PERFORATED SHEAR WALLS REQUIRE SHEATHING, SHEAR WALL NAILING, ETC. ABOVE AND BELOW ALL OPENINGS). SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLD –DOWN POSTS. EDGE NAILING MAY ALSO BE REQUIRED TO EACH STUD USED IN BUILT –UP HOLD –DOWN POSTS. ADDITIONAL INFORMATION PER HOLD –DOWN DETAILS. 4 [6] INTERMEDIATE FRAMING TO BE 2x MINIMUM MEMBERS. ATTACH SHEATHING TO INTERMEDIATE FRAMING WITH 0.148 "0x2 NAILS AT 12 "OC WHERE STUDS ARE SPACED AT 16 "OC AND 0.148 "0x2 NAILS AT 6 "OC WHERE STUDS ARE SPACED AT 24 "OC. BASED ON 0.131"0>c1_22:1 NAILS USED TO ATTACH FRAMING CLIPS DIRFCTLY TO FRAMING. USE 0.131 "0x2 /0NAILS WHERE INSTALLED QVER SHEATHING. WHERE BOTTOM PLATE ATTACHMENT SPECIFIES (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM JOIST OR EQUAL BELOW. STAGGER NAILS IN ROWS 1 APART MINIMUM. 06094M T /SHTHG PER PLAN a cn J U I• • • • • • • • • • • • • • • • • • AT STRAP TIES TYPICAL HOLD -DOWN OR STRAP CONNECTION AT FLOOR FRAMING REVIEWED FOR E CODE RO A P F EB 2 2 2010 C ity of Tukwila BUILDING nIVI InN BUNDLED STUDS OR POST PER SHEAR WALL SCHED W/ DIAPHRAGM EDGE NAILING PER SHEAR WALL SCHED � —HD STUDS OR POST PER HD SCHED SHTHG PER SHEAR WALL SCHED, TYP STRAP PER PLAN W/ 1 /2 OF NAILS (PER SCHED) TO STUDS ABOVE & BELOW WHERE (2) STRAPS ARE REQD, INSTALL (1) ON EA FACE OF BEAM BEAM PER PLAN—' DBL TOP PLATE �— SHIM BEAM AS NEEDED [10] IN SEISMIC DESIGN CATEGORIES D, E AND F, ANCHOR BOLTS SHALL BE PROVIDED WITH HOT DIPPED GALVANIZED STEEL PLATE WASHERS 0.229" (MIN)x3 "x3 ". THE HOLE IN THE PLATE WASHER MAY BE DIAGONALLY SLOTTED 13 /16 "x1 PROVIDED A STANDARD G,JT WASHER IS PLACED BETWEEN THE PLATE WASHER AND NUT. EMBED ANCHOR BOLTS 7" MINIMUM INTO THE CONCRETE. [11] PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT– DIPPED GALVANIZED (ELECTRO– PLATING IS NOT ACCEPTABLE) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. ADDITIONAL INFORMATION PER STRUCTURAL NOTES. [12] WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G), CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. [13] AT ADJOINING PANEL EDGES, (2) 2x STUDS NAILED TOGETHER MAY BE USED IN PLACE OF SINGLE 3x STUD. DOUBLE 2x STUDS SHALL BE CONNECTED TOGETHER BY NAILING THE STUDS TOGETHER WITH 3" LONG NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING, PER SECTION. [14] CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST –IN –PLACE ANCHOR BOLTS. SPECIAL INSPECTION MAY BE REQUIRED. [15] NAIL STUDS TO 3x SILL PLATES WITH EITHER (2) 0.148 "0x4" END NAILS OR (4) 0.131"0x2 TOENAILS [16] I WX> WHERE "W" INDICATES WOOD SHEATHING AND "X" INDICATES EDGE NAIL SPACING. SECTION SCALE: 1"=1'-0" ADJOINING PANEL EDGE NI PANEL EDGE NAILING, TYP NAILS TO MATCH PLATE NAILING (2) 2x STUDS REVIEWED CWA Consultants, PS THE HISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EVERETT, WA98201 www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 090048— S33.dwg 29— Jul -09 3:49 PM rcarnahan II PREPARED BY: (.0 (0 PROJECT TITLE: APPROVALS: REVISIONS: SIGNATURE: , < t " 1-4 •-,- . :,,------ - - - , Dci rri ri oiyivER: R So rn 3> c 6.120 Fort Dent Noy Suite 120 cJki -1700 > -I Reviewed: RG cc 0 7 . 2 5 9 . 0 9 9 R E V R I M S I T O N S A , . 0, 1 5.,:., . . ,,, . . i ; r : 5 .,0 I .7,10 . . . , • :A i . ,9 , to. - 1 06 A. . .1..s,,,: t s 2. , 1.: 64 te Ci' .,,„,„ _ . , ..."*'''-- : - ._ 10900 NE FOURTH ST • SUITE 1200 BELLEVUE, WASHINGTON 98004 IBA „..,_, . • pr f 1 c t AS NOTED ....1 ,—, tri , _ CC soc R in part, without written permission from D Plot Scale: 1 01420 HOLD- DOWN /STRAP SCHEDULE - DOUG -FIR STUDS [1, 2] INDICATES FOOTNOTES TYPE NUMBER OF STUDS /POST 3 [ ] NAILS, SCREWS OR BOLTS ANCHOR CAPACITY [9] NOTES DIAMETER [ CONCRETE EMBEDMENT [4] STEMWALL [5] SPREAD FOOTING CIP [6] ADHESIVE [7] ADHES 8] CONCRETE TO WOOD [15] H & (2) ) H DU5 (1) 6x6 (14) SDS 5 /8 "0 12" [14] 8" 5.6k - - -- HDU8 (1) 6x6 (20) SDS 7 /8 "0 15" [14] 10" 7.9k - - -- (2) UHDU11 (1) 6x8 (30) SDS 1 "0 20" - - -- 12" 9.5k - - -- H HD (2) ) HD U1 4 (1) 6x10 (36) SDS 1 "0 23" - - -- 12" 14.9k WOOD TO WOOD CS16 (2) 2x6 (22) 0.148 "0x3 NAILS - - -- - - -- - - -- - - -- 1.7k [11, 12] CMSTC16 (1) 6x6 (50) 0.148 "0x3 NAILS - - -- - - -- - - -- - - -- 4.6k [11, 12] CMST14 (1) 6x6 (78) 0.148 "0x3 NAILS - - -- - - -- - - -- - - -- 6.5k [11, 12] (2) CMST14 (1) 6x8 (78) 0.148 "0x3 NAILS - - -- - - -- - - -- - - -- 6.5k [11, 12] CMST12 (1) 6x6 (98) 0.148 "0x3 NAILS - - -- - - -- - - -- - - -- 9.22k [11, 12] (2) CMST12 (1) 6x8 (98) 0.148 "0x3 NAILS - - -- - - -- - - -- - - -- 9.22k [11, 12] WALL END STRAP TYPE HD PER PLAN T /SHTHG PER PLAN STUDS OR POST PER HD SCHE [(2) STUDS MIN] EDGE NAILING PER SHEAR WALL SCHED, TYP BLKG AT HORIZ PANEL EDGE STUD WALL & SHTHG PER PLAN- FIELD NAILING PER SHEAR WALL SCHED - PT SILL PLATE W/ AB'S PER SHEAR WALL SCHED HD ANCHOR TYPE PER PLAN T /CONC PER PLAN THKND SLAB WALL FTG AT INT WALLS BEYOND, DEEPEN INT FTG AS REQD TO ACCOMMODATE HD ANCHOR EMBED 06090M 01420 I. 2 S3.3 (INT CONC THKND STEMWALL) SLAB) TYPICAL SHEAR WALL ELEVATION (2) 2x STUD PER PLAN SCALE: NONE HSS COL PER PLAN PLATE NAILING PER SHEAR WALL SCHED FLOOR OR ROOF BEAM PER PLAN BEAM CONN TO COL PER PLAN DBL TOP PLATE V HILTI X –EDNI C� 8 "OC 5 /8 "0 THRD ROD • 24 "OC MAX S3.2 HOLD - DOWN /STRAP SCHEDULE - DOUG FIR STUDS <TYP 11 S3.2 CONC SLAB BEYOND WHERE OCCURS PER PLAN CONC WALL OR FTG PER PLAN WALL END SHTHG PER SHEAR WALL SCHED- POST PER PLAN W/ EDGE NAILING ENTIRE STUD HEIGHT PER SHEAR WALL SCHED— HD PER PLAN PT BOT PLATE CONC SLAB BEYOND HEADED AB'S PER HD SCHED THKND CONC SLAB FTG THICKEN CONC SLAB FTG AT AB AS REQD i'7 U 6" MIN AT HDU HOLD -DOWNS TYPICAL HOLD -DOWN AT FOUNDATION - INTERIOR THICKENED SLAB 06093M HOLD –DOWN PER PLAN TYP STUDS PER PLAN TYP NOTES: [1] SOME HOLD –DOWN TYPES NOTED MAY NOT BE USED ON THIS PROJECT. [2] TYPICAL HOLD –DOWN DETAILS PER 4/53.3 AND 3/S3.3. [3] [4] BASED ON MINIMUM f'c = 2500 PSI CONCRETE. STEMWALLS SHALL BE 6" WIDE MINIMUM FOR 5 /8 "0 ANCHOR BOLTS AND 8" WIDE MINIMUM FOR 7 /8 "0 AND LARGER ANCHOR BOLTS. [6] CAST –IN –PLACE (CIP) TYPE ANCHOR BOLTS AT HOLD –DOWNS SHALL HAVE A HEX HEAD WITH A STANDARD CUT WASHER OR A STANDARD HOOK (MINIMUM 3x BOLT DIAMETER). [5] [7] [8] [9] T /SLAB PER PLAN SCALE: 1"=1'-0" PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHEDULE AT HOLD –DOWN STUDS /POST. THREADED ROD WITH SIMPSON SET ADHESIVE. THREADED ROD WITH SIMPSON SET OR HILTI HY -150 ADHESIVE. INCLUDES 1.6 LOAD DURATION INCREASE FOR WOOD. [10] FOR 5 /8 "0 ANCHOR BOLT, USE STANDARD CUT WASHER BETWEEN SEAT OF ANCHOR AND NUT. [11] 0.148 "0x3" NAILS MAY BE USED IN LIEU OF THE 0.148 "0x3 NAILS SPECIFIED. [12] TOTAL NAILS SPECIFIED, USE HALF THE NAILS AT THE STUDS ABOVE AND BELOW LEVEL BEING CONNECTED. [13] AT PRESSURE TREATED SILLS, USE HOT DIPPED GALVANIZED BOLTS. [14] CONTACT ENGINEER FOR POST INSTALLED HOLD –DOWN OPTIONS. [15] NAIL LAMINATE MULTIPLE 2x STUDS WITH PLATE NAILING PER SHEAR WALL SCHEDULE. SCALE: NONE TYPICAL HOLD -DOWN AT FOUNDATION - CONCRETE STEMWALL 06091M NOTES: [1] INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. [2] WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2x FRAMING SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. [3] [4] [5] [7] [8] [9] WALL END SHTHG PER SHEAR WALL SCHED POST PER PLAN W/ DIAPHRAGM EDGE NAILING PER SHEAR WALL SCHED HD PER PLAN & SCHED PT BOT PLATE HEADED AB'S PER HD SCHED AB'S PER SHEAR WALL SCHED CONC STEMWALL PER PLAN CONC FTG PER PLAN •� • BLOCKING IS REQUIRED AT ALL PANEL EDGES. f • • • • • FRAMING CLIPS: A35 OR LTP5 OR APPROVED EQUIVALENT. SHEAR WALL SCHEDULE - DOUG -FIR LARCH 01430b –' I I— III — III — III —I I 1 -1' l l Ui U I I -1 -I I l AT HDU HOLD -DOWNS T /STEMWALL PER PLAN T /FTG PER PLAN SCALE: 1"=1'-0" PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY WINDOWS, OR DOORWAYS OR AS DESIGNATED ON PLANS. HOLD –DOWN REQUIREMENTS PER PLANS. (ALTERNATE NOTE: WALLS DESIGNATED AS PERFORATED SHEAR WALLS REQUIRE SHEATHING, SHEAR WALL NAILING, ETC. ABOVE AND BELOW ALL OPENINGS). SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLD –DOWN POSTS. EDGE NAILING MAY ALSO BE REQUIRED TO EACH STUD USED IN BUILT –UP HOLD –DOWN POSTS. ADDITIONAL INFORMATION PER HOLD –DOWN DETAILS. 4 [6] INTERMEDIATE FRAMING TO BE 2x MINIMUM MEMBERS. ATTACH SHEATHING TO INTERMEDIATE FRAMING WITH 0.148 "0x2 NAILS AT 12 "OC WHERE STUDS ARE SPACED AT 16 "OC AND 0.148 "0x2 NAILS AT 6 "OC WHERE STUDS ARE SPACED AT 24 "OC. BASED ON 0.131"0>c1_22:1 NAILS USED TO ATTACH FRAMING CLIPS DIRFCTLY TO FRAMING. USE 0.131 "0x2 /0NAILS WHERE INSTALLED QVER SHEATHING. WHERE BOTTOM PLATE ATTACHMENT SPECIFIES (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM JOIST OR EQUAL BELOW. STAGGER NAILS IN ROWS 1 APART MINIMUM. 06094M T /SHTHG PER PLAN a cn J U I• • • • • • • • • • • • • • • • • • AT STRAP TIES TYPICAL HOLD -DOWN OR STRAP CONNECTION AT FLOOR FRAMING REVIEWED FOR E CODE RO A P F EB 2 2 2010 C ity of Tukwila BUILDING nIVI InN BUNDLED STUDS OR POST PER SHEAR WALL SCHED W/ DIAPHRAGM EDGE NAILING PER SHEAR WALL SCHED � —HD STUDS OR POST PER HD SCHED SHTHG PER SHEAR WALL SCHED, TYP STRAP PER PLAN W/ 1 /2 OF NAILS (PER SCHED) TO STUDS ABOVE & BELOW WHERE (2) STRAPS ARE REQD, INSTALL (1) ON EA FACE OF BEAM BEAM PER PLAN—' DBL TOP PLATE �— SHIM BEAM AS NEEDED [10] IN SEISMIC DESIGN CATEGORIES D, E AND F, ANCHOR BOLTS SHALL BE PROVIDED WITH HOT DIPPED GALVANIZED STEEL PLATE WASHERS 0.229" (MIN)x3 "x3 ". THE HOLE IN THE PLATE WASHER MAY BE DIAGONALLY SLOTTED 13 /16 "x1 PROVIDED A STANDARD G,JT WASHER IS PLACED BETWEEN THE PLATE WASHER AND NUT. EMBED ANCHOR BOLTS 7" MINIMUM INTO THE CONCRETE. [11] PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT– DIPPED GALVANIZED (ELECTRO– PLATING IS NOT ACCEPTABLE) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. ADDITIONAL INFORMATION PER STRUCTURAL NOTES. [12] WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G), CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. [13] AT ADJOINING PANEL EDGES, (2) 2x STUDS NAILED TOGETHER MAY BE USED IN PLACE OF SINGLE 3x STUD. DOUBLE 2x STUDS SHALL BE CONNECTED TOGETHER BY NAILING THE STUDS TOGETHER WITH 3" LONG NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING, PER SECTION. [14] CONTACT THE STRUCTURAL ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST –IN –PLACE ANCHOR BOLTS. SPECIAL INSPECTION MAY BE REQUIRED. [15] NAIL STUDS TO 3x SILL PLATES WITH EITHER (2) 0.148 "0x4" END NAILS OR (4) 0.131"0x2 TOENAILS [16] I WX> WHERE "W" INDICATES WOOD SHEATHING AND "X" INDICATES EDGE NAIL SPACING. SECTION SCALE: 1"=1'-0" ADJOINING PANEL EDGE NI PANEL EDGE NAILING, TYP NAILS TO MATCH PLATE NAILING (2) 2x STUDS REVIEWED CWA Consultants, PS THE HISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EVERETT, WA98201 www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 090048— S33.dwg 29— Jul -09 3:49 PM rcarnahan II PREPARED BY: (.0 (0 PROJECT TITLE: APPROVALS: REVISIONS: SIGNATURE: , < t " 1-4 •-,- . :,,------ - - - , Dci rri ri oiyivER: R So rn 3> c 6.120 Fort Dent Noy Suite 120 cJki -1700 > -I Reviewed: RG cc 0 7 . 2 5 9 . 0 9 9 R E V R I M S I T O N S A , . 0, 1 5.,:., . . ,,, . . i ; r : 5 .,0 I .7,10 . . . , • :A i . ,9 , to. - 1 06 A. . .1..s,,,: t s 2. , 1.: 64 te Ci' .,,„,„ _ . , ..."*'''-- : - ._ 10900 NE FOURTH ST • SUITE 1200 BELLEVUE, WASHINGTON 98004 IBA „..,_, . • pr f 1 c t AS NOTED ....1 ,—, tri , _ CC soc R in part, without written permission from D Plot Scale: 1 NOTE: FLOOR /ROOF JOISTS NOT SHOWN FOR CLARITY. TYPICAL PLATE SPLICE DETAIL 06904 T /SHTHG PER PLAN SHEAR WALL SHTHG WHERE APPLIES PANEL EDGE NAILING PER PLAN JOIST & HGR PER PLAN LSL1 /4x14 LEDGER W/ 7 /8"0 AB'S @ 16 "OC STAGGERED. EMBED 6" PROVIDE MOISTURE BARRIER BTWN LEDGER & CONC 4' -0" MIN SPLICE LAP PER PLAN CONCRETE WALL PERPENDICULAR TO JOISTS WITH LEDGER • SCALE: 1 " =1' -0" STUD WALL & SHTHG PER PLAN WHERE OCCURS PT 3x PLATE W/ AB'S PER PLAN T /WALL PER ARCH DBL TOP PLATE l PLATE SPLICE TO OCCUR OVER STUDS, TYP SCALE: 3 /4 " = - (2) ROWS 0.148" x3 NAILS ((16) TOTAL) STAGG (WITHIN AREA OF SPLICE) @ 6 "OC STUD WALL PER PLAN co FIN GRADE i PER ARCH SECTION A SHEAR WALL SHTHG WHERE APPLIES — PANEL EDGE NAILING PER PLAN T /SHTHG PER PLAN JOIST PER PLAN JOIST BLKG LSL1 /4x14 LEDGER W/ 7 /8"0 AB'S @ 24 "OC STAGGERED. EMBED 6" PROVIDE MOISTURE BARRIER BTWN LEDGER & CONC PANEL EDGE NAILING PER PLAN JOIST & HGR PER PLAN - LSL1 LEDGER W/ 7 /8"O AB'S @ 16 "OC STAGGERED. EMBED 6" BEAM SEAT PER 8/S4.1 COL PER PLAN PROVIDE MOISTURE BARRIER BTWN LEDGER & CONC TYP BEAM WIDTH + 1 /8" 1 /4 SIDE IL1 / EA SIDE W/ ( 3 /4"O A307 BOLTS PLAN - CORNER BEAM SADDLE CONNECTION SECTION B d a •. • • • PER PLAN PER PLAN CONCRETE WALL PARALLEL TO JOISTS WITH LEDGER 1 /4 1=1 1- U CONCRETE WALL PERPENDICULAR TO JOISTS WITH LEDGER SECTION B BEAM PER PLAN, TYP v - SIDEIE BEARING i'L /2 SCALE: 1"=1'-0" STUD WALL & SHTHG PER PLAN WHERE OCCURS PT 3x PLATE W/ AB'S PER PLAN, T /WALL PER ARCH 4 z co FIN GRADE t PER ARCH SCALE: 3 /4 " =1' -0" #4 x 24" @ 18 "OC SOG & REINF PER PLAN T /SLAB PER PLAN SCALE: 3 /4 " =1'- 0" P PLAN THREE BEAM SADDLE CONNECTION TYPICAL JOIST TO BEAM CONNECTION 06204 T /SHTHG PER PLAN 1 / 4 " TYP SECTION B BEAM WIDTH + COL WIDTH, MIN BEAM SADDLE PER 8/54.1 BEAM PER PLAN, TYP COL PER PLAN BEARING 11 /2 SECTION B SIDE E EA SIDE W/ (2) 3/4"� A307 BOLTS SIDE E BEARING IL T /SHTHG PER PLAN UMW � Mk le Mr A MIL lal WOW Mr MIL la BEAM PER PLAN NO BEAM AT SIM JOIST PER PLAN NO JOIST AT SIM HGR & WEB STIFF PER JOIST MFR NO HGR AT SIM „ CANTILEVERED JOIST AT FLOOR OVERHANG 1 /4 SECTION A TYP TOPPING PER ARCH 7 --- SCALE: 1"=1'-0" JOIST PER PLAN W/ HGR & WEB STIFF'S PER JOIST MFR, TYP BEAM PER PLAN SCALE: 1"=1'-0" 3) 2 x CANTILEVER SPAN MIN (JOIST CONT AT SIM) r SHTHG PER PLAN TJI BLKG JOIST PER PLAN W/ HGR & WEB STIFF PER JOIST MFR JOIST CONT AT SIM DROP BEAM PER PLAN T /SHTHG PER PLAN T /SHTHG PER PLAN 3/ 1 P /16 TYP 3 /16 / TYPICAL BEAM SADDLE O U w 1 / 4 " TYP 7" TYP CANTILEVER SPAN PER ARCH SECTION C OL C COL REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION BEAM WIDTH + COL WIDTH, MIN SIDE R BEARING IL 1 1/2" TYP - BACK R BEAM PER PLAN, TYP IDE R EA SIDE W/ 3 /4"� A307 BOLTS BEARING R COL PER PLAN 1 1/2" TYP z O w -e- 7" I E R 1 /4 EASIDEW/ e � 3 /4 1 '0 A307 BOLTS BACK R COL PER PLAN By: Date: EAM PER PLAN <TYP EARING R SCALE: 1"=1'-0" -STUD WALL PER ARCH DIAPHRAGM EDGE NAILING PER PLAN INVERTED HGR & WEB STIFF PER JOIST MFR -BEAM PER PLAN REVIEWED CWA Consultants, PS SCALE: 1"=1'-0" THE HISTORIC SAM NICHOLS HOUSE 2115 COLBY AVENUE EVERETT, WA98 O1 MA, NCARII www.kovacharchitects.com Voice 425.259.0609 Fax 425.745.0897 cI W z 0 w � CL c tri 0 0 O O 0 : 0 O 0 N O 0; O O 41 O 0 O U v) 0 0 • o 0 rn c 0 O 'O a) a) .> a) 0.' U U 0 r0 w I— O z (r) SHEET TITLE: 090048— S41.dwg STRUCTURAL FRAMING DETAILS SHEET NO. S4.I 29— Jul -09 3:50 PM bliang T /STL PER PLAN HSS TRELLIS JOIST TO HSS BEAM CONNECTION SLOPED CLADDING WALL TO BEAM CONNECTION • • • , • a d• • PER PLAN TRELLIS JOIST PER PLAN BEAM PER PLAN • O 4 SCALE: 1"=1'-0" ALUMINUM CLADDING PER ARCH STUD WALL PER PLAN PT 3x PLATE W/ AB'S © 48 "OC CONC FTG & REINF PER PLAN SLOPED CLADDING WALL FOUNDATION DETAIL T /WALL PER ARCH FIN GRADE PER ARCH SCALE: 47'1!o" T /STL PER PLAN HSS TRELLIS OUTRIGGER CONNECTION EMBED R -8" W/ (4) 1 /2"� x 6" WHS AT 4' GAGE © 48 "OC 06110M T /SHTHG PER PLAN i " i 4 L HSS TRELLIS OUTRIGGER PER PLAN HSS TRELLIS JOIST PER PLAN EMBED IE -6" W/ (2) 1 /2"� x 6" WHS ® 3" GAGE PER ARCH (2' -0" MAX) 4 n a HSS TRELLIS JOIST CONNECTION STRAP PER PLAN STUD WALL CONT PER PLAN EDGE NAILING PER PLAN STUD WALL & SHTHG PER PLAN O U /16 V PLAN - INTERSECTING SHEAR WALLS SECTION T /STL PER PLAN HSS TRELLIS JOIST PER PLAN W/ MIN 2" BEARING ON LEDGER ANGLE CONT LEDGER L6x4x LLV �CONC WALL & REINF PER PLAN WITH OR WITHOUT STRAP TIE SCALE: 1 " =1' -0" 3 /16 3 / 16 11 /4 EDGE NAILING FULL HEIGHT OF STUD SCALE: 1"=1'0" STUD OR POST PER HD SCHED STAGG 0.148"0x3 NAILS PER SHEAR WALL SCHED (PLATE ATTACHMENT) SCALE: 1"=1'-0" 06021M T /STL • PER PLAN 1 /4 HSS BEAM TO CMU CONNECTION T /SHTHG PER PLAN SHEAR WALL SHTHG WHERE APPLIES —�V TOPPING PER ARCH L4x4x 4x0' -8" W/ (2) 3 /4"0 EPDXY EMBED 6" CTRD ON LEG BEAM PER PLAN L4x4x -8" W/ (2) 3 /4"� EPDXY EMBED 6" © 5" GAGE F CLIPS PER SHEAR WALL SCHED SHEAR WALL SHTHG WHERE APPLIES - - ---.- HD STRAP PER PLAN (2) STRAPS IF REQD. NAILING PER HD SCHED POST PER PLAN STUD WALL & SHTHG PER PLAN SHTHG & NAILING WHERE APPLIES EDGE NAILING PER SHEAR WALL SCHED AS REQD INTERIOR WALL PERPENDICULAR TO FLOOR JOISTS EDGE NAILING PER SHEAR WALL SCHED BEAM PER PLAN 2x STUD WITH OR WITHOUT STRAP TIE CAP R CMU WALL & REINF PER PLAN SCALE: 1"=1'-0" PLATE ATTACHMENT PER SHEAR WALL SCHED DIAPHRAGM EDGE NAILING AT SHEAR WALL BELOW PER PLAN JOIST PER PLAN W/ HGR & WEB STIFFENERS PER JOIST MFR, TYP BEAM PER PLAN STUD WALL & SHTHG PER PLAN SCALE: 1 " =1' -0" SCALE: 1 " =1' -0" STUD WALL & SHTHG PER PLAN T /SHTHG PER PLAN PLAN - INTERSECTING SHEAR WALLS AT INTERIOR BEAMS SCALE: 1"=1'-0" SHEAR WALL SHTHG WHERE APPLIES --�� 2x6 W/ (6) 0.131"0 x 3 NAILS DIAPHRAGM EDGE NAILING PER PLAN TOPPING PER ARCH T /SHTHG PER PLAN JOIST PER PLAN 2x4 W/ (4) 0.131"0 x3 NAILS – BLKG © 48 "OC T /SHTHG PER PLAN COL PER PLAN BUILDING n.VIsION -= • SHEAR WALL SHTHG WHERE APPLIES —� WALL PARALLEL TO FLOOR JOIST SHEAR WALL SHTHG WHERE APPLIES TOPPING PER ARCH JOIST PER PLAN W/ HGR & WEB STIFFENERS PER JOIST MFR, TYP - SHEAR WALL SHTHG WHERE APPLIES HILTI X –EDNI © 8 "OC (2) 2x STUDS W/ PANEL EDGE NAILING ENTIRE STUD HEIGHT PER SHEAR WALL SCHED STUD WALL & SHTHG P�Li�LAN REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 CityofTukwila A35 CLIP CLIP PER SHEAR WALL SCHED -PLATE ATTACHMENT PER SHEAR WALL SCHED EXTERIOR WALL PERPENDICULAR TO FLOOR JOISTS 06002M I SHEAR WALL SHTHG & NAILING WHERE APPLIES - STUD WALL & SHTHG PER PLAN -PLATE ATTACHMENT PER SHEAR WALL SCHED DIAPHRAGM EDGE NAILING AT SHEAR WALL BELOW PER PLAN SCALE: 1"=1'-0" BEAM PER PLAN CLIPS PER SHEAR WALL SCHED STUD WALL & SHTHG PER PLAN By: Date: SCALE: 1"=1'-0" (2) 2x STUDS W/ PANEL EDGE NAILING ENTIRE STUD HEIGHT PER SHEAR WALL SCHED 5 /8"0 THRD ROD © 24 "OC MAX STUD WALL & SHTHG PER PLAN 1 0 REVIEWED CWA Consultants, PS PLAN - INTERSECTING SHEAR WALLS AT HSS COLUMN T /SHTHG PER PLAN SCALE: 1"=1'-0" 8 c® � Z Fa) ' II 1 Jl TIIE HISTORIC SAM NICHOL'S HOUSE 2115 €OLBY AVENUE EVER TT .MM: O1 AIA, NCARR www.kovacharchiteats.com Voice 425.259.0609 Fax 425.745.0897 IX w 0_ 0) O O (0 0 0 0 IX o • 0 o (/) SHEET TITLE: STRUCTURAL FLOOR FRAMING AILS SHEET NO. S4.2 090048— S42.dwg 29— Jul -09 3:52 PM rcarnahan II 0 0 U) 0 0_ FOUND PK NAIL 0.07'E de 0.45 "S BM ,�1 30 LF FILTER FABRIC FENCE PER DETAIL 3/C7. i RUNOFF WATER .WITH SEDIMENT _.... _ ;��� ���� OIL ABSORBENT MATERIAL SDCB 7?1M, 41.91 18" lE our 38: - RELOCATE STOP SIGAI TO BACK OF S/D.�WALK =� ----- I----- �----- � - - - -- PROPOSED BUILDING FFE 59.5 BFt�,46.0 r" � -� ,�,,�- .- -�•• -- - SYSTEM AS ��- y - - - - � - - F Y S:GI►MEN�'A noN (2 .r,_ � TEMPdR�9RY r� � � ,� �%�tN�TE IMTtI POWER COMPANY'�TO RELOCATE POWER,�1�OL SAN " F, . .,:,�;;; SCALE: NONE SSMH RIM 58.75 !E 50.05 5 0,06419 _ 399.9' MH to MH 13533 52ND AVE S SAN v FILTERED WATER GRATE J: \KOVACH \TUKW/LA DRA 08- 200 \CE \DWG \COS \C1 -TESC 08- 200.DWG 09/23/2009 1 � � � I ,�' � � � �� ,, , � 13525 52ND AV,E S ,'� ,�' �' ,' �' � RELOQA ,� ,�'' sD.�a ,'' srG�t TO,BAc _� -� �� ���RIM 39.25 " OF SIQEWA� '� , j8" !E 04rT 34.,3 ,� - RELdCATE�SIGN "' "SAC I 1 13526 53RD � A. �/E S ., � a JJ ��.. � fi �t� � u r n � } f �A +"+�i ; ;r i Ifii 3,.: � „�_r �:.".,.� Il�t.i�'.�ei FILTER FABRIC RSER T CATCH BASIN "GULLYWASHER ", "SILT SACK" OR OTHER APPROVED CATCH BASIN INSERT MAY BE USED FOR INLET PROTECTION. CONTACT: PRICE -MOON ENTERPRISES PH: 360.563.6709, OR "SILTSACK" BY ACF ENVIRONMENTAL AT PH: 1.800.644.9223 (OR APPROVED EQUAL) TEMPORARY 1NLE T PROTECTION DETAIL SEE SHEET C4.0 FOR�ROCKERY HEIGI�TS i5' -MIN. SW 1/4, SECTION 14, TOWNSHIP 23, RANGE 4 EAST, W.M. � CLEARING/ CONSTRUCTION LIMITS, Th'P SCALE: 1" = 20' EXISTING GROUND EXISTING GROUND '�, W SANS I I 50' MIN. SCALE: NONE. z R/W 12" Sl TE ACCESS ROAD ��, CONC S�W .� �1 \�'�,, S 1;3� TH S T'11, �N O T ROUGH GRADING &ESC PLAN 1 �ZN D SSMW RIM X5.38 lE 34_ 38 w ,� -�'' .ice ������� �!�!�.��, .!��:�,!��, �!�!. a�������!: ��� \���-� ,�,� r �. �,,,;, �\ 13451 INTERURBAN AVE S ,' ,' ,' ,' .,� VE S ' ., � \ w w _"- / MPORARY INLET �`' PROTECTION PER � v DETAIL 2/C1.0, � v TYPICAL OF 4 � � V 1 1 LEARfNG/ ON�TRUCTION NITS, TYP SDCB / RIM 31.81 18" IE !KI 28.11 18" IE /OUT 27.91 1 1 ;- - -+� - 1 I PENS '�, � 1 1 I 13451 INTERURBAN AVE' S 1 1 ;' 0 LF FILTER 'I FABRIC FENCE PER DETAIL 3/C1.1 ,. , ,�,,, �� � I I I I I 1 I WV IF REQUIRED BY SITE CONDITIONS �- - - -- 1 -_ � - 1 / � � -' 5330 S 136TH ST TEMPORARY CONS TRUCTION ENTRANCE DETAIL w- '�. 1. USE 4" TO 6" QUARRY SPACES OR CRUSHED ROCK FOR SURFACING AS SHOWN. MATERIAL WITH "FINES" IS NOT ACCEPTABLE. INSTALL MIRAFI 500X OR EQUAL UNDER ROCK. 2. THE 100' MINIMUM LENGTH SHALL BE LENGTHENED AS NECESSARY TO INSURE MATERIAL IS NOT TRACKED INTO THE PUBLIC RIGHT -OF -WAY. 3. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL VEGETATION, ROOTS AND OTHER OBJECTIQNABLE MATERIAL. THE GRAVEL SHALL BE PLACED TO THE SPECIFIED DIMENSIONS ANY DRAINAGE FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATJONS 4. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD 1S NOT REMOVED FROM VEHICLE TIRES BY CONTACT WITH THE GRAVEL, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC ROAD. WASH WATER MUST BE CARRIED AWAY FROM 7HE ENTRANCE TO A SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO MAKE WASHING MORE CONVENIENT AND. EFFECTIVE GENERAL i. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, N07IFY THE UTILITIES INSPECTOR AT 206 - 433 -0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS !N 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 PERMITS) 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) COORDJNA TES, 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 !N RIGHTS -OF -WAY, EASEMENTS, AND ACCESS TRACTS. CONS TRUC TrON 1. 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. 2. PERMITTEE /CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTORS) PRIOR TO BEGINNING ANY WORK. 3. 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 CI TY 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 !N 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. ND TES A. 'BAKER' TANKS MAY BE IMPLEMENTED TO PROVIDE PROTECTION TO THE DOWNSTREAM PROPERTIES FROM EROSION AND SEDIMENT. ANY WINTER CONSTRUCTION WOULD LIKELY REQUIRE 'BAKER' TANKS UNLESS THE SITE HAS BEEN SUFFICIENTLY STABILIZED AGAINST EROSION. THE PROJECT SHALL COMPLY WITH THE GEOTECHNICAL ENGINEERING REPORT BY ABPB CONSULTING, DATED DECEMBER 3, 2008 AND THE GEOTECHNICAL PEER REVIEW BY NELSON GEOTECHNICAL ASSOCIATES, INC (NGA) DATED APRIL 17, 2009 AND SUBSEQUENT GEOTECHNICAL REPOR T5 /EVALUA GRADING QUAN T1 TIES: SUBGRADE CUT: 3,800 cy SUBGRADE FILL: 150 cy GRADING QUANTITIES BASED ON COMPUTER GENERATED SURFACE MODELS USING AUTODESK CIVIL 3D'�'' SOFTWARE *NOT FOR BID PURPOSES. CONTRACTOR SHALL PROVIDE INDEPENDENT QUANTITY TAKEOFF laps have been reviewed by the Public ��Iorks 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 resubmittai of revised drawings for subsequent approval.;:. Final acceptance is subject to field inspection the Public Works utilities inspector.: - Date: _ :; __ By: 2�Z REVIEWED FOR DECOMPLIANCE ppPRAVED FEB 2 2 2010 City of Tukwlia BUILDING DIVISIGN LEGEND X000 CORRECTION LTR #_L 0 OSCO GM WM 0 OGV OWV O ocv oTV oTR - E - W - G SD- .,•:, .,.,.,., • .,. .NOTES D 10 O UV O PP = 20' 20 VERTICAL DATUM ASSUMED 70.0' A T SOUTH PROPERTY CORNER BM #1: PK NAIL ON CENTERLINE OF 53RD A VE S AT SOUTH PROPERTY LINE ELEV 70.00 BM #2: PK NAl1 ON CENTERLINE OF 53RD A VE S AT NORTH PROPERTY LINE ELEV 40.69 COVER DMP5 40 WATER, TEL, SEWER OR DRAIN MANHOLE CATCHBASIN SANITARY SEWER CLEAN OUT FIRE HYDRANT GAS OR WA TER METER GAS OR WATER VALVE SIGNS UTILITY VAULT POWER POLE ELECTRICAL VAULT SURVEY MONUMENT GAS VALVE CORNER LOCATION TV AND TELEPHONE RISER -� GUY WIRE PLANTER WITH TREE OVERHEAD POWER WATER GAS STORM DRAIN SANITARY SEWER CLEARING LlMI TS FILTER FABRIC FENCE TEMPORARY INLET PROTECTION EXISTING FLOW PROPOSED FLOW 1. SITE LAYOUT PREPARED BY KOVACH ARCHITECTS. 2. TOPOGRAPHIC SURVEY PREPARED BY RICH G1 VENS &ASSOCIATES. 3. PROPOSED CONTOURS SHOWN ARE FINISH GRADE CONTRACTOR SHALL MAKE ADJUSTMENTS FOR SUBGRADE 7EMPORARY-- STABILIZE W1 TH CRUSHED ROCK PERMANENT -- PAVEMENT �2 TEMPORARY -- SEEDING PER 7ESC NOTES. IF WEATHER CONDITIONS DO NOT ALLOW GRASS TO GROW, CONTRACTOR SHALL PROTECT EXPOSED SOILS WITH 4" MIN STRAW OR WOOD FIBER MULCH PERMANENT, -SOD AND /OR HYDROSEED a� -�Ie RECEIVED CITY OFTtIKIMLA SEP 2 5 2009 REKNIT CENT�'R LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1 -800- 424 -5555) FOR UTILITY LOCATIONS. ur�u�m �c r�txra+r ®sooe er �u► a`;htes roc W 0 M �C REVISIONS 0 0 O � II �1( O Z :-� 0 .�i,�� A °w �/ 4.1 �'' = Z W �-.� O ��� .,_,� to Z Q Z �� 0 Z� w Q ''� o� Q.� �� O DRAWING: • SHEET: 1 OF 10� 70 PROP UN a l i I 1 r ,..2 :1 MAX SLOPE . • TION • • � �. -'•'� � _ - �. `.... ---- -. PARKING , .... ... ::: PROP • LINE ::::: : L ::: 65 70 65 .. :: -- -: c/DEWALK .. :: :: .: 65 PARKING I -- BUILDING . ' 60 _ . . . . . . . . ./ / .. _ , . �: .. :: \ . : / .. :: :: MAIN FFt • 5 9 FWOR .�i .. :: :: 60 55 PROP LINE: I 60 55 \iH H. . \ :•: _ I 55 :: FINISH •GRADE I AVE ND••S ... 50 NISH GRADE • • :: :: H ` \ \ . .. \ \ :: : .. : U'i LiT ' :1�UOM rrr A' • • • ::: . :: : / ::1P•::: API�t bXIMaTE' I I 50 45 .....1 .. \ 45 H :: .. LONIER LEiIEL :: :: FFE:46.1D \,_ :: :: .......... •../ ..... J � ... .. .. 15.'9;x;I I �i-o - °IDEWALK 45 .. ..- 0 +00 0 +20 0 +40 0 +60 0 +80 1+00 1+20 1+40 40 1+60 1+80 2 +00 2 +20 2 +40 2 +60 \N ..`...... • 35 35 0 +00 0 +20 0 +40 0 +60 0 +80 1 +00 1 +20 1 +40 1 +60 1 +80 2 +00 2 +20 2 +40 65 • 53R D •AVE •S W . PRQP: SIN AFTER • DEDICA _ y � -- • TION • • � �. -'•'� � _ - �. `.... � _ ` ;\:\ :: �. PARKING , .... ... ::: PROP • LINE ::::: : L ::: 65 .,�,...... ' 60 I \ u � •/• I I n ' . . . . . . . . ./ / :.. �: :: � / .. FEXSTiNC:GROUND . AFFf?P (MATE ..... 60 55 . . / . . . � .. .. ... "' � _ 55 FINISH •GRADE 50 ; T SLOPE :--• 50 45 .....1 .. \ 45 40 .......... 40 0 +00 0 +20 0 +40 0 +60 0 +80 1+00 1+20 1+40 1+60 1+80 2 +00 2 +20 2 +40 2 +60 2x2 WOOD POST STD & BTR AT 6' MAX SPACING I) PROVIDE 3/4 " -1.5" WASHED I GRAVEL - • TRENCH I AND ON OF FILTER F ON Ii THE SUFI .H MI N SCALE: NONE 2" BY 2" BY 14 GA WIRE FABRIC OR EQUI V -.., FILTER FABRIC MATERIAL 60" WIDE ROLLS. USE 4PLES OR WIRE RINGS ATTACH FABRIC TO 'E 11 I I T o I N I 8" MIN BURY BOTTOM OF FILTER MATERIAL IN 8" BY 12" TRENCH FOR COMBINED I C AND CLEARING CONTROL FENCE ADD ORA, u, ,vc r ►nvta TO THE OUTSIDE OF THE FILTER FABRIC. FOR CLEARING CONTROL FENCE INSTALL ORANGE NETTING ON POSTS AS SHOWN. 0 1 N FIL TER FABRIC FENCE DE TAIL J: \KOVACH \TUKWILA DRA 08-200\CE\DWG\CDS\C1 - TESC 08- 200.DWG 09/23/2009 GRADING SECTION SCALE: H: 1" = 20' V 1" = 5 , GRADING SEC TION SCALE: H: 1" = 20' V :: 1" = 5' SW 1/4, S"TION 14, TOWNSHIP 23, RANGE 4 EAST, W.M. ONS TRUC TION SEQL PRE - CONSTRUCTION MEETING. ' .. "" ��NCE CLEARING L1MI TS. rCH BASIN PROTECTION. INSTALL CONSTRUCTION ?!METER PROTECTION (SIL ISH BARRIER, AND MODIFY DETENTION ERVE AS SEDIMENTATION FACILITY OR INSTALL K SYSTEM IF WEATHER CONDITIONS AND SEASON R, 7. GRADE AND STABILIZE PARKING AREA 8. INSTALL REMAINING SITE UTILITIES, IN ER, WATER AND STORM FACILITIES. 9. MAINTAIN EROSION CONTROL MEASUR! DANCE WITH KING COUNTY STANDARDS AND MANUFACTURER'S RECOMMENDATIONS 10. RELOCATE SURFACE WATER CONTROLS AND EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE KING COUNTY EROSION AND SEDIMENT CONTROL STANDARDS 11. COVER ALL AREAS THAT WILL BE UN I MORE THAN SEVEN DAYS DURING THE DRY SEASO AYS DURING THE WET SEASON WITH STRAW, WOOD H, COMPOST, PLASTIC SHEETING OR EQUIVALENT 12. STABILIZE ALL AREAS THAT REACH Fl WITHIN SEVEN DA YS SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS. UPON COMPLETION OF THE PROJECT, ALL DISTURBED AREAS MUST BE STABILIZED AND BEST MANAGEMENT PRACTICES REMOVED IF APPROPRIATE. 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 PERMI TTEE SHALL A T ALL TIMES PROTECT SENSI TiVE 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. COVER MEA SURES 1. AT ALL TIMES, ANY DISTURBED AREAS LEFT UNWORKED FOR MORE THAN 30 DAYS SHALL BE SEEDED. 2. MAY 1 THROUGH SEPTEMBER 30, TEMPORARY COVER MEASURES SHALL BE INSTALLED ON ALL AREAS LEFT UNDISTURBED FOR MORE THAN SEVEN DAYS. 3. OCTOBER 1 THROUGH APRIL 30, MINIMUM WET SEASON REQUIREMENTS: A. INSTALL TEMPORARY COVER MEASURES ON ALL AREAS THAT WILL REMAIN UNWORKED FOR MORE THAN TWO DAYS AND ON STOCKPILES AND STEEP CUT AND FILL SLOPES. B. RETAIN ONSIE A QUANTITY OF COVER MEASURES MATERIALS SUFFICIENT TO COVER ALL DISTURBED AREAS. C. BY OCTOBER 8, TEMPORARILY SEED AND MULCH ALL AREAS THAT WILL BE UNWORKED DURING THE WET SEASON. D. MULCH ALL SEEDED AREAS. E. STABILIZE ALL CONSTRUCTION TRAFFIC AREAS, UNLESS ALREADY GRAVELED. ESC MAINTENANCE 1. 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. 2. 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. 3. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT - RELATED WORK. 4. THE DIRECTOR SHALL ASSUME MAINTENANCE AND OPERATION RESPONSIBILITIES FOR ALL ESC MEASURES LOCATED WITHIN PUBLIC EASEMENTS AND RIGHTS -OF -WAY, FOLLOWING FINAL ACCEPTANCE OF SUCH FACILITIES BY THE DIRECTOR. VERTICAL DATUM ASSUMED 70.0' AT SOUTH PROPERTY CORNER BM #1: PK NAIL ON CENTERLINE OF 53RD AVE S AT SOUTH PROPERTY LINE ELEV 70.00 BM #2: PK NAIL ON CENTERLINE OF 53RD AVE S AT NORTH PROPERTY LINE ELEV 40.69 1" = 5' 0 2.5 5 1" = 20' 0 10 20 10 40 PPP ANAL YSI S AND DESIGN PART 1: ESC PLAN DESIGN AND ANALYSIS TEMPORARY EROSION AND SEDIMENTATION CONTROL ARE AS FOLLOWS: CLEARING LIMITS D.3.1.1, PLASTIC CLEARING LIMITS FENCING. THE CLEARING LIMITS AND TREES TO BE SAVED WILL BE MARKED IN THE FIELD WITH ORANGE CLEARING LIMTS FENCING PRIOR TO ANY CONSTRUCTION ACTIVITIES COVER MEASURES TEMPORARY COVER WILL BE PROVIDED FOR ALL AREAS TO REMAIN UNWORKED FOR MORE THAN 7 DAYS DURING THE DRY SEASON AND MORE THAN 2 DAYS DURING THE WET SEASON. ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 30 DAYS WILL BE SEEDED. SPECIFIC COVER MEASURES ARE LISTED BELOW :: D.3.2.1, SLOPE ROUGHENING. THIS WILL BE USED ON SLOPES GREATER THAN 3:1 AND GREATER THAN 5 FEET I HEIGHT. IT WILL REDUCE FLOW VELOCITIES UNTIL SEED BECOMES ESTABLISHED. THIS IS COMMONLY ACCOMPLISHED BY TRACKING EQUIPMENT UN AND DOWN THE SLOPE TO LEAVE HORIZONTAL DEPRESSIONS IN THE SOIL. D.3.2.2, MULCHING. DURING CONSTRUCTION, MULCH CAN BE PLACED TO PREVENT RAINDROPS FROM IMPACTING EXPOSED SOILS CAUSING EROSION. STRAW IS THE MOST COMMON METHOD OF MULCHING. THIS BMP MAY BE EMPLOYED TO MEET THE FOLLOWING TEMPORARY COVER REQUIREMENTS: EXPOSED SURFACES THAT WILL NOT BE WORKED FOR 30 DAYS SHOULD BE IMMEDIATELY STABILIZED WITH A TEMPORARY COVER BMP. D.3.2.4, PLASTIC COVERING: THIS INVOLVES COVERING A BARE AREA WITH CLEAR PLASTIC THAT PROTECTS THE IMMEDIATE AREA TO THE DETRIMENT OF DOWNSTREAM AREAS. THIS BMP WILL BE USED ON THIS SITE ONLY IF REQUIRED FOR IMMEDIATE SITE PROTECTION. THIS BMP MAY BE EMPLOYED TO MEET THE FOLLOWING TEMPORARY COVER REQUIREMENTS: EXPOSED SURFACES THAT WILL NOT BE WORKED IN 30 DAYS SHOULD BE IMMEDIATELY STABILIZED WITH A TEMPORARY COVER BMP. D.3.2.6, TEMPORARY & PERMANENT SEEDING. TEMPORARY SEEDING OF TOPSOIL STOCKPILES AND OTHER STRIPPED AREAS MAY BE NECESSARY DURING CONSTRUCTION AND THE EXPOSED SURFACES WILL BE SEEDED OR LANDSCAPED WHEN CONSTRUCTION IS COMPLETED. THIS BMP MAY BE EMPLOYED TO MEET THE FOLLOWING TEMPORARY COVER REQUIREMENTS: EXPOSED SURFACES THAT WILL NOT BE WORKED IN 7 DAYS SHOULD BE IMMEDIATELY STABILIZED WITH A TEMPORARY COVER BMP. PERIMETER PROTECTION D.3.3.1, SILT FENCE FILTER FABRIC FENCING WILL BE INSTALLED WHERE NECESSARY DOWNSLOPE OF ALL DISTURBED AREAS TO FILTER RUNOFF BEFORE I T LEA VES THE SI TE. FIL TER FABRIC FENCING WILL ALSO BE INSTALLED ALONG THE STREET FRONTAGES TO INTERCEPT SEDIMENT LADEN RUNOFF BEFORE IT REACHES THE ROADWAY DRAINAGE SYSTEM. TRAFFIC AREA STABILIZATION 0.3.4.1, STABILIZED CONSTRUCTION ENTRANCE. A ROCK STABILIZED CONSTRUCTION ENTRANCE WILL BE INSTALLED AT THE PARKING LOT ENTRACCN OFF OF 53RD AVE S. THIS WILL HELP TO PREVENT VEHICLE TIRES FROM TRANSPORTING SEDIMENT OFF -SITE THIS WILL BE INSTALLED PRIOR TO ANY SITE GRADING. D3.4.2, CONSTRUCTION ROAD STABILIZATION. IF NECESSARY CONSTRUCTION ROAD STABILIZATION WILL BE USED ON THIS SITE THIS INVOLVES COVERING THE ROAD WITH CRUSHED ROCK, GRAVEL BASE OR CRUSHED SURFACING BASE COURSE TO PROTECT EXPOSED EROSION SENSITIVE SOIL FROM RAINFALL. DUST CONTROL WILL BE USED ON THIS SITE DURING CONSTRUCTION ACTIVITIES WHEN DRY WEATHER CAUSES LOOSE SOIL TO BE TRANSPORTED BY THE WIND. THE SOIL WILL BE MOISTENED WITH WATER TO HOLD DOWN THE DUST. THIS BMP WILL BE PERFORMED ROUTINELY DURING DRY WEATHER CONSTRUCTION. SEDIMENT RETENTION D.3.5.2, SEDIMENT POND. THE PROPOSED DETENTION PIPE WILL BE MODIFIED BY INSTALLATION OF AN INTERNAL RISER TO SERVE AS A SEDIMENTATION FACILITY. THE REQUIRED FACILITY SIZE IS BASED ON THE RUNOFF FROM THE 15 MINUTE PEAK FLOW FOR THE 2 YEAR STORM EVENT FROM THE SITE, 0.1 CFS THE MINIMUM POND SURFACE AREA HAS BEEN CALCULATED FOR MEDIUM SILT AS FOLLOWS: SA = 2080 X Q2 SA = 208 SQUARE FEET THE DETENTION PIPE SHOWN ON THE CONSTRUCTION DRAWINGS PROVIDES APPROXIMATELY 650 SQUARE FEET OF SURFACE AREA. D.3.5.3, STORM DRAIN INLET PROTECTION. SILT SACKS WILL BE INSTALLED IN THE EXISTING CATCH BASINS IN THE STREETS AND IN THE NEW CATCH BASINS ON THE SITE AS THEY ARE INSTALLED. THEY WILL TRAP COARSE SEDIMENT PREVENTING IT FROM BEING CONVEYED DOWNSTREAM. SURFACE WATER CONTROL 0.3.6.4, DITCHES. DITCHES WILL BE INSTALLED TO CONVEY RUNOFF FROM THE SITE TO THE DETENTION /SEDIMENTATION PIPE. ROCK CHECK DAMS WILL BE USED IN THE DITCHES TO HELP REDUCE VELOCITIES ON STEEPER SLOPED AREAS. DE- WA TERI NG CONTROL GENERALLY DE- WATERING IS NOT EXPECTED TO BE NEEDED ON THE SITE HOWEVER DUE TO THE DEPTH OF THE DETENTION VAULT EXCAVATION, GROUNDWATER MAY BE INTERCEPTED. IF PUMPING IS NECESSARY THE DISCHARGE SHALL BE PLACED TO ALLOW FOR FILTRATION THOUGH A MINIMUM OF 25 FEET OF ESTABLISHED VEGETATION OR IT MAY BE NECESSARY TO UTILIZE A PORTABLE SEDIMENT TANKS, SUCH AS A BAKER TANK. DUST CONTROL THE REQUIREMENT FOR DUST CONTROL MAY BE IMPORTANT ON THIS SITE. THE PROPOSED TIMING, DURING THE DRY MONTHS, WILL INCREASE THE CHANCE OF WIND BORN MATERIAL TO LEAVE THE SITE. THE APPLICATION OF WATER TO BARE AND DRY SOIL WILL OCCUR AS CONDITIONS DICTATE FLOW CONTROL WITH INSTALLATION OF THE DETENTION VAULT EARLY IN CONSTRUCTION AND BY DIRECTING SITE RUNOFF TO THE VAULT, THE INCREASES IN RUNOFF DUE TO THE CHANGING SITE COVER CHARACTERISTICS WILL BE MI TIGA TED FOR. WET SEASON CONSTRUCTION THE SITE WORK FOR THIS PROJECT IS EXPECTED TO OCCUR DURING THE SUMMER OF 2009. HOWEVER IF DELAYS OCCUR THE COMPLETION DATE MAY EXTEND INTO THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). NO SOIL SHALL REMAIN EXPOSED FOR MORE THA CONSECTIVE WORKING DAYS. IN ADDITION ANY EXPOSED SOILS BE STABILIZED AT THE END OF THE WORKDAY PRIOR TO A WEE HOLIDAY OR PREDICTED RAIN EVENT DURING WET SE CONSTRUCTION, ADDITIONAL EROSION CONTROL MEASURES MA REQUIRED. THESE INCLUDE BUT ARE NOT LIMITED TO ADDITI FILTER FABRIC FENCING, ROCK AND STRAWBALE CHECK D MULCHING AND PLASTIC SHEETING. CRITICAL AREA RESTRICTIONS THERE ARE NO CRITICAL AREAS ON THIS PROPERTY OR ON ADJACENT PROPERTIES. PART 2: POLLUTION PREVENTION PLAN DESIGN THOSE BMPS CONTAINED IN VOLUME II OF THE DOE MANUAL MAY BE USED TO CONTROL POLLUTION FROM SOURCES OTHER THAN SEDIMENTATION. THE FINAL DRAINAGE REPORT WILL PROVIDE ADDITIONAL DETAIL ON BMPS FOR THESE POLLUTANTS. VOLUME 11 OF THE DOE MANUAL SHALL ALSO BE REVIEWED DURING CONSTRUCTION IF ANY OTHER BMPS BECOME RELEVANT. STORAGE AND HANDLING OF LIQUIDS COVER, CONTAINMENT, AND PROTECTION FROM VANDALISM SHALL BE PROVIDED FOR ALL CHEMICALS, LIQUID PRODUCTS, PETROLEUM PRODUCTS, SOLVENTS, DETERGENTS, PAINT, PESTICIDES, CONCRETE ADMIXTURES AND NON -INERT WASTES PRESENT ON THE SITE (SEE CHAPTER 173 -304 WAC FOR THE DEFINITION OF INERT WASTE). SECONDARY CONTAINMENT SYSTEMS SHALL BE SIZED TO ADEQUATELY PROVIDE FOR CONTAINMENT OF ALL LIQUIDS ON SITE. STORAGE AND STOCKPILING OF CONSTRUCTION MATERIALS AND WASTES ALL POLLUTANTS, INCLUDING WASTE MATERIALS AND DEMOLITION DEBRIS, THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORMWATER. WOODY DEBRIS MAY BE CHOPPED AND SPREAD ON SITE. FUELING COVER, CONTAINMENT, AND PROTECTION FROM VANDALISM SHALL BE PROVIDED FOR ALL CHEMICALS, LIQUID PRODUCTS, PETROLEUM PRODUCTS, AND NON -INERT WASTES PRESENT ON THE SITE (SEE CHAPTER 173 -304 WAC FOR THE DEFINITION OF INERT WASTE). MAINTENANCE, REPAIRS AND STORAGE OF VEHICLES AND EQUIPMENT MAINTENANCE AND REPAIR OF HEAVY EQUIPMENT AND VEHICLES INVOLVING OIL CHANGES, HYDRAULIC SYSTEM DRAIN DOWN, SOLVENT AND DE- GREASING CLEANING OPERATIONS, FUEL TANK DRAIN DOWN AND REMOVAL, AND OTHER ACTIVITIES WHICH MAY RESULT IN DISCHARGE OR SPILLAGE OF POLLUTANTS TO THE GROUND OR INTO STORMWATER RUNOFF MUST BE CONDUCTED USING SPILL PREVENTION MEASURES, SUCH AS DRIP PANS. CONTAMINATED SURFACES SHALL BE CLEANED IMMEDIATELY FOLLOWING ANY DISCHARGE OR SPILL INCIDENT. EMERGENCY REPAIRS MAY BE PERFORMED ON -SITE USING TEMPORARY PLASTIC PLACED BENEATH AND, IF RAINING, OVER THE VEHICLE. CONCRETE SAW CUTTING, SLURRY AND WASHWATER DISPOSAL CONCRETE SAW WATER, WHEEL WASH OR TIRE BATH WASTEWATER SHALL BE DISCHARGED TO A SEPARATE ON -SITE TREATMENT SYSTEM OR TO THE SANITARY SEWER. HANDLING OF PH ELEVATED WATER BMP'S SHALL BE USED TO PREVENT OR TREA T CONTAMINATION OF STORMWATER RUNOFF BY PH MODIFYING SOURCES. THESE SOURCES INCLUDE BULK CEMENT, CEMENT KILN DUST, FLY ASH, NEW CONCRETE WASHING AND CURING WATERS, WASTE STREAMS GENERATED FROM CONCRETE GRINDING AND SAWING, EXPOSED AGGREGATE PROCESSES, AND CONCRETE PUMPING AND MIXER WASHOUT WATERS. STORMWATER RUNOFF SHALL NOT CAUSE A VIOLATION OF THE WATER QUALITY STANDARD FOR PH IN THE RECEIVING WATER. APPLICATION OF CHEMICALS INCLUDING PECTICIDES AND FERTILIZERS APPLICATION OF AGRICULTURAL CHEMICALS INCLUDING FERTILIZERS AND PESTICIDES SHALL BE CONDUCTED IN A MANNER AND AT APPLICATION RATES THAT WILL NOT RESULT IN LOSS OF CHEMICAL TO STORMWATER RUNOFF. MANUFACTURERS' RECOMMENDATIONS FOR APPLICATION RATES AND PROCEDURES SHALL BE FOLLOWED. 1. THIS STORMWATER POLLUTION PREVENTION AND SPILL (SWPPS) PLAN IS CONCEPTUAL ONLY AND MAY BE MODIFIED AS NECESSARY BASED ON THE CONSTRUCTION TIMING AND SITE CONDITIONS. AT ALL TIMES FUEL OR OTHER CHEMICALS AND THEIR STORAGE /USE AREAS SHALL COMPLY WITH THE APPROPRIATE DEPARTMENT OF ECOLOGY STANDARDS. SEE POLLUTION PREVENTION REPORT AND SPILL PREVENTION AND CLEANUP REPORT FOR MORE INFORMATION. 2. THE PERSONNEL RESPONSIBLE FOR SPILL PREVENTION AND CLEANUP ARE: NAME RESPONSIBILITY PHONE 3. WORK HOURS WILL BE LIMITED TO DAYLIGHT HOURS. LIGHTING AND SIGNAGE WILL NOT BE REQUIRED FOR REFUELING DURING EVENING HOURS. 4. DRIP PANS OR PLASTIC COVERING SHALL BE USED BENEATH ALL VEHICLES DURING MAINTENANCE AND REPAIR OPERATIONS SIGNS SHALL BE CLEARLY POSTED STATING THAT NO VEHICLE WASHING MAY OCCUR IN THE AREA. 5. THE USE AND STORAGE OF CHEMICALS, PESTICIDES IS NOT ANTICIPATED ON THIS SITE FERTILIZERS MAY BE APPLIED WITH THE LANDSCAPE PLANTINGS AND WILL BE STORED IN CLOSED WATER -PROOF CONTAINERS. 6. SPILL RESPONSE MATERIALS SHALL BE STORED IN OR ADJACENT TO THE JOB TRAILER AND SHALL BE QUICKLY ACCESSIBLE. 7. THE USE OF STATIONARY REFUELING TANKS IS NOT ANTICIPATED FOR THE PROJECT. EVIEWED FOR DE COMPLIANCE BEAPPRfVED NAL n n nnl9 O(� THE CityotTukwila BUILDING DIVISI(1W SWPPS NOTES RECEIVED CITY OF TUKWILA SFP 2 5.2009 PERMIT CENTER LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1- 800 - 424 -5555) FOR UTILITY LOCATIONS. urrnt L D i• u ort1mwr ®2ons er HARMW • ASSOaA7!s c REVISIONS STA 1 88.0 130.9' LT - 2aIirs 009M2 QT RPPA- - - - -&- HOT OR APPROVEQ - - _EQUAL £EE DETAIL 3/C2.0_ - - PROPOSED - - 9TA - 10+926,. 125.5' LT BUILDING FFE,= 59.5 27 LF 4" FIREUNE - - - - CAP & MARK 5' FROM &QG S A 1. +81.1, %79.1' LT,' 15 LF 4" DI II FIRE DEPARTMENT CONNECTION PER DETAIL ,2/C2.0 LT ' ,'DETAIL WS -13 , SSMH RIM 58.75 IE 50.05 5 _0.06419 - Li •3 MH to MH . FOUND PK NAIL 0.07E & 0.45'S BM #1 SAN STA 10 +69.6, 87.8' LT 1 -4" 90• DI BEND THRUST BLOCKING STA 10 +35.1, 67.4' LT 1 -6" TAPPING TEE THRUST BLOCKING SAWCUT & PATCH PER STANDARD DETAIL RS -03 CROSSIWG SEWER 1E43.0 SAN STO T POUND PK ' G 3"FA, i0 ± L $ 6" CLEANOUT -. 0.04 Sc 1.49 - OF CALC. POS. 1E34.52 ,' SD I I I SDCB RIM, 41.91 _ _ 18" IE OUT 5&26 - -STA 10 +85.7, 132.0'LT 1 -1%2� WATER METER PE ' 9Tp DTL WS -0 STA 10 +69.7 139.6' LT POINT OE CONNECTION FOR 24 LF 2" SERY10E LINE STA 10 +68.5, 137.1' LT 1-4 TAPPING TEE THRUST--B2OCKING SAWCUT & PATCH - f STANDARD DETAIL Rs -03 STA 10+87.7, 125.7' LT ` 1" IRRIGATION D�DUaT METE SEE STD DTI. WS 01 STA 10 +00 AT SW PROPERTY CORNER J: \KOVACH \TUKWILA DRA 08- 200 \CE \DWG \CDS \C2 - U71LITY 08- 200.DWG 09/23/2009 N N N / SAWCf%T &,PATC' PER STAND..., SQGB ,'DETAIL RSjO - - J RIM 39.25 J / \ 1 18" IE 11'34.45' - - .18" IE OUT 34.,3 2 11 +00 SCALE: NONE , SW 1/4, SECTION 14, TOWNSHIP 23, RANGE 4 EAST, W. M. .-...------------ wI V v - ( - I � o , AU SSMH RIM 35.38 W W c oWV !E '24.38 W SCALE: 1" = 20' RPPA & HOT BOX DETAIL a z S. W ' --� ° .. ONNECT 190.9 SEWER 94 CONTRACTOR SMALL t' RIFY INVEr�T ELEVATION AND GRADES AS NE � -= '�� -- '►' - - - _ - - 55- SA NI TA R Y SEWER & WA TER PLAN SDCB / RIM 31.81 18" IE 1N 28.11 18" IE /OUT 27.91 1 +00 \ \ S ' S 135TH S T'I,, (NOT OPEN) \ \ I V 3 9/16 C 4 1141 REAR L1IO SEAM FRONT LID SEAM 13/ 39 213/8 1 WATTS 009 - QT HOT BOX ... P THE ENGINEERED ENCLOSURE /1 Ir .'- • M rM•, , ,1� r, J co M ,j. 1•! 41 i • ..� 2. RECOMMENDED SLAB SIZE : 50 "L x 24 "W x 4" MINIMUM THICKNESS cp 4 3 9/16 5 . THE BACKFLOW PREVENTER SHALL BE HEATED BY AN 18' -O ", 90W, 120V, SINGLE PHASE HEAT TRACE TAPE. NOTES: 1. ALL DIMENSIONS ARE APPROXIMATED IN INCHES. 3. "E" INDICATES THE ELECTRICAL RECEPTACLE. IT SHALL BE MONTED A MINIMUM OF 28" ABOVE THE SLAB. 4. THE ENCLOSURE IS DESIGNED AS A FLIP -TOP TO ASSURE EASIER ACCESS AND MAINTENANCE. 6. THE UNIT IS A LB2T WHEN INSTALLED WITHOUT THE HEAT. RESTRICTED DRAWING. PATENT # 4,726,394. Hot Box 250 LANE AVE N. JACKSONVILLE, FLORIDA 32254 ( 904) 786 -0204 ( 800) 736 -0238 FAX ( 904) 783 -6965 http' / /www, hot -box, corn REV. 1: REV. 2: TITLE : 2" WATTS 009 -QT (STANDARD #H62- T ENCLOSURE - FIBERGLASS FLIP-TOP) ENGINEER / CONTRACTOR : REV. 3: SCALE: LOCATION : REP. / DISTRIBUTOR : BYTD9TE /D2 97 2WCQ -X1 APPROVED /DATE : QUOTE NO.: , I I I I I I I I I 1 I I I I I I I I I I / i - , , I - I \ , , , , ' I 1 -y. \ I I I I 1 I \ , I -5-- i NO TES UTILITY NOTES 1" = 20' 0 10 20 VERTICAL DATUM ASSUMED 70.0' AT SOUTH PROPERTY CORNER BM #1: PK NAIL ON CENTERLINE OF 53RD AVE S AT SOUTH PROPERTY LINE ELEV 70.00 BM #2: PK NAIL ON CENTERLINE OF 53RD AVE S AT NORTH PROPERTY LINE ELEV 40.69 1. SITE LAYOUT BY KOVACH ARCHITECTS. 2. TOPOGRAPHIC SURVEY BY RICH GIVENS & ASSOCIATES. 3. VERIFY UTILITY STUB LOCATIONS WITH MECHANICAL DRAWINGS. 4. VERIFY WATER METER AND SUPPLY LINE SIZE WITH MECHANICAL DRAWINGS. 5. VERIFY FIRELINE SIZE WITH FIRE SPRINKLER CONTRACTOR DRAWINGS. 6. PROVIDE SANITARY SEWER CLEANOUT AT EDGE OF BUILDING PER CITY STANDARDS. 7. RPBA TO BE LOCATED IN MECHANICAL ROOM OF BUILDING. 8. FIRE LINE CHECK VALVE ASSEMBLY TO BE LOCATED IN FIRE SPRINKLER ROOM OF BUILDING. MAKE AND MODEL TO BE SPECIFIED ON THE FIRE SPRINKLER CONTRACTOR DRAWINGS. 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 REQUIREMEN TS 2. POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN A TRENCH WITH A 5'MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND U TILI TIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. 40 FLANGE 6" TO 10" ABOVE FLOOR 2" CLEARANCE AROUND PIPE THROUGH FLOOR . F ,.,,55: : $ PExPE OR FLxPE SPOOL FLOOR FLANGE SUPPLY FIRE DEPARTMENT STAND PIPE AND DRY SIDES CONNECTION WITH STORTZ 30' ELBOW NOTES: REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila 6UiLDINC OIVICIf1M 1. SUPPLY AND DRY LINES TO BE RESTRAINED BY FIELD LOCK GASKETS ON BELL JOINTS MEGA LUGS AND BLOCKING AT ALL CHANGE IN DIRECTION. PIPE TO BE CLASS 52 DI PIPE 2. FIRE SYSTEMS SHALL BE DESIGNEDBY A NICET LEVEL 3 DESIGNER. FIRE SYSTEMS SHALL BE INSTALLED BY A NICET LEVEL U CERTIFIED DESIGNER. 3. 1" SADDLE TAP BALL DRIP WITH 90' DOWNTURN IN A BED OS 1" TO 1 -1/2" WASHED ROCK ENVELOPE 1N GEO FILTER FABRIC. HEIGHT OF DRIP CHECK DETERMINED BY DRAINAGE BAND GROUND WATER ELEVA110N. 4. FDC TO BE A 4" STORTZ NON - SWIVEL 30 DOWN ELBOW WITH LOCKING FDC STORTZ CAP (#3080 FROM WWW°KNOXBOX.COM). FDC STAND PIPE TO BE PAINTED WITH 2 COATS HIGH GLOSS RUST- O -LEUM FIRE DEPARTMENT RED BARREL NO. 1210. DO NO PAINT 30' ELBOW. 5. CENTER OF FIRE HYDRANT TO CENTER OF FDC TO BE NO MORE THAN 50' AND NO LESS THAN 4' APART. 6. PRESSURE TESTING PER NFPA 24 STANDARDS IN 200 PSI FOR 2 HOURS 7. FLUSH PER NFPA STANDARDS FULL FLOWS WITH BURLAP BAGS FOR DEBRIS INSPECTION. FLOW OF FLUSH WILL BE NO LESS THAN 10 CUBIC FEET PER SECOND. 8. SOURCE WATER FOR FLOW TESTING TO BE PROTECTED BY MEANS OF A TEMPORARY DCVA THAT HAS BEEN VERIFIED TESTED BY A BACKFLOW ASSEMBLY TESTER. DCVA'S ARE TO BE A MINIMUM OF 4" DIAMETER AND SIZED TO ACHIEVE PROPER FLOW FOR FLUSH AFTER HYBRID TESTING HAS BEEN ACHIEVED. FLOW CALCULATIONS TO BE ESTABLISHED BY A NICET LEVEL 3 SYSTEM DESIGNER. FIRE DEPARTMENT CONNECTION DETAIL SCALE: NONE LEGEND X000 OSLO GM WM 0 OGVOWV 0 - E - - W - - G SD- -SAN- -0- UV O PP T 5" STORTZ TYPE FIRE DEPARTMENT CONNECTION WITH 30' ELBOW NON - SWIVEL. INCLUDE LOCKING KNOX FDC CAP -v Lr CLASS 52 DI 4" MIN WATER, TEL, SEWER OR DRAIN MANHOLE CATCHBASIN SANITARY SEWER CLEAN OUT FIRE HYDRANT GAS OR WATER METER GAS OR WATER VALVE SIGNS UTILITY VAULT POWER POLE ELECTRICAL VAULT SURVEY MONUMENT GAS VALVE CORNER LOCATION TV AND TELEPHONE RISER GUY WIRE PLANTER WITH TREE OVERHEAD POWER WATER GAS STORM DRAIN SANITARY SEWER FENCE LINE I4 PROVIDE RODDING ? C 1. �r MEGA LUG OR FLANGExMJ OR FLANGE 90' BEND MJxMJ WITH MEGA LUGS -FIELD LOCK GASKETS SUPPLY ADN DRY SIDES 4" OR 6" GALV 90• BEND 4" OR 6" GALV STEEL 1" SADDLE TAP BALL DRIP CHECK VALVE ASSEMBLY GEO FILTER FABRIC 1" To 1 -1/2" WASHED ROCK THRUST BLOCK THRUST BLOCK SIZED TO SPEC SIZED TO SPEC cfY OF TUKWILA SEP 252009 PERMIT CENTER LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1- 800 - 424 -5555) FOR UTILITY LOCATIONS. Lll/BU l D II RK 00PYRtGHT ®2008 BY HAR�ISdi a ABSOCA7ES rvc 0 o� REVISIONS DRAWING: C2 SHEET: 3 OF 10 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 'BUMP 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. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. I MPER VOUS SURFACE CALCULATION EXISTING 0.00 acre PROPOSED 0.33 acre 0 2' MIN �j� \ >d \ //� TOP 37.60 v 37.56 PEAK STORAGE 137 "x87" CORRUGATED STEEL PIPE -ARCH 5x1 OR 3x1 CORRUGATION ELEV 30.35 1 .,��I•,�•�i �\ �� 1 'I�dVlDE FITTINGS \ \\ ► �T�`, l AS NECESSARY \ LINEAL FOOT ROOF /FOOTING DRAIN DETAIL SCALE: NONE S00007 Q QQ � p ? 0 ELEV 30.85 2" VENT PIPE TO VAULT cJ SHEAR GATE PER SNOCO STD DWG 5-250- / \ / /,'/ /. SCALE: NONE DOWNSPOUT DOWNSPOUT EXTENDS 2" INTO ADAPTOR PROVIDE ADAPTER TO CONNECT DOWNSPOUT TO 6" PVC 17GH 7LINE D.S.'S TO C.B. RIM ELEV 40.0± (MATCH) LIFT HANDLE FOR SHEAR GATE \ \ \� \\/ /\ j� \ \/ . .. • 6" M!N 30.85 PRECAST TYPE 11 -54" MANHOLE J: \KOVACH \TUKWILA DRA 08- 200 \CE \DWG \CDS \C3 -STORM 08- 200.DWG 09/23/2009 4 ELEV 37.56 TOP OF RISER ANCHOR STRAP MIN. OF 2 ELEV 36.35 1/2 "0 SHARP EDGE SHOP DRILLED ORIFICE. 12" 0 RISER ASSEMBLY 12" PIPE TO f OUTFALL \ \ //\ j \\ �' . / ELEV 28.85 K/ \ \ < 1/2 "0 SHARP EDGE SHOP DRILLED ORIFICE j PROVIDE GALVANIZED </ WIRE MESH STRAINER FLOW CONTROL SDMH #10 DETAIL . FOUND PK NAIt 0.07E & 0.45'S BM #1 sw 1/4, SECTION 14, TOWNSHIP 23, RANGE 4 EAST, W. M. U77LI TY ROOM -- - -FF-E = 42.2 L SSMH RIM 58.75 !E 50.05 .5- 0 (� ---'�- \ 399.9' MH to MH SDCB #B, TYPE 1 STA 10 +16.4, 3.6' LT RIM 68.41 SAN J CT I I - SDCB - - 'RIM 39.25 -- - - 18" IE IN'34.45" ''I ,i8" IE OUT 34.,3 -------: I ADJUST G; ' SAN SDCB RIM, 41.91 - - _ 18" IE OUT 38.26, - _ SDCB #7, TYPE J STA 1Qf93.3, 164.4' LT RIM 40.54 - - ,SDCB #3 TYPE 11 54" STA 1'r +07.7 162.3' LT 'RIM 41.1 178 LF)2" �CPEP s = 0.162 FTfFT STA 10 +00 AT SW PROPERCORNER SAN FL 0 W CON TROL MANHOLE NO TES: (FOUND PK NAIL - j 0.04'E & 1.49S y � OF CALC. POS. BM. SD c SAN N N y /I / I / I / 11+00 1. EXCEPT AS SHOWN OR NOTED, UNITS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE REQUIREMENTS FOR CATCH BASIN TYPE 11, 54" MINIMUM DIAMETER. 2. FOR DETAILS SHOWING GRADE RING, LADDER, STEPS, HANDHOLDS AND TOP SLABS, SEE STANDARD DRAWING 9 -074, "CATCH BASIN DETAILS ". 3. THE RESTRICTOR /SEPARATOR AND PIPE SUPPORTS SHALL BE OF THE SAME MATERIAL AND SHALL BE FABRICATED FROM 0.06" ALUMINUM OR 0.064" ALUMINIZED STEEL OR 0.064" GALVANIZED STEEL PIPE IN ACCORDANCE WITH ASSHTO M36, M196, M197 AND M274. GALVANIZED STEEL SHALL HAVE TREATMENT 1. 4. OUTLET SHALL BE CONNECTED TO CULVERT OR SEWER PIPE WITH A STANDARD COUPLING BAND FOR CORRUGATED METAL PIPE OR GROUTED INTO THE BELL OF CONCRETE PIPE 5. THE VER17CAL RISER STEM OF THE RESTRICTOR /SEPARATOR SHALL BE THE SAME DIAMETER AS THE HORIZONTAL OUTLET PIPE WITH AN 8" MINIMUM SIZE 6. FRAME AND LADDER OR STEPS CAN BE OFFSET SO THAT (1) CLEANOUT GATE IS VISIBLE FROM TOP, (2) CLIMB DOWN SPACE IS CLEAR OF RISER AND CLEANOUT GATE, (3) FRAME IS CLEAR OF CURB (IF ANY EXISTS). 7. MULTI- ORIFICE ELBOWS MAY BE LOCATED AS SHOWN ON ONE SIDE OF RISER TO ASSURE LADDER CLEARANCE. SIZE OF ELBOWS TO BE DETERMINED BY THE ENGINEER. 8. RESTRICTOR PLATE WITH ORIFICE AS SPECIFIED IN THE PLANS. OMIT PLATE IF ONLY FOR OIL POLLU770N CONTROL. SPECIFIED OPENING TO BE CUT ROUND AND SMOOTH. 9. CLEANOUT GATE /SHEAR GATE: ALUMINUM ALLOY PER ASTM B- 26- ZG -32a OR CAST IRON ASTM A48 CLASS 308 AS REQUIRED. LIFT HANDLE EITHER SOLID OR TUBING WITH ADJUSTABLE HOOK AS REQUIRED. NEOPRENE RUBBER GASKETS REQUIRED BETWEEN FLANGES. 10. ALTERNATIVE CLEANOUT GATE /SHEAR GATES TO THE DESIGN SHOWN ON STD DWG 9 -190 ARE ACCEPTABLE PROVIDED THEY MEET THE MATERIAL SPECIFICATIONS ABOVE AND HAVE A SIX -BOLT, 10 -3/8" BOLT CIRCLE FOR BOLTING TO THE FLANGE CONNECTION. 5/8" DIAMETER STAINLESS STEEL EXPANSION BOLTS SHALL BE USED. 11. RESTRICTOR TEES MAY BE FABRICATED (EXTRUSION WELDED) FROM DOUBLE - WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE PIPE MEETING THE REQUIREMENTS OF SECTION 9- 04e(1) OF THESE STANDARDS. PIPE SUPPORTS FOR THE RESTRICTOR SHALL BE FABRICATED FROM THOSE MATERIALS LISTED IN NOTE 3 ABOVE. THE OUTLET SHALL BE CONNECTED TO CULVERT OR SEWER PIPE WITH A PREMIUM COUPLING, BY USING A HEAT SHRINK ADAPTER TO OTHER TYPES OF PIPE, OR BY FABRICATING A SMOOTH OR TAPERED OUTLET TO SLIP INSIDE OF THE CULVERT OR SEWER PIPE. w D 4" PERFORATED IIDERDR N CONNECT TO SDCB,#1 w . sAN_ -� 1 T 1 I 1 1 1 rt w L _--STK 11 +77.9,,'189.4' LT RIM 35.06 ,' / r PROVIDE SOUD COVER / + SET FLUSW WITH WALK / •V r N D . ASE ' SSMH RIM 35.38 W W IE '24.38 W „�---- SDCB #1E-tC _ 1 ±00 S 135TH S T ', (N 0 T 137 "x87" CORRUGATED STEEL PIPE -ARCH, WALL THICKNESS PER MANUFACTURER. MANUFACTURER SHALL SPECIFY MIN PIPE THICKNESS & SPECIFY ADDITIONAL CONSTRUCTION PIPE COVER AS REQUIRED, TYPICAL. DETENTION PIPE SHALL MEET HS -20 LOADING SPECIFICATIONS PIPE BEDDING PER WSDOT STD PLAN B- 55.20 -00 / / \� \.��\` - �?�� // \/ \// /�/ ' / i \2' MIN/ � / CONCRETE PAVEMENT /// /\ \�� PER PAVING PLAN \�/ 4 4 d 4, 137 "x87" CORRUGATED STEEL PIPE -ARCH 5x1 OR 3x1 CORRUGATION IE = 30.35 4 a 4 a as G. 4 / SDCB / RIM 31.81 18" IE !i(l 28.11 18" !E /OUT 27.91 / / sDC #2 TYPE 11 54" ST, 11 +77.9, 174.0' LT RIM 39.77 SE. DETAIL 3/C3.0 I I I I I F�ROWDE 10 LF 18" STEEL SLEEVE UNDER ROCKERY I I SCALE: NONE PEN) 1 v 37.56' PEAK STORAGE 'LIVE' STORAGE BOTTOM OF 'LIVE' STORAGE v 30.85 - SEDIMENT STORAGE 1 " TO 1 -1 /2" WASHED DRAIN ROCK, 6" MIN. SURROUNDING PIPE a 1 1 \ 1 ,\ \ \ \`\\ \\�; \,\ \`, \`, \`` \ \` \ \ \ \ 1 ,. ' _ ..J \ - - -- •'\ ', - - -____ - - - ' \' -- - - - 4 a DE TEN TI ON PIPE DE TAI L SDCB #6 TYPE 1 STA 12 +38.8, 53.1' LT RIM 52.90 1 CARTRIDGE CATCHBASIN STORMFILTER BY CONTECH STORMWA TER SOLU77ONS SEE DETAIL 1/C3.1 PROVIDE ADDl77ONAL CONSTRUCTION - LOAD COVER PER PIPE MANUFACTURERS SPECIFICATIONS AS REQUIRED, TYPICAL -- -' - -- - -'� ` --‚- LEGEND X000 O IeI - E - G SD- -SAN- NOTES ij - 4 4 4 4 '. d : \/\ 4 / Fjai ;, g4 . bO I ( 0 4" PERFORATED UNDERDRAIN, WRAP WITH MIRIF! 500X OR EQUAL, SET AT BOTTOM OF "LIVE" STORAGE ELEVATION CONNECT TO SDCB # 1" = 20' 0 10 20 D -o- SIGNS O UTILITY VAULT O PP POWER POLE 2. TOPOGRAPHIC SURVEY BY RICH GIVENS & ASSOCIATES 40 VERTICAL DATUM ASSUMED 70.0' AT SOUTH PROPERTY CORNER BM #1: PK NAIL ON CENTERLINE OF 53R0 AVE S AT SOUTH PROPERTY LINE ELEV 70.00 BM #2: PK NAIL ON CENTERLINE OF 53RD AVE S AT NORTH PROPERTY LINE ELEV 40.69 WATER, TEL, SEWER OR DRAIN MANHOLE CATCHBASIN OSCO SANITARY SEWER CLEAN OUT �• FIRE HYDRANT GM WM GAS OR WATER METER OGV OWV GAS OR WATER VALVE © ELECTRICAL VAULT c+* SURVEY MONUMENT O G V GAS VALVE CORNER LOCATION ATV OTR TV AND TELEPHONE RISER 7 GUY WIRE PLANTER WITH TREE OVERHEAD POWER - w WATER GAS STORM DRAIN SANITARY SEWER 1. SITE LAYOUT BY KOVACH ARCHITECTS ROOF DRAIN NOTES DESIGN BUILD BY CONTRACTOR PER SPECIFICA770NS BELOW. 1. 6" PVC MINIMUM. 2. 1X SLOPE MINIMUM. 3. PROVIDE CLEANOUTS AT BENDS & TEES 4. COORDINATE DOWNSPOUT LOCATION WITH ARCHITECTURAL PLANS. REE COMP E COD A PPROVED FEB 2 2 2010 CityofTukwila BUILDING DIVISION RECEIVED CITY OF TUKIMLA SEP 2 5 2009 PERMIT CENTER LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. PRIOR TO STARI7NG CONSTRUCTION, CONTACT ONE -CALL (1- 800 - 424 -5555) FOR U 17LI TY LOCATIONS IN Im II K COPYItpFIT ®400/ 8Y HARMWI & AS.9O A1ES MdC 0 M REVISIONS DRAWING: C3 SHEET: 4 OF 10 I - CARTRIDGE CATCNBASIN STORMFILTER DATA STRUCTURE ID SDCB #G WATER QUALITY FLOW RATE (cfs) 0,0238 PEAK FLOW RATE (< I cfs) 0.17 RETURN PERIOD OF PEAK FLOW (yrs) 100 CARTRIDGE FLOW RATE (I 5 OR 7.5 qpm) I I .25 MEDIA TYPE (CSF, PERLITE, ZPG) ZPG RIM ELEVATION 52.90' PIPE DATA: I.E. DIAMETER INLET STUB N/A N/A OUTLET STUB 49.85' 12" CONFIGURATION OUTLET OUT 1❑• INLET IN SLOPED LID YE , SLOPED LID YES SP) SOLID COVER YE •) NOTES/SPECIAL REQUIREMENTS: 2- CARTRIDGE CATCNBASIN STORMFILTER DATA STRUCTURE ID SDCB #5 WATER QUALITY FLOW RATE (cfs) • 0.0273 PEAK FLOW RATE (< I cfs) 0.195 RETURN PERIOD OF PEAK FLOW (yrs) 100 CARTRIDGE FLOW RATE ( 15 OR 7.5 qpm) 7.5 MEDIA TYPE (CSF, PERLITE, ZPG) ZPG RIM ELEVATION 55.92' PIPE DATA: I.E. DIAMETER INLET STUB N/A N/A OUTLET STUB 55.92' I 2" CONFIGURATION OUWET 101101 INLET SLOPED LID YE , SOLID COVER YE ,I • NOTES/SPECIAL REQUIREMENTS: WEIR WALL SCUM BAFFLE OUTLET STUB (SEE NOTES 4 *5) INLET STUB (OPTIONAL) (SEE NOTES 445) OUTLET STUB (SEE NOTES 445) CLEANOUT ACCESS PLUG ON WEIR WALL ©2006 CONTECH Stormwater Solutions • 6 •, 4 "0 INLET GRATE OPENING 2' -4 INSIDE t ` 4' • •• •' •1.. \\ NW ..W. SIMIN. [ 7 ! ••∎■■ L w Ani No 4' -4 3/4" OUTSIDE 2' INSIDE •. ~ • 1 • • [s 1- CARTRIDGE CATCHBASIN - PLAN VIEW 1- CARTRIDGE CATCHBASIN - SECTION VIEW OVERLAP ACCESS COVER • . • o : "' 2 I/2" UNDERDRAIN MANIFOLD 4" (TYP) REINFORCING BARS (SEE NOTE 6) CONCRETE COLLAR (SEE NOTE 6) STORM Fl LTER CARTRIDGE (TYP) (SEE NOTE 2) THE STORMWATER MANAGEMENT 5tormFilter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING w i n STORMWATER SOLUTIONS. contechstormwater.com STEEL CATCHBASIN STORMFILTER PLAN AND SECTION VIEWS STANDARD DETAIL -1 CARTRIDGE UNIT DRAWING 1 1/3 DATE: XX/XWXX I SCALE: NONE I FILE NAME: FILENAME I DRAWN: XXX I CHECKED: XXX • , • •• , • • ure. ••�� . IIIII • I.1 • .. • 4. a 4• • 41 1 4 - .1 • t 4. .4 . . 6" 6" • b r . M , it 02006 CONTECH Stormwater Solutions OUTLET STUB (SEE NOTES 445) WEIR WALL SCUM BAFFLE INLET STUB (OPTIONAL) (SEE NOTES 4 *5) 2- CARTRIDGE CATCHBASIN - PLAN VIEW OUTLET STUB (SEE NOTES 4 *5) CLEANOUT ACCESS PLUG ON WEIR WALL 2' _�_ 2'_8" INSIDE INSIDE 6' -9" OUTS' DE 2' INSIDE 2- CARTRIDGE CATCHBASIN - SECTION VIEW . Ion ACCESS COVER Z UNDERDRAIN MANIFOLD 6" OVERLAP 4" (TYP) REINFORCING BARS (SEE NOTE 6) 2" CONCRETE COLLAR (SEE NOTE 6) STORMFILTER CARTRIDGE (TYP) (SEE NOTE 2) THE STORMWATER MANAGEMENT StormFlter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING w>uVEwN,® %Mal i STORMWATER SOLUTIONS. contechstormwater.com STEEL CATCHBASIN STORMFILTER PLAN AND SECTION VIEWS STANDARD DETAIL - 2 CARTRIDGE UNIT DRAWING 1 1/3 DATE: XX/XX/XX I SCALE: NONE I FILE NAME: FILENAME I DRAWN: XXX I CHECKED: XXX J: \KOVACH \TUKW1LA DRA 08- 200 \CE \DWG \CDS \C3 —STORM 08- 200.DWG 09/23/2009 SW 1/4, SECTION 14, TOWNSHIP 23, RANGE 4 EAST, W. M. INLET STUB (OPTIONAL) (SEE NOTES 4* 5) ©2006 CONTECH Stormwater Solutions VARIES 2' -3 5/8" MAX. PERMANENT POOL ELEVATION 1- CARTRIDGE CATCHBASIN - SECTION VIEW 3' - 9" CARTRIDGE SUPPORT 2' -0 I/2" OUTSIDE 2' -3 5/8" 1- CARTRIDGE CATCHBASIN - SECTION VIEW OUTLET STUB (SEE NOTES 4* 5) 2 "0 OUTLET PIPE FROM UNDERDRAIN LIFTING EYE (TYP OF 4) PERMANENT POOL ELEVATION THE STORMWATER MANAGEMENT StormFilter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING w l uTrwu® ai STORMWATER •SOLUTIONS.. contechstormwater.com STEEL CATCHBASIN STORMFILTER SECTION VIEWS STANDARD DETAIL - 1 CARTRIDGE UNIT DRAWING 2 2/3 DATE: XX/XX/XX I SCALE: NONE I FILE NAME: FILENAME I DRAWN: XXX I CHECKED: XXX SDCB #6 STORMFILTER SCALE: NONE OUTLET STUB (SEE NOTES 4* 5) ©2006 CONTECH Stormwater Solutions 2 "0 OUTLET PIPE FROM UNDERDRAIN 2- CARTRIDGE CATCHBASIN - SECTION VIEW 3 - 9 " 2' -3 5/8" CARTRIDGE SUPPORT 2' -0 I /2" OUTSIDE 4 "0 OPENING PERMANENT POOL ELEVATION I ' -6" (TYP) VARIES 2' -3 5/8" MAX. INLET STUB (OPTIONAL) (SEE NOTES 4* 5) LIFTING EYE (TYP OF 4) PERMANENT POOL ELEVATION 2- CARTRIDGE CATCHBASIN - SECTION VIEW THE STORMWATER MANAGEMENT StormFilter® U.S. PATENT No. 5,322,629, No. 5,707, 527, No. 6,027,639 No. 6,649,048, No. 5,624,576, AND OTHER U.S, AND FOREIGN PATENTS PENDING w4 u LI® 1a' ■ ■■lvr' r! STORMWATE SOLUTIONS. contechstormwater.com STEEL CATCHBASIN STORMFILTER SECTION VIEWS STANDARD DETAIL - 2 CARTRIDGE UNIT DRAWING 2 DATE: XX/XX/XX I SCALE: NONE I FILE NAME: FILENAME DRAWN: XXX CHECKED: XXX SDCB #5 STORMFILTER SCALE: NONE 1 CARTRIDGE 2 CARTRIDGES GENERAL NOTES I) STORMFILTER BY CONTECH STORMWATER SOLUTIONS; PORTLAND, OR (800) 548 -4667; SCARBOROUGH, ME (877) 907 -8676; ELKRIDGE, MD (866) 740 -33 I8. 2) FILTERS TO BE SIPHON- ACTUATED AND SELF - CLEANING. 3) STEEL STRUCTURE TO BE MANUFACTURED OF 1/4 INCH STEEL PLATE. 4) STORMFILTER REQUIRES 2.3 FEET OF DROP FROM RIM TO OUTLET. INLET SHOULD NOT BE LOWER THAN OUTLET. INLET (IF APPLICABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. 5) CBSF EQUIPPED WITH 4 INCH (APPROXIMATE) LONG STUBS FOR INLET (IF APPLICABLE) AND OUTLET PIPING. STANDARD OUTLET STUB I5 8 INCHES IN DIAMETER. MAXIMUM OUTLET STUB IS 15 INCHES IN DIAMETER. CONNECTION TO COLLECTION PIPING CAN BE MADE USING FLEXIBLE COUPLING BY CONTRACTOR. 6) FOR H -20 LOAD RATING, CONCRETE COLLAR IS REQUIRED. CONCRETE COLLAR WITH QUANTITY (2) #4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 7) ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION, INLET GRATE ©2006 CONTECH Stormwater Solutions 2' -4" 2' -4" INSIDE RIM INSIDE RIM 4' -8 3/4" OUTSIDE RIM 1- CARTRIDGE CATCHBASIN - TOP VIEW ACCESS COVER 2' -4" INSIDE RIM THE STORMWATER MANAGEMENT StormFilter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,576, AND OTHER U.5. AND FOREIGN PATENTS PENDING w4luuTewu a -voi* i mivon STORMWATER SOLUTIONS contechstormwater.com STEEL CATCHBASIN STORMFILTER TOP VIEW, NOTES AND DATA STANDARD DETAIL - 1 CARTRIDGE UNIT DRAWING 3 3/3 DATE: XX/XX/XX I SCALE: NONE I FILE NAME: FILENAME I DRAWN: XXX I CHECKED: XXX GENERAL NOTES I ) STORMFILTER BY CONTECH STORMWATER SOLUTIONS; PORTLAND, OR (800) 548 -4667; SCARBOROUGH, ME (877) 907 -8676; LINTHICUM, MD (866) 740-3318, 2) FILTERS TO BE SIPHON- ACTUATED AND SELF - CLEANING. 3) STEEL STRUCTURE TO BE MANUFACTURED OF I /4 INCH STEEL PLATE. 4) STORMFILTER REQUIRES 2.3 FEET OF DROP FROM RIM TO OUTLET, INLET SHOULD NOT BE LOWER THAN OUTLET. INLET (IF APPLICABLE) AND OUTLET PIPING TO BE SPECIFIED BY ENGINEER AND PROVIDED BY CONTRACTOR. 5) CBSF EQUIPPED WITH 4 INCH (APPROXIMATE) LONG STUBS FOR INLET (IF APPLICABLE) AND OUTLET PIPING, STANDARD OUTLET STUB IS 8 INCHES IN DIAMETER, MAXIMUM OUTLET STUB IS 15 INCHES IN DIAMETER, CONNECTION TO COLLECTION PIPING CAN BE MADE USING FLEXIBLE COUPLING BY CONTRACTOR. 6) FOR H -20 LOAD RATING, CONCRETE COLLAR IS REQUIRED. CONCRETE COLLAR WITH QUANTITY (2) #4 REINFORCING BARS TO BE PROVIDED BY CONTRACTOR. 7) ALL STORMFILTERS REQUIRE REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE GUIDELINES FOR MORE INFORMATION. 02006 CONTECH Stormwater Solutions INLET GRATE • 4 • 4 • • 4. * I I ( • . . 2 -4 • INSIDE RIM 2' -4" INSIDE RIM 7' - I " 2' -4" INSIDE RIM i OUTSIDE RIM 2- CARTRIDGE CATCHBASIN - TOP VIEW ACCESS COVER (TYP) 2' -4" INSIDE RIM THE STORMWATER MANAGEMENT StormFilter® U.S. PATENT No. 5,322,629, No. 5,707,527, No. 6,027,639 No. 6,649,048, No. 5,624,576, AND OTHER U.S. AND FOREIGN PATENTS PENDING w4 IT L1® 'I�►'�F1 ■ Illlr�. - STORMWATER •SOLUTIONS contechstormwater.com STEEL CATCHBASIN STORMFILTER TOP VIEW, NOTES AND DATA STANDARD DETAIL - 2 CARTRIDGE UNIT DRAWING 3 3/3 DATE: XX/XX/XX I SCALE: NONE I FILE NAME: FILENAME I DRAWN: XXX I CHECKED: XXX D69 -110 2 11-14/0 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION CITY RECEIVED TIUKWILA SEP 2 5 2009 PERMIT CENTER LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1 -800- 424 -5555) FOR UTILITY LOCATIONS. UNPUBUSIED MORN COPYRIQHT ©2000 BY HARaf01FM & ASSO MES INC REVISIONS 0 0 CV 0 \ C c o x • qk A ▪ s-• Tao t!) ls DRAWING: • S HEET: 5 OF 10 70 SDCB in • It • 48 'E 1 50 ••• • • RIM •4.'7 • 36!".1E• 60 RIM :57 »33 12". IE :IN : 12 " 1E 'IN ` 49.55 49.55 ; ; • • :: :: <ll;- 12' IE •OUT 49.55 70 11" :IE: 65.41 45 SDCB 65 MANHOLE 37C3.:0 RIM: 39;7,7. 36:22 : ............. • � �` .... • � . . . ` ,. CONC AC I . /: :w: .. 3C" IE ••••1 "•lEOUT3665• �-.... .... IN 30.85 ... ,... RIM: 3 :0 STORMFILTER - z-- :: ....... --- ------ 40 55 35 . ' . ; • „ ... 65 .... .. -- • C�R�.DE .FINISH QRAQE ti A 12" 18" 18 "• IE IE:1N: 30 :76 IE: IN: 30;26 OUT 30 :26 I / \ 1 • • !7 . �0.: • • • ..... • • : ::: . : : CONNECT 60 137 "•x87•" • •P1pEi ARCH FT/FT :: 55 : : 0 : : :: :: : • • ....... APPRPXIMA.T � •••• :' JG ; STORM: PIPE :: 4 :::: 36•" : CpEP :: loop: FT/FT .. • 3• LF • 3E . S. m. o.Ooo "• • • • 55 50 CPEP: FT',47.. : 6" D, TO FIRE • FI•YDRANT I - . FINISH •GRADE N .. EXISTING SDCB •17,•'TYPE I 50 45 50 :: GROUND 1 ,S �8 it.: p � 6` ; ?.: • X ... '54" RIM 40•154 • 12 ": IE. 36 :34 17 1.F 12 "• CPEP : : 4 40 SDCB #2 TYPE II ; ; :.. 1. - •--- :EXISTING: SDCB • 40 •R1M•3 : ?8 :1'8 . IN . ": !E: IN :.54. ": IE: OU.T: 34.55 :(NE • • • 35 :.... ...... IE :I N: ::. 12"' 36.22 ... 4 „ Qr FARE 1.INE :2„• :RAM?: • • SERVICE: / ...... ....... ....... • . : : � �'`■ .... ..: 35 :IE :IN: 36.135- 30 ...... . . : ' 12 6 .SIDE SEWER ELEV '33.0 _ • • 1u , L J. 45 30 :: ... ..... 60 • SDCB 04 • TYPE It • 48 50 ••• • • RIM •4.'7 • 36!".1E• 60 RIM :57 »33 12". IE :IN : 12 " 1E 'IN ` 49.55 49.55 ; ; • • :: :: <ll;- 12' IE •OUT 49.55 11 : # 4. TYPE 45 SDCB 41• TYPO.1• MANHOLE 37C3.:0 RIM: 39;7,7. 36:22 : 40 SDCB .. ... .. ...... . . ` ,. CONC AC I . /: :w: .. 3C" IE ••••1 "•lEOUT3665• �-.... .... IN 30.85 ... ,... RIM: 3 :0 STORMFILTER - z-- :: ....... --- ------ 40 55 35 . ' . ; • „ ... ' • ' .... .. -- • C�R�.DE .FINISH QRAQE ti A 12" 18" 18 "• IE IE:1N: 30 :76 IE: IN: 30;26 OUT 30 :26 55 \ 1 • • !7 . �0.: • • • ..... • • : ::: . : : CONNECT TO • EXISTING 137 "•x87•" • •P1pEi ARCH FT/FT :: .. . :::: : : : : :: : : 0 : : :: :: : • • ....... 25 STORM: PIPE :: 4 :::: 36•" : CpEP :: loop: FT/FT .. • 3• LF • 3E . S. m. o.Ooo "• • • • APDROXXIMATE CPEP: FT',47.. : .. EXISTING : • :: : 50 :: GROUND ; '54" 50 4 SDCB #2 TYPE II .... RIM • 39.77 :.... ...... IE :I N: ::. 12"' 36.22 : : � �'`■ .... ..: 36" :IE :IN: 36.135- ...... . . : ' 12 IE: OUT: 30.85 45 :: ... ..... .. 45 10•LF ••• ••• • � STEEL SLEEVE . ..: ' • ...... \ ~� .. :L/IWER . ... a . : 4 ' . .. . . :ROCKERY • O,1 • p� 40 ..*4"). 40 35 \ • _ 35 30 30 15•LP •12 "•CPEP 25 S = • 0.116 • FT /FT 25 50 ::: SDCB: • s: TYPE Jr 54'' 50 ••• • • RIM •4.'7 • 36!".1E• OUT • 30.85• • 45 ; ; • • :: :: <ll;- :: • • :: •SDCB •02 •TYPE• 11 : # 4. TYPE 45 FLOW �P13oxt>vr x� (rSTING ROUND .... ......... • CONTROL :::SEE bL TAIL: 12" •IE:IN: MANHOLE 37C3.:0 RIM: 39;7,7. 36:22 : 40 SDCB . ;•,-1-, . . ` ,. CONC AC I . /: :w: .. 3C" IE ••••1 "•lEOUT3665• �-.... .... IN 30.85 ... ,... , STORMFILTER - z-- :: ....... --- ------ 40 RIM• 52:90 OUT 49:85 STRUCTURE: :1/03;1 35 55 : : : : : : : : :: :: : : :.. : : : :: .FINISH QRAQE ti A . 0 35 \ 1 50 !7 . �0.: 0: :: 30 : ::: . : : • • • :.: :CCItleUCA7ED : : : :: • 65 •L• STEEL : : : S:.... : O.:000: 137 "•x87•" • •P1pEi ARCH FT/FT :: .. . :::: : : : : :: : : 0 : 30 45 25 :: 4 :::: 36•" : CpEP :: loop: FT/FT .. • 3• LF • 3E . S. m. o.Ooo "• 25 CPEP: FT',47.. : 65 : : ' :SDCB :05 :TYPE' 1 65 • • • • : : : : ' ' • RIM • 58.22 •12 IE : STORMFIL :PER :DETAIL OUT• 55.92 1 Ell 5TRlicTURE 2 /.CC1 60 :: • • :: • /• ... f -••• :SDCB. # 4. TYPE ' II 4:8" ... ......... 16 TYPE t 60 pJ dX I1v1,A TE 1‘7319Q: : : : , 12'•' FUND .. ' . •12". . :12" .IE. IN 49.55 •IE• IN 4955 : It: OUt: 49.55 SDCB 55 • • • FINISH .... GRADE.... STORMFILTER - z-- :: ....... --- ------ 12" IE : : : :PER :DETA'14 - „• RIM• 52:90 OUT 49:85 STRUCTURE: :1/03;1 55 50 ti A . 0 \ 1 50 !7 . �0.: 45 ......... .. j , ... S ....... 61 S = ty. :12" .CPEP o. 005 : FT/.FT....... . 45 J: \KOVACH \TUKWILA DRA 08- 200 \CE \DWG \CDS \C3 -STORM 08- 200.DWG 09/23/2009 ROAD STORM PROFILE SCALE: H: 1" = 20' V: 1" = 5' STORM PROFILE SCALE: H: 1" = 20' V: 1 " = 5' SW 1/4, SECTION 14, TOWNSHIP 23, RANGE 4 EAST, W. M. DETENTION PROFILE SCALE: H: 1" = 20' V: 1" = 5' STORM PROFILE SCALE: H: 1" = 20' V 1" = 5' bo9- 110 1" = 5' 0 2.5 5 1" = 20' 0 10 20 10 40 VERTICAL DATUM ASSUMED 70.0' AT SOUTH PROPERTY CORNER BM #1: PK NAIL ON CENTERLINE OF 53RD AVE S AT SOUTH PROPERTY LINE ELEV 70.00 BM #2: PK NAIL ON CENTERLINE OF 53RD AVE S AT NORTH PROPERTY LINE ELEV 40.69 � REVIEWED FOR CODE COMPLIANCE A PPROVED f E8 2 2 2010 C ity► ofTukw� BUILDING DIMS Ci of Tukwila BUILDING DIVISION RECEIVE CITY 4F TU LA SFP 2 5 22009 PERMIT CENTER LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1- 800 - 424 -5555) FOR UTILITY LOCATIONS. UNPUBIED MOI K COP1Th HT©2OC BY HARMSEN * ASS CIA1ES NC L 0 . < REVISIONS 1 g LLJ z =� v O V -.4 Z Z t) �QQ ct(za .tr, Lc) 1-- ct DRAWING: C3 SHEET: 6 OF 10 U 0 cLL DRAINAGE PER CITY REVIEW a RAMP AT 1:12 UTILITY ROOM FFE = 42.2 PROPOSED __ -- . - ---- - -___V - BUILDING FFE 59.5 STAIRS PER - -- ARCHITECT MAX SLOPE CURVE TABLE Cl PT MID PC STA 10 +96.0, 168.5' LT 11 +03.5, 177.7' LT 11+14.4, 182.4' LT SSMH RIM 58.75 IE 50.05 �. 90-.0.06M 9 MH to MH SEE WSDOT STANDARD PLAN K- 20.20 -01 FOR LANE CLOSURE_ TRAFFIC CONTROL PLAN STA 10 +37.8, 46.7' LT CL 22' WIDE CONCRETE DRIVEWAY APRON PER STD DETAIL RS -08A q t y STA 10 +16.6, 2.3' LT END SIDEWALK, CURB & GUTTER STA 10 +00 AT ROPERTY CORNER • F0 ► • PK NAIL 0.07'E •' 45'S BM 11 \ \\ \ i \\i \ \� \\ \* / \\ 2" MINIMUM COMPACTED DEPTH HOT MIX ASPHALT 4" MINIMUM COMPACTED DEPTH C. S. B. C., COMPACT TO 95% MODIFIED PROCTOR DENSITY SUBGRADE, COMPACT TO 95% MODIFIED PROCTOR DENSITY STANDARD PAVING SECTION SCALE: NONE 4 • a SCALE: NONE ELEV 40.2' 39.6' 38.8' SAN LIMITS OF GRIND - & OVERLAY 4 . u SAN SDCB RIM, 41.91 18" lE OUT 38:26 - 4 *i . /. \/,',>\.\\<-\\/ v ."\ 6" MINIMUM DEPTH CONCRETE (3000 PSI) 2" MINIMUM COMPACTED DEPTH C. S. T. C. SUBGRADE, COMPACT TO 95% MODIFIED PROCTOR DENSITY CONCRETE PAVING SECTION J: \KOVACH \TUKWILA DRA 08- 200 \CE \DWG \CDS \C4.0 PAVING 08- 200.DWG 09/2.3/2009 I TW680 � BW 64.0 PROYIQE ASPHALT "TRANSITION RAMP, 1:12 MAX SLOPE PROVIDE 5:1 ASPHALT TAPER I , , , SDCB -"RIM 39.25 18" IE IN'34.45' , "I 18" !E OUT 34.36 /OWV ,/ ,, , STALL HANDICAP RAMP PER STD DTL RS-1 SAN kr FOUND PK NAIL J 0.04'E & 1.49'S I - OF CALL POS. BM ; SD SAN / \ 4' MAX HIGH ROCKERY `\ \ PER DETAIL 2/C4.1 All Wil111111111111... .111 01111111111 x...1....11. 6" 1 " NOTES: I Y , SCALE: NONE SW 1/4, SECTION 14, TOWNSHIP 23, RANGE 4 EAST, W.M. NOTES 1. SITE LAYOUT BY KOVACH ARCHITECTS. 1 STA 11 +82.0, 193.7' LT 1 STA 41+33.0, 185.5' LT END SIDEWALK, CURB & GUTTER I L O' CONCRETE DRIVEWAY I / PR •, ..RJR STD DTL RS -08A `\ / 1 il , 10" SA • • SCALE: 1" = 20' 2" MIN 2 „ BW MIN 4 1/2" SCREENED TOPSOIL BACKFILL BEHIND CURB 1. EXTRUDED CEMENT CONCRETE CURB SHALL BE BONDED TO THE PAVEMENT WITH TACK COAT OR SLURRY MIXTURE ADHESIVE. 2. JOINTS IN EXTRUDED CEMENT CONCRETE CURB SHALL BE CUT VERTICALLY AT 10' INTERVALS TO A MINIMUM DEPTH OF 5 INCHES. SAWED CUTS SHALL BE 1/8 INCH MINIMUM WIDTH. CONCRETE CURB DETAIL i 'AVE S. ■ S2N D � 5.3s 4.38 SDCB / RIM 31.81' I 18" IE /14 28.11 ASPHALT 18" IE /OUT 27.91 RAMP, / SLOPE / / • , • \ • • \ S 135 TH S T t,, (N 0 T OPEN) \,, , FRONTAGE IMPROVEMENT & PAVING PLAN PAVEMENT TO BE FLUSH WITH CONCRETE CURB DUMMY JOINT 6" r■-- 6 " \- 1: 1 4" CONC SLAB BROOM FINISH #4 REBAR RETAINING WALL PER STRUCTURAL ENGINEER , , i 4" 4" CSTC OVER COMPACTED BASE COMPACT TO 95Z MODIFIED PROCTOR DENSITY INTEGRAL CURB & SIDEWALK (HANDICAP) SCALE: NONE SIDEWALK TO BE FLUSH WITH PAVEMENT AT HANDICAP PARKING STALLS AND WHERE NOTED ON PLAN 2. TOPOGRAPHIC SURVEY BY RICH GIVENS & ASSOCIATES. 3. PARKING LOT STRIPING PER ARCHITECTURAL PLANS. SEE STD DTL RS -01 & RS -11 FOR ADDITIONAL ROADWAY CONSTRUCTION REQUIREMENTS SEE STD DTL RS-01 & RS -11 FOR ADDITIONAL ROADWAY CONSTRUCTION REQUIREMENTS EXISTING ROAD 1 " RADIUS CORNER SCALE: NONE EXISTING ROAD DUMMY JOINT 6 1 " = 20' 0 10 20 40 VERTICAL DATUM ASSUMED 70.0' AT SOUTH PROPERTY CORNER BM #1: PK NAIL ON CENTERLINE OF 53RD AVE S AT SOUTH PROPERTY LINE ELEV 70.00 BM #2: PK NAIL ON CENTERLINE OF 53RD AVE S AT NORTH PROPERTY LINE ELEV 40.69 CENTERLINE R.O.W. p fr • I A D'• A• I-- 12.0' PAVEMENT LEGEND X000 asp 17.5' R.O.W. 3 " MINIMUM COMPACTED DEPTH HOT MIX ASPHALT 4 MINIMUM COMPACTED DEPTH ASPHALT TREATED BASE, COMPACT TO 95% MODIFIED PROCTOR DENSITY SUBGRADE, COMPACT TO 9590 MODIFIED PROCTOR DENSITY PROPERTY LINE (ROW CL) I 14.5' PROPOSED R.O.W DEDICATION I 14.0' PAVEMENT EXISTING PAVEMENT if WIDTH VARIES, GRIND & OVERLAY I SAWC(JT EXISTING PAVEMENT fOR CLEAN EDGE, SEAL JOIN IWITH RS400 OR EQUAL 1 -1/2" MINIMUM COMPACTED DEPTH HOT MIX ASPHALT OVERLAY, PER WSDOT SEC 5 -04 3" MINIMUM COMPACTED DEPTH HOT MIX ASPHALT 4" MINIMUM COMPACTED DEPTH ASPHALT TREATED BASE, COMPACT TO 95% MODIFIED PROCTOR DENSITY SUBGRADE, COMPACT TO 95% MODIFIED PROCTOR DENSITY 1: 1 #4 REBAR .f2' NEW ASPHALT 2% 4 CSTC OVER COMPACTED BASE COMPACT TO 95% MODIFIED PROCTOR DENSITY INTEGRAL CURB & SIDEWALK (STANDARD) GM WM a O GV O WV WATER, TEL, SEWER OR DRAIN CATCHBASIN SANITARY SEWER CLEAN OUT FIRE HYDRANT GAS OR WATER METER GAS OR WATER VALVE SIGNS O PP POWER POLE ELECTRICAL VAULT GAS VALVE CORNER LOCATION a OGV 4" CONC SLAB BROOM FINISH OTV DTR TV AND TELEPHONE RISER -� GUY WIRE - E - W - G - SD-- -SAN- OVERHEAD POWER WATER GAS STORM DRAIN SANITARY SEWER 5' SIDEWALK SAWCUT EXISTING PAVEMENT FOR CLEAN EDGE, SEAL JOINT WITH RS400 OR EQUAL 2 PROPOSED EASEMENT R.O.W. 5 , LINE SIDEWALK h- EASEMENT 5' SIDEWALK 2% 2% 52ND A VENUE S. FRONTAGE IMPROVEMENTS SECTION SCALE: NONE iJC= 1 �YI9(61RiYR11Y�R6� �, r""1"' �M'Ri� MAX • 2 EXISTING R.O.W. \ \ 4" CONCRETE 2" CSTC CONCRETE CURB & GUTTER PER STD DTL RS -08A s 53RD A VENUE S. FRONTAGE IMPROVEMENTS SECTION SCALE: NONE MAXI 1 \ \ i\ 2 4" CONCRETE 2" CSTC CONCRETE CURB & GUTTER PER STD DTL RS -08A MH REVIEWED FOR CODE COMPLIANCE A PPROVED F EB 2 2 2010 City of Tukwila BUILDING Dimon! RECEIVED CITY OF TUKIMLA SFP 2 5 2009 PERMIT CENTER LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1- 800 - 424 -5555) FOR UTILITY LOCATIONS. LFUBUSlm Rant COPWW i t©2008 By HARMSo & ASSOCIMES �Hc Q. 0 cr C REVISIONS DRAWING: C 4 • OJ SHEET: 7 OF 10 65 OL`5t- g : 2 : p :. 'N., ..... 65 60 STA - 10 :IMPROIIEM PROPERTY --: EX1s a : : ©F :PAVEMENT EDGE 60 55 L. bd= ...... •�; . ..":-.... :::: ..: EXISTING ~` :CL. -- GRADE :TR`ANS117ON 55 50 PROPOSED' Cage LINE • S: • • X68 • FX!S.TMNC • • AT. FLOWLINE .03OLiND.: : S 3A V: O 9'96*LZ' VI 50 45 �. �. CID • N :.3o :NOUo ' `3'1tIf O dQ t` 9`OL 45 40 , \ . ;d1LNI:1 d : 4N10dOIW • • Witati - •BEV39. PC STA: 22 $8£ •/133 354 h 40 35 • '` NOS -ON: • IMPROVEME : STA. 22-8 • BEV 35 30 - ' ` • '3 , --..„,„,. 30 •53RD AVE' S 52ND AVE 20 +00 20 +20 20 +40 20 +60 20 +80 21 +00 21 +20 21 +40 21 +60 21 +80 22 +00 22 +20 22 +40 22 +60 22 +80 J: \KOVACH \TUKWILA DRA 08- 200 \CE \DWG \CDS \C4.0 PAVING 08- 200.DWG 09/23/2009 SW 1/4, NW 1/4 SECTION 14, TOWNSHIP 23, RANGE 4 EAST, W. M. CURB FLOW PROFILE SCALE: H: 1" = 20' V: 1" = 5' NOTES: GUARDRAIL IF REQUIRED (SEE NOTE 2) CONCRETE ROCKERY CAP. — REQUIRED IN R.O.W. — OPTIONAL ON PRIVATE PROPERTY ONE —MAN ROCK TWO —MAN ROCK THREE —MAN ROCK FOUR —MAN ROCK SCALE: NONE 16 GAUGE GALVANIZED SLEEVE 3" DIAMETER 160 TO 400 LB 12 INCHES 1.75 CF 500 TO 800 LB 13 INCHES 4 CF 900 TO 1,200 LB 16 INCHES 6.6 CF 1,300 TO 1,600 LB 18 INCHES 9 CF ROCKERY DETAIL bouo 0 MIN THICKNESS = 40% OF HEIGHT OF ROCKERY CHINK VOIDS, 6 "DIA OR GREATER (BACK SIDE ONLY) QUARRY ROCK 4" TO 3/4" WIDTH 12" MIN, 18" MAX. NO. 2 COARSE AGGREGATE PER SEC 9- 03.1(3)C OF WSDOT STANDARD SPECS. (12" ABOVE PIPE) 4 "DIA, PERFORATED HIGH DENSITY POLYETHYLENE CORRUGATED PIPE WITH SMOOTH INTERIOR. CONNECT TO STORM SEWER OR AS DIRECTED BY ENGINEER. UNDISTURBED SOIL OR COMPACTED FILL 1. INTERLOCK ROCKS SO THAT EACH ROCK HAS A MINIMUM OF THREE BEARING SURFACES. 2. ROCKERIES GREATER THAN 30 INCHES ABOVE GRADE SHALL BE PROTECTED BY A GUARDRAIL SUCH AS ORNAMENTAL OR PEDESTRIAN RAILING. TYPE TO BE DETERMINED BY THE CITY ENGINEER. 3. THE DENSITY OF ROCK MATERIAL SHALL BE A MINIMUM OF 160 POUNDS PER CUBIC FOOT. THE SIZE CATEGORIES FOR ROCK SHALL BE AS FOLLOWS: SIZE APPROXIMATE MINIMUM APPROXIMATE WEIGHT DIMENSIONS VOLUME ROCKS LESS THAN 1 CUBIC FOOT IN VOLUME OR WEIGHING LESS THAN 160 POUNDS SHALL NOT BE USED. 4. THE CONTRACTOR SHALL USE THE ROCK SIZES AS SET FORTH IN THE ABOVE TABLE AND SHALL INSURE A DISTRIBUTION OF ROCK SIZES WITH THE LARGEST ROCKS ON THE BOTTOM AND PROGRESSIVELY SMALLER ROCKS ON TOP. 5. VOIDS IN THE ROCKERY FACE SHALL NOT BE GREATER THAN 50 SQUARE INCHES FOR ROCKS OVER 3 FEET HIGH AND 36 SQUARE INCHES FOR ROCKS UNDER 3 FEET HIGH. 6. ROCKERIES OVER EIGHT (4) FEET HIGH MUST BE DESIGNED BY A STRUCTURAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. 1 "= 5' 0 2.5 5 1" = 20' 10 20 10 40 VERTICAL DATUM ASSUMED 70.0' AT SOUTH PROPERTY CORNER REVIEWED FOR C ODE COMPLIANCE APPROVED F EB 2 2 2010 City of Tukwila BUILDING DIVIRION CITY OF TUKWILA SEP 2 5 2009 PERMIT CENTER LOCATIONS SHOWN FOR EXISTING UTILI77ES ARE APPROXIMATE. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1 -800- 424 -5555) FOR UTILITY LOCATIONS. UNPUBUSHED $CRK COPWRdr$T©2008 BY wawa t ASSOCIATES PIC rn REVISIONS DRAWING: C4 lj SHEET: 8 OF 10 REVISED PER CITY REVIEW 4' MAX (SEE NOTE t CIF 1 '1[ 1 d t I h d 111 i rd � 4 is w ILL . , 0. 1 � H V I A I a~ Od Id I<I 's v 44 B R Ilia/SWAG VN313 4A11 NMVHO uJ a W VN z . W Og wz J: \KOVACH \TUKW /LA DRA 08- 200 \CE \DWG \CDS \C5- DETAILS08- 200.DWG 09/23/2009 31137b2W PIPOMOMAYNA00 WOW iv,wn p, jMaLU eMIA14tM maw/ -Awes Mf4r>r70 ".af MIMYVW 1ga0q W AVMOS rxorew u a..aexauam ■• Ammo:mom saiwn ru IIHM.4w our 8 1 • 4. #3 BAR EACH CORNER #3 BAR EACH SIDE 4" MIN. #3 BAR EACH WAY 6" RISER SECTION 12" RISER SECTION 4" MIN MIN. 22" PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) "MIN. NOTES: 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5' -0 ". 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. 3. REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20 ". KNOCKOUTS MAY BE EITHER ROUND OR 'D' SHAPE. PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2" PER FOOT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR- F -621D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. VANED GRATE, REFER TO DS -06. 11. REFER TO DS -06 FOR CATCH BASIN MARKINGS. NOT TO SCALE City of Tukwila CATCH BASIN TYPE 1 SHEET: DS -01 REVISION #1: 08.03 APPROVAL: B. SHELTON • SW 1/4, SECTION 14, TOWNSHIP 23, RANGE 4 EAST, W.M. I NOTES: 3. METER WILL BE SUPPLIED AND INSTALLED BY THE CITY OF TUKWILA. ®A PAINTED HIGH TENSILE D.I. SERVICE SADDLE WITH DOUBLE STRAP, AWWA I.P. THREAD TAP, ROMAC 2025 OR EQUAL SIZE AS REQUIRED. BE) CORPORATION STOP, AVWVA I.P. INLET BY MALE IRON PIPE THREAD OUTLET, MUELLER BALL NO. B -2969 OR EQUAL AS NEEDED. Q COUPLING MALE IRON PIPE THREAD BY MUELLER 110 FITTING, MUELLER NO. H -15451 OR EQUAL. COPPER TUBING, TYPE K OR HIGH MOLECULAR DENSITY POLYETHYLENE. TRACING TAPE FOR POLYETHYLENE PIPE. 1. SERVICE LINE SHALL BE PERPENDICULAR TO THE WATERMAIN UNLESS OTHERWISE APPROVED BY THE ENGINEER. 2. BYPASS WILL BE LOCKED OFF BY CONSTRUCTION INSPECTOR WHEN METER SPREADER IS INSTALLED. 4. SETTER SHALL BE POSITIONED TO CENTER RIGID SPREADER UNDER INSPECTION LID AND PROVIDE ADEQUATE CLEARANCE BETWEEN BYPASS AND BOX WALL FOR OPERATING AND LOCKING BYPASS VALVE. NOT TO SCALE City of Tukwila SERVICE 1-1/2" & 2" DOMESTIC SHEET: WS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON • • MORTAR FILLET 48" DIA-8" 54" DIA-8" (VARIES) 60" DIA-8" 'FOR SEPARATE CAST IN PLACE 28 MAX. 4" MIN. TO 16 "MAX PRECAST BASE JOINT DETAIL REINFORCING STEEL (FOR SEPARATE BASE ONLY) 0.23 SQ IN/FT IN EACH DIRECTION FOR 48" 0.19 SQ IN/FT IN EACH DIRECTION FOR 54" 0.25 SQ IN/FT IN EACH DIRECTION FOR 80" FRAME AND GRATE OR RING AND COVER RISER OR ADJUSTMENT SECTION HANDHOLDS FRONT SLAB COVER STEPS AND LADDER REINFORCING STEEL (FOR PRECAST BASE WITH INTEGRAL RISER) 0.15 SQ IN /FT IN EACH DIRECTION FOR 48" 0.19 SQ IN/FT IN EACH DIRECTION FOR 54" 0.25 SQ 1N/FT IN EACH DIRECTION FOR 60" PRECAST BASE WITH INTEGRAL RISER .": GRAVEL BACKFILL FOR PIPE BEDDING, 6" MIN. COMPACTED DEPTH. FOR PRECAST BASES ONLY. SEPARATE CAST IN PLACE OR SEPARATE PRECAST BASE NOTES: 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION SHALL HAVE 3" MIN. CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE 6" MIN. CLEARANCE. NO STEPS ARE REQUIRED WHEN "B" IS 4' OR LESS. REFER TO DS -10C AND DS -11 FOR STEPS AND LADDERS. 2. PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS WTH A WALL THICKNESS OF 2" MIN, HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE IN 36" FOR 48" CATCH BASIN, 42" FOR 54" CATCH BASIN, AND 48" FOR 60" CATCH BASIN. MINIMUM DISTANCE BETWEEN HOLES IS 8 ". 3. ALL BASE REINFORCING STEEL SHALL BE PLACED IN THE TOP HALF OF THE BASE, 1" MIN. CLEARANCE. 4. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED. 5. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 6. LOCATE STEPS AND LADDERS AWAY FROM OPENINGS AND CENTERED OVER THE MANHOLE. REFER TO DS-06 FOR VANED GRATE AND CATCH BASIN MARKINGS. NOT TO SCALE City of Tukwila CATCH BASIN TYPE 2 (48 "154 "/60 ") SHEET: DS -02 REVISION #1: 08.03 APPROVAL: B. SHELTON PROVIDE THRUST BLOCK 5" STCR'R 18• CONCRETE BLOCKING DIM. mix3" UNDISTURBED SOL SIDEWALK MIN.I YARD DRAIN ROCK 5• DIA DUCTILE IRON PIPE NOTES: 1. REFER TO CHAPTER Y OF THESE STANDARDS. 2. HYDRANTS EQUAL TO MUELLER #A -429 OR CLOW MEDALLION #F -2545, M 8 H 929. CURB AND GUTTER FINISHED PAVEMENT SEE VALVE BOX DETAIL IWS -�6i 24/4" ASPHALT COATED STS. SEE WS-12A SHACKLE RODS AND WS-12B UNDISTURBED SOIL 8" RESILIANT WEDGE GATE VALVE CAST IRON TEE (CEMENTUNED) -MI XMJXFL 3. HYDRANTS SHALL BE EQUIPPED WITH TWO 2.1/2 N.S.T. HOSE PORTS AND ONE 5" STORTZ PUMPER DISCHARGE PORT AND SHALL. HAVE A 1 -114" PENTAGON OPEN LIFT OPERATING NUT. HYDRANTS SHALT. HAVE MP M.J. BOTTOM CONNECTION AND 5.114" MAIN VALVE OPENING, AND SHALL HAVEN" ABOVE GRADE LEVEL TO THE CENTER OF THE PUMPER DISCHARGE PORT. 4. HYDRANTS SHALL CONFORM TO A.W.WA. SPECIFICATIONS C 602-64; SHALL BE COMPRESSION TYPE AND SHALL HAVE A TWO PIECE BREAKING FLANGE WITH BREAKING THIMBLE AT THE GROUND LINE OR STEM; SWILL HAVE A SELF - OILING DRY BONNET WITH FACTORY FILLED RESERVOIR HOLDING APPROXIMATELY 8 OUNCES OF OIL OIL RESERVOIR SHALL BE SO DESIGNED AS TO GIVE A COMPLETE LUBRICATI OF STEMS EACH TIME THE HYDRANT IS OPERATED. THE UPPER STEM SHALL HAVE A BRASS SLEEVE. 5. SHACKLE RODS SHALL BE ASPHALT - COATED STEEL OR CORTEN STEEL. S. GREEN BONNETS SHALL BE FARWEST FOREST GREEN (#19524 7. PRIVATE HYDRANTS SHALL BE PAINTED WITH TWO COATS OF RUSTOLEUM #669 YELLOWGLOSS OR FARWEST CASE YELLOW (#I X3472). 8. WHERE NO CURB AND GUTTER IS INSTALLED, FIRE HYDRANT SHALL BE LOCATED CLOSE TO THE PROPERTY LINE AND INSIDE THE RIGHT OF WAY OR EASEMENT. INSTALL BOLLARD GUARD POST PER WS-14. 9. HYDRANTS INSTALLED, RELOCATED OR OTHERWISE WORKED UPON AS A RESULT OF A PROJECT SHALL BE FRESHLY PAINTED. 10. HYDRANT SHALL NOT BE CLOSER THAN 4' TO ANY FIXED OBJECT, WITH THE EXCEPTION OF HYDRANT GUARD POSTS, PER TMC 1424.03. NOT TO SCALE City of Tukwila FIRE HYDRANT ASSEMBLY AND SETTING SHEET: WS -13 REVISION #1: 08.03 I LAST REVISION: 08.04 APPROVAL: B. SHELTON • I SUBGRADE ELEVATION PIPE AS SPECIFIED ON PLAN OR SPECS. NOTES: PIPE BEDDING RIGID PIPE (D.1., CONC.) 1.5XI.D. +18 24" MIN. FLEXIBLE PIPE (CPEP CMP, PVC) DIA. 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 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 • F CODE COMPLIANCE APDROVED FEB 2 2 2010 City of Tukwila BUILDING DIVISION -1/8" RAISE -1/2" WIDE BORDER PLAN VIEW 10" 9 .. 8-314" 1- 1.4 "1� IL!'"!!!!! ELEVATION CAST IRON RING AND COVER LABELED C.O. A i ll 15" 2-7/8" 4" 1' 12" DIA FIBRE, JOINT PACKING 45 BEND 2' #1t: Aer SIDE SEWER •••••••••,_ ii S r i a1 li# 11 111 11 i I' EARTH FINISHHGRADE PLUG 4 3/4" NOT TO SCALE 4' 1 City of Tukwila SANITARY SIDE SEWER CLEAN -OUT SHEET: SS-03 REVISION #1: 08.03 APPROVAL: B. SHELTON • NOTES: EXISTING STRUCTURAL SECTION BACKFILL PIPE BEDDING PER WSDOT 9.03.16 95% COMPACTION PIPE AS SPECIFIED ON PLAN OR SPECS. RIGID PIPE (DA., CONC.) PROVIDE NEAT, STRAIGHT LINE WHERE MATCHING EXISTING PAVEMENT, TACK AND SEAL EDGES 1.5XI.D.418 24" MIN. (CPEP, CMP, PVC) 4" MIN. OR MATCH EXISTING, WHICHEVER IS GREATER, COMPACTED THICKNESS ASPHALT CONCRETE PAVEMENT - CLASS 'B' 4 . • FLEXIBLE PIPE V 4 -----►I 24" MIN. eF DEPTH FOR WATER LINES 6" DIA. 4 • , 1. IN PAVED AREAS AND RIGHTS -OF -WAY, BACKFILL WITH W MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS, TO 90 % 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 5 /" CRUSHED ROCK BEDDING TO 90% MODIFED PROCTOR PER ASTM D -1557. 5. WRAP FITTING IN PLASTIC BEFORE USING CONTROLLED DENSITY FILL (CDF). NOT TO SCALE City of Tukwila TRENCH BEDDING AND SACKFUL! - PAVEMENT RESTORATION SHEET: DS -14B REVISION #1: 08.03 APPROVAL: B. SHELTON bO9 Flo OkViy) ZrZZr, RtCEIVED CITY OF TUKWILA SFP 2 5 7009 PERMIT CENTER LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1- 800 - 424 -5555) FOR UTILITY LOCATIONS. UNPUBLISHED 811RK COPYRIOHT©2008 sr MARNSEM & ASSOdATES NO C REVISIONS CD 0 0 al 0 O 'Al 064 tO oz ° z O li il TYPE OF STREET RIGHT -OF -WAY (FEET) PAVEMENT WIDTH (FEET) PUBLIC 6" 6' ARTERIAL PRINCIPAL 80-100 48 -84 MINOR 60 -80 36.64 COLLECTOR COMMERCIAL 60 48 RESIDENTIAL 60 28-36 ACCESS COMMERCIAL 60 36 RESIDENTIAL 60 28 ALLEY 20 15 CUL -DE -SAC ROADWAY 40 28 TURNAROUND 92 (DIA) 81 (DIA) PRIVATE COMMERCIAL 40 28 RESIDENTIAL 20 20 MINOR ARTERIAL* PRINICIPAL ARTERIAL* TUKWILA URBAN CENTER (SEE NOTE 1) 5t 6" 6' 10" MIN UTILITY EASEMEN RIGHT OF WAY PAVEMENT WIDTH 2% 2% CLASS B ASPHALT CONCRETE CRUSHED SURFACING THICKNESS AS REQUIRED BY ENGINEER'S DESIGN CLASS B GRAVEL STORM SEWER & CATCH BASIN CEMENT CONCRETE CURB & GUTTER CEMENT CONCRETE SIDEWALK LS 2" OF 5/8" MINUS CRUSHED ROCK SEE TUKWILA TYPICAL DETAI 2% 10' MIN UTILITY EASEMENT NOTES: 1. ALL SPECIFICATIONS SHALL MEET CURRENT WSDOT /APWA "STANDARD SPECIFICATIONS FOR ROADS, BRIDGE, AND MUNICIPAL CONSTRUCTION ". 2. SEE DETAIL RS -11 FOR THE SIDEWALK WIDTH. 3. STREET CLASSIFICATIONS ARE DESIGNATED BY ORDINANCE. 4. PAVEMENT SECTION MUST BE DESIGNED FOR A MINIMUM OF HS20 LOADING. NOT TO SCALE City of Tukwila TYPICAL ROADWAY SECTION SHEET: RS-01 REVISION #1: 08.03 APPROVAL: B. SHELTON FINISHED GROUND LINE TO MAIN \ V \ \.‹ r. r 24" 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 METER INSTALLED BY CITY - TYPE K COPPER PIPE - PVC - POLY ETHYLENE TO SERVICE 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 OR 1'" SHEET: WS -01 REVISION #1: 08.03 APPROVAL: B. SHELTON J: \KOVACH \TUKIMLA DRA 08- 200 \CE \DWG \CDS \C5- DETAILS08- 200.DWG 09/23/2009 SW 1/4, SECTION 14, TOWNSHIP 23, RANGE 4 EAST, W.M. EXISTING ASPHALT PAVEMENT NOTES: ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH CUT WITH PNEUMATIC PAVEMENT CUTTER io 4' rq 1`'1` EXTRA RIGID BASE 515" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY DEPTH DETERMINED BY CITY CONCRETE 150% OF EXISTING DEPTH TYPICAL PATCH FOR RIGID PAVEMENT ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH 150% OF EXISTING DEPTH SAW CUT EXISTING CONCRETE PAVEMENT 518" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY SAW CUT EXISTING OIL MAT 5i8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY TYPICAL PATCH FOR FLEXIBLE PAVEMENT SAW CUT EXISTING ASPHALT PAVEMENT 516" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT /APWA STANDARD SPECIFICATIONS FOR 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 IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT TO SCALE City of Tukwila PAVEMENT RESTORATION SHEET: RS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON A 3" WIDE EDGER FINISH 318" FULL DEPTH EXPANSION JOINT CURB RAMP (SEE RS-12). CURB 8. GUTTER (SEE RS -08A) NOTES: 18" 18' 2 %MAX /1 %MN. SECTION A-A SIDEWALK WIDTHS SCORE JOINTS EVERY 5' 5/8' MINUS CRUSHED ROCK THICKENED EDGE ON RADIUS PLAN VIEW 16' EXPANSION JOINTS EVERY 15' 1' WIDE X 3!8" DEEP SCORE JOINTS 3(8" X 3.5" EXPANSION JOINT ELEVATION 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED. 4" 2. PLACE CEMENT CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWA/WSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. NOT TO SCALE City of Tukwila SIDEWALK SHEET: RS -11 REVISION 01: 08.03 I LAST REVISION: 07.05 APPROVAL: B. SHELTON I • NOTES: 18" SIDEWALK 5.8 2" - 5/8" CRUSHED ROCK SECTION A -A 1. THIS ALTERNATE SHOULD BE U DRAINAGE, TOPOGRAPHY, DRIVE 2. CONCRETE SHALL BE CLASS 3. INSPECTION REQURED BEFO GIVEN TO TUKWILA PUBLIC W 4. ALL DRIVEWAY APRONS S 5. WHERE DRIVEWAY WIDT LONGITUDINALLY ALONG T 6. ALL WORK SHALL BE P SPECIFICATIONS OR AS 7. AN ASPHALT APRON 8. REMOVAL OF EXIST NEXT JOINT. DRIVEWAY (MAX. GRADE IS 15%) City of Tukwila SHEET: MORE CTED. CURB DETAIL D ONLY AFTER STUDYING CLO AY GRADES, ETC. OR BETTER THAN 5 -1/2 SACK, 3000 P E PLACING CONCRETE. AT LEAST 24 KS DEPARTMENT. LL BE A MINIMUM OF 6" THICK. EXCEED 15', A 3/8" X 5 -1/2" EXPANSION JOINT E CENTERLINE. FORMED IN ACCORDANCE WITH APWANVSDOT PLA IRECTED BY THE CITY OF TUKWILA. AY BE USED IN AREAS WHERE NO CURB EXISTS. NG CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE SA VIO #1: 08.03 APPRORESIN VAL: B. SHELTON 5% TOP OF CURB AT DRIVEWAY NESS OF DRIVEWAYS, RESIDENTIAL DRIVEWA ALTERNATE 1 OF 3 RS-08A 18 H UR NOTICE MUST BE ALL BE PLACED S AND 6 ., 1 CUT TO THE NOT TO SCALE DETECTABLE WARNING PATTERN (SEE DETAIL) EXISTING 1/2' MAX. TO f PAVEMENT 114' MIN. LIP L +� 8' THICK GUTTER 8' MAX. SECTION A -A 11 4* THICK CEMENT CONCRETE SIDEWALK 18" THICKENED EDGE 5'X LANDING REQUIRED MUM tmislifsvin ... I.,-O _Titer D ELEVATION DETECTABLE WARNING PATTERN (SEE NOTE 5) NOTES: 1. RAMP AND APPROACHES SHALL BE CLEAR OF OBSTACLES INCLUDING HYDRANTS, POLES AND INLETS. 2. RAMP CENTERLINE SHALL BE PERPENDICULAR TO OR RADIAL TO CURB RETURNS UNLESS OTHERWISE SPECIFIED BY THE ENGINEER. MAXIMUM SLOPE SHALL BE 12:1. 3. FULL DEPTH EXPANSION JOINTS ARE REQUIRED ON EACH SIDE OF RAMP AND SHALL BE PLACED AT 15' SPACING IN GENERAL SIDEWALK PORTION. 4. CURB RAMPS SHALL BE PLACED TWO PER RADIUS ON ARTERIAL STREETS OR AS DIRECTED BY THE ENGINEER. 5. DETECTABLE WARNING PATTERNS (TRUNCATED DOMES) MUST BE PRECAST PAVERS MEETING ASTM C902 CLASS SX TYPE 1 OR C738 OR C1272 TYPE R. ACCEPTABLE MANUFACTURERS AND PRODUCTS ARE : a) ADA PAVERS AS MANUFACTURED BY WHITACRE - GREER, AS DESCRIBED ON THEIR WEBSITE: http://1ftwo.wgpaver.com/ada (BRICK RED) 6) ARMORTILE AS MANUFACTURED BY ARMOR -TILE TACTILE SYSTEMS, AS DESCRIBED ON THEIR WEBSITE: http:/Avww. armor- t/le.com*Yuncateddomes/cast in place.htm#Caat %201n%20P1ace%2OColors (BRICK RED) c) CASTINTACT WARNING PANELS AS MANUFACTURED BY MASON SUPPLY CO. OF PORTLAND, OR, AS DESCRIBED ON THEIR WEBSITE: hip✓/www.masco.net/casf/nfact/ (BRICK RED) d) STEP -SAFE AS MANUFACTURED BY TRANSPO INDUSTRIES, INC. OF NEW ROCHELLE, NY, AS DESCRIBED ON THEIR WEBSITE: Mt pi/www.transpo.com/StepSafa.htm (BRICK RED) ON A CASE BY CASE BASIS FOR RETROFITTING EXISTING RAMPS, THE FOLLOWING PRODUCTS MAY BE APPROVED, ONLY WHEN 'BRICK RED' COLOR BECOMES AVAILABLE: a) TOP MARK, AS MANUFACTURED BY FLINT TRADING, AS DESCRIBED ON THEIR WEBSITE: hff p ; //www.Nlntbedfng.comRapmarkhfm f) VANGUARD DETECTABLE WARNING SYSTEMS AS MANUFACTURED BY VANGUARD ADA SYSTEMS OF AMERICA, SNOHOMISH, WA, AS DESCRIBED ON THEIR WESSITE: http✓/www.wanguardonBne.com/ 6. PAVERS WILL LAY ON TOP OF A 4' UNREINFORCED CONCRETE BASE, SETTING BED AND JOINTS TO BE MORTARED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTION OR WITH A MAXIMUM 1/2" THICK BED OF LATEX MODIFIED CEMENT MORTAR. MORTAR JOINTS TO A WIDTH NOT GREATER THAN 5/32" AND NOT LESS THAN 1/16'. PAVERS SHALL NOT BE DIRECTLY TOUCHING EACH OTHER UNLESS THEY HAVE SPACING BARS. MORTARED JOINTS ARE TO BE FLUSH WITH TOP SURFACE AND STRUCK SO AS TO GIVE A SMOOTH SURFACE. PAVERS SHALL BE LAID SUCH THAT JOINTS ARE LEVEL WITH ADJOINING JOINTS SO AS TO PROVIDE A SMOOTH TRANSITION FROM BRICK TO BRICK AND BRICK TO CONCRETE SURFACE. 7. SEE WSDOT STANDARD PLAN F-3A FOR DIMENSION OF DETECTABLE WARNING SURFACE, NOT TO SCALE City of Tukwila CURB RAMP SHEET: RS -12 REVISION #I: 08.03 I LAST REVISION: 05.05 APPROVAL: B. SHELTON I I REVIEWED FOR CO DE COMPLIANCE APPROVED FEB 2 2 2010 City ofTukwila BUILDING DIVISION 4. • ..••:6' .p NOTES: PREMOLDED EXP. JOINT (TYPICAL) 18" 2" 1. THIS ALTERNATE SHOULD DRAINAGE, TOPOGRAPHY, D 2. CONCRETE SHALL BE C 3. INSPECTION REQUIRED GIVEN TO TUKWILA PUB 4. ALL DRIVEWAY APR 5. WHERE DRIVEWAY LONGITUDINALLY AL 6. ALL WORK SHAL SPECIFICATIONS 0 7. AN ASPHALT A 8. REMOVAL OF NEXT JOINT. SIDEWALK 6' 6' * DEPENDS ON I • IVEWAY PROFILE 5B "CRUSHED ROCK (MAX. GRADE 15%) . OR MORE CTED. SECTION A -A CURB DETAIL USED ONLY AFTER STUDYING CL IVEWAY GRADES, RIGHT OF WAY, ET SS B OR BETTER THAN 5-1/2 SACK, 300 EFORE PLACING CONCRETE. AT LEAST C WORKS DEPARTMENT. S SHALL BE A MINIMUM OF 6" THICK DTHS EXCEED 15', A 3/8" X 5-1/2" EXPANSION JOI G THE CENTERLINE. E PERFORMED IN ACCORDANCE WITH APWA/WSDOT P AS DIRECTED BY THE CITY OF TUKWILA. RON MAY BE USED IN AREAS WHERE NO CURB EXISTS. XISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE S City of Tukwila bO9uo RESIDENTIAL DRIVEWA SHEET: RS -08C REVISION #1: APPROVAL: 08.03 B. SHELTON TOP OF CURB AT DRIVEWAY 5% SENESS OF DRIVEWAYS, SI. 2 HOUR NOTICE MUST BE ALTERNATE 3 OF 3 itartA ur41 r I SHALL BE PLACED NS AND CUT TO THE NOT TO SCALE w PREMOLDED JT. FILLER #4 REBAR METAL FRAME & GRATE PER WSDOT STD. PLAN B -2A 37" r 3-0" A >A INLET DETAIL SECTION A-A 5' 1" CURB AND GUTTER - (SEE DETAIL RS-08A) POURED IN PLACE CEMENT CONCRETE CURB AND GUTTER \ - PREMOLDED JOINT FILLER 8" REBAR LAYOUT NOT TO SCALE City of Tukwila CURB AND GUTTER CATCH BASIN SURROUND SHEET: RS -27 REVISION #1: 08.03 APPROVAL: B. SHELTON ECEIVED CITY OF TUKWILA SFP 7 5 2009 PERMIT CENTER LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1- 800 - 424 -5555) FOR UTILITY LOCATIONS. UNPUBLISHED M17RK COPYRIGHT ©2006 or HAMMEN & ASSOp TES 170 O1 REVISIONS g DRAWING: C5 I j SHEET: 10 OF 10