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HomeMy WebLinkAboutPermit D10-044 - SEGALE OFFICE BUILDING - SHELLSEGALE OFFICE BUILDING 18100 ANDOVER PK W D10-044 City oflkukwila • 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 DEVELOPMENT PERMIT ParcelNo.: 3523049121 Permit Number: D10 -044 Address: 18100 ANDOVER PK W TUKW Issue Date: 05/24/2010 Suite No: Permit Expires On: 11/20/2010 Tenant: Name: SEGALE OFFICE BUILDING Address: 18100 ANDOVER PK W , TUKWILA WA Owner: Name: LA PIANTA LLC Address: PO BOX 88028 , TUKWILA WA 98138 Phone: Contact Person: Name: STEVE NELSON Address: PO BOX 88028 , TUKWILA WA 98138 Phone: 206 - 575 -2000 Contractor: Name: SEGALE PROPERTIES LLC Address: PO BOX 88028 , TUKWILA WA 98138 Phone: 206 -575 -2000 Contractor License No: SEGALPL902CQ Expiration Date: 04/01/2012 DESCRIPTION OF WORK: CONSTRUCTION OF A 57,568 SF, 2 -STORY BUILDING SHELL WITH LIMITED SHELL AND CORE IMPROVEMENTS CONSISITING OF ELEVATOR, CORE RESTROOMS, EXIT STAIRS AND OTHER ASSOCIATED WORK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, DRWEWAY ACCESS, CURB /GUTTER/SIDEWALK, STORM DRAINAGE, PAVING & PAVEMENT RESTORATION, STORM DRAINAGE INCLUDING WATER QUALITY VAULTS, BACKFLOW DEVICES FOR IRRIGATION /DOMESTIC /FIRE, AND UNDERGROUDING OF POWER. HIGHLINE WATER DISTRICT. TRAFFIC CONCURRENCY TEST FEE. TRAFFIC IMPACT FEE. Value of Construction: 8,720,976.32 Fees Collected: 503,564.17 Type of Fire Protection: SPRINKLERED /AFA International Building Code Edition: 2006 Type of Construction: II -B Occupancy per IBC: 8 * *continued on next page ** doc: IBC -7/07 D10 -044 Printed: 05 -24 -2010 City offukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspectio n Request Line: 206 - 431 -2451 Web site: http: //www.ci.tukwila.wa.us • Permit Number: D1O -044 Issue Date: 05/24/2010 Permit Expires On: 11/20/2010 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 3600 c.y. Fill 4500 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End T me: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: t-t-k(a.g. Date: te ` ( 0 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. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction, r the performancof work. I am authorized to sign and obtain this development ermit. Signature. 40 % Date: �j ( /l> Print Name: 40J-eft-) e 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. doc: IBC -7/07 D10-044 Printed: 05 -24 -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 Parcel No.: 3523049121 Address: Suite No: Tenant: 18100 ANDOVER PK W TUKW SEGALE OFFICE BUILDING PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D10-044 ISSUED 02/16/2010 05/24/2010 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 10: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 12: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 13: 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. 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. 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. doc: Cond -10/06 D10 -044 Printed: 05 -24 -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 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: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 18: Manufacturers installation instructions shall be available on the job site at the time of inspection. 19: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 20: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 21: 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. 22: 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 m the construction documents and other data. 23: ** *FIRE DEPARTMENT CONDITIONS * ** 24: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 25: 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) 26: 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) 27: 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) 28: 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) 29: 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) 30: 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) doc: Cond -10/06 D10 -044 Printed: 05 -24 -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 31: 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) 32: 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) 33: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 34: 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) 35: 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 nun) 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) 36: 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) 37: 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. 38: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 39: Maintain sprinlder coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 40: 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) 41: All new sprinkler systems and all modifications to existing sprinlder systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinlder systems involving more than 50 heads shall have the written approval of Factory Mutual or a Licensed Fire Protection Engineer (FPE) prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 42: U.L. central station supervision is required. (City Ordinance #2050) 43: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2050) 44: The Sprinkler riser drain must be tied to the sanitary sewer. Please ensure adequate sizing to handle the drain flow. doc: Cond -10/06 D10 -044 Printed: 05 -24 -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 45: 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) 46: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinlder systems shall be electrically supervised. (City Ordinance #2050) 47: 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) 48: Maintain minimum 40 degrees F. temperature in all areas to prevent sprinlder pipe from breaking and causing unnecessary damage. (NFPA 13- 7.6.1.3.2, NFPA 25.5.2.5) 49: 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) 50: All new underground piping shall be hydrostatically tested. Test pressure shall be not less than 200 psi for 2 hours. The amount of leakage at the joints shall not exceed 2 quarts per hour per 100 gaskets or joints. Contact Dave Stuckle, Utilities Inspector, Public Works Department, at (206) 433 -0179 to make an appointment. (NFPA 13- 10.10.2.2.1, 10.10.2.2.2, 10.10.2.2.3, 10.10.2.2.4) 51: A supply of spare sprinlders (never fewer than 6) shall be maintained on the premises so that any sprinlders that have operated or been damaged in any way can be promptly replaced. These sprinlders shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinlders 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) 52: 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) 53: Post Indicator Valves (PIV's) shall have the building address served by the PIV stenciled vertically in 3 -inch high white numbers on a "safety red" background, facing the direction of vehicular access. 54: 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. 55: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 56: 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) 57: Fire hydrants shall be oriented in the direction of fire apparatus access. 58: 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) 59: 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 doc: Cond -10/06 D10 -044 Printed: 05 -24 -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 level surface. (City Ordinance #2052) 60: Private hydrants shall be all yellow. Hydrant color is to be "Rustoleum" #659 Yellow Gloss or Farwest #X -3472 Case Yellow. 61: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 62: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2051. 63: An approved manual fire alarm system including audible /visual devices and manual pull stations is required for this project. The fire alarm system shall meet the requirements of Americans With Disabilities' Act (I.B.C.), N.F.P.A. 72 and the City of Tukwila Ordinance #2051. 64: 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) 65: 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) 66: 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) 67: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 68: 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) 69: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2051) 70: 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) 71: The Tukwila Fire Department has changed keybox manufacturers, from Supra to Knox. Install a fire department Knox keybox. Contact the Tukwila Fire Prevention Office at 206 - 575 -4407 for ordering information. 72: Doors into electrical control panel rooms shall be marked with a plainly visible and legible sign stating "ELECTRICAL ROOM" or similar approved wording. (IFC 605.3.1) 73: 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. 74: 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) 75: Fire Lanes may be required. Fire apparatus access roads "Fire Lanes" shall be identified by painting the curb yellow and a four inch wide line and block letters 18 inches high, painted in the lane, at fifty foot intervals, stating, "FIRE LANE NO PARKING ", color to be bright yellow, or by the posting of signs stating, "FIRE LANE NO PARKING ", and doc: Cond -10/06 D10 -044 Printed: 05 -24 -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 painting the curb. Signs shall be posted on or immediately next to the curb line or on the building. Signs shall be twelve inches by eighteen inches and shall have letters and background of contrasting color, readily readable from at least a fifty foot distance. Signs shall be spaced not further than fifty feet apart nor shall they be more than four feet from the ground. (City Ordinance #2047) 76: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 77: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051). 78: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 79: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 80: ** *PLANNING DEPARTMENT CONDITIONS * ** 81: Revise the design of the sidewalk along Andover Park West to add a landscape strip between the roadway and the sidewalk. 82: Signage for the project will be reviewed for consistency with the architectural design of the building through separate sign permits to be submitted to the City of Tukwila. 83: Site furnishings to be added to the site by the building tenant shall be reviewed for architectural consistency with the design of the project prior to issuing the tenant improvement permit. 84: Trees planted as part of this project shall not be topped, unless an arborist's report to be submitted and reviewed by the City shows that such an action is necessary. Any trees that are topped will be required to 85: A Shoreline Substantial Development Permit was issued for this project on May 6, 2010. State law requires you to wait at least 21 days from the date the State Department of Ecology receives the Notice of Decision on the Shoreline Permit before beginning activities authorized by this permit. The City of Tukwila will notify you of the date the 21 -day appeal period begins you as soon as we receive the notification letter from the Department of Ecology. 86: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** be replaced. 87: Schedule and attend a Preconstruction Meeting with the Public Works Department and (Jaimie Reavis, Planning Division), prior to start of work under this permit. To schedule call Public Works at (206) 431 -0179. 88: 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. 89: 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. 90: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 91: 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. 92: Arty material spilled onto any street shall be cleaned up immediately. doc: Cond -10/06 D10 -044 Printed: 05 -24 -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 93: Traffic Concurrency Test Fee due prior to issuance of this Building Permit is $10,800.00 based on 57,568 sq. ft. of Office. (See C10-012) 94: Traffic Impact Fee due prior to issuance of this Building Permit is $270,569.60. Based on 57,568 sq. ft. of Office in Zone 1 at $4.70 per sq. ft. 95: 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. 96: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 97: 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. 98: The Land Altering Permit Fee is based upon an estimated 3,600 cubic yards of cut and 4,500 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. 99: From October 1 through April 30, cover any slopes and stockpiles that are 3H: 1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 100: 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. 101: Driveway shall comply with City commercial standards. * *continued on next page ** doc: Cond -10/06 D10 -044 Printed: 05 -24 -2010 • 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 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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 other work construction or the performance of work. Signature: 1691--/4 Date: C/zi /0 Print Name: `e_v_ex) Y1 ordinances governing or local laws regulating doc: Cond -10/06 D10 -044 Printed: 05 -24 -2010 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us MechanicaltPerrrit-N©: N.. C0-- Phimbingigas Permit No.. ( 0 I -7. Public Works Permit No: Project No. oro Ice use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION Site Address: 18100 Andover Park West Tenant Name: Property Owners Name: Segale Properties Mailing Address: PO Box 88028 King Co Assessor's Tax No.: 3 5 2 3 0 4- 9121 Suite Number: Floor: New Tenant: ❑ Yes ❑ .. No Tukwila City WA 98138 State Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Name: Steve Nelson Day Telephone: (206) 575 -2000 Mailing Address: PO Box 88028 Tukwila WA 98138 E -Mail Address: snelson @segaleproperties.com City State Fax Number: (206) 575 -1837 Zip GENERAL. CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4)•for Plumbing and Gas. Piping (pg 5» Company Name: Segale Properties Mailing Address: PO Box 88028 Tukwila WA 98138 Contact Person: Steve Nelson E -Mail Address: snelson @segaleproperties.com City State Day Telephone: (206) 575 -2000 Fax Number: (206) 575 -1837 Zip Contractor Registration Number: Expiration Date: ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Lance Mueller and Associates Mailing Address: 130 Lakeside Suite 250 Contact Person: Bob Fadden E -Mail Address: bfadden @Imueller.com Seattle WA 98122 City State Zip Day Telephone: (206) 325 -2553 Fax Number: (206) 325 2553 ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Engineers Northwest Mailing Address: 6869 Woodlawn Ave. NE Contact Person: Mark Nazarenus Seattle WA 98115 E -Mail Address: markn @enwseattle.com H:\Applications\Fottns- Applications On Line\2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh City State Day Telephone: (206) 525 -7560 Fax Number: (206) 973 -5601 Zip Page 1 of 6 BUILDING PERMIT INFORMXTION — 206 -431 -3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ 0 Scope of Work (please provide detailed information): Construction of a building shell with limited shell and core improvements consisting of elevator, core restrooms, exit stairs, and other associated work. 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 DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 19 0 , 2 4 4 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: 2 2 6 Compact: 6 Handicap: 7 Will there be a change in use? 0 Yes ❑ No If `yes ", explain: Parking Lot conversion to building FIRE PROTECTION /HAZARDOUS MATERIALS: Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) 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:\Applications\Forms - Applications On Line\2009 Applications \I -2009 - Permit Application.doc Revised: 1 -2009 bh Page 2 of 6 Existing Interior Remodel Addition to Existing. Structure • New- Type' of Construction per -IBC' Type of i Occupancy per ! •• IBC I' Floor 27,720 sf IIB Sprinklered B 2°d Floor i 29, 848 sf IIB Sprinklered B 3ra Floor Floors thru Basement Accessory. Structure* Attached Garage Detached Garage Attached Carport Detached Carport . Covered Deck s Uncovered Deck PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 19 0 , 2 4 4 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: 2 2 6 Compact: 6 Handicap: 7 Will there be a change in use? 0 Yes ❑ No If `yes ", explain: Parking Lot conversion to building FIRE PROTECTION /HAZARDOUS MATERIALS: Sprinklers 0 Automatic Fire Alarm ❑ None ❑ Other (specify) 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:\Applications\Forms - Applications On Line\2009 Applications \I -2009 - Permit Application.doc Revised: 1 -2009 bh Page 2 of 6 PUBLIC WORKS PERMIT INFORMATION — 206 - 433 -0179 Scope of Work (please provide detailed information): Installation of underground storm system; sanitary sewer connection domestic water service; installation of fire loop, hydrants, and sprinkler connection to building; demolition of existing paving and underground structures; preloading of site; grading; paving; and other misc. site work required to complete the project. Call before you Dig: 1 -800 -424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila ❑ ... Water District #125 0 ...Water Availability Provided Sewer District ..• .Tukwila ❑ ...Sewer Use Certificate 0 .. Highline ❑ ... Valley View ❑ ,. Renton ❑ ... Sewer Availability Provided ❑ .. Renton ❑ .. Seattle Septic System: ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Submitted with Application (mark boxes which apply): 0 ...Civil Plans (Maximum Paper Size — 22" x 34") 0 ...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 - No Disturbance ❑ ... Construction/Excavation /Fill - Right -of -way ❑ Non Right -of -way 0 .. Geotechnical Report ❑ .. Maintenance Agreements) ❑ ... Traffic Impact Analysis ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance O ...Total Cut 3.600 cubic yards ❑ .. Work in Flood Zone 0 ...Total Fill 4.500 cubic yards 0 .. Storm Drainage 0 ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ .. Grease Interceptor O ...Cap or Remove Utilities 0 .. Curb Cut ❑ .. Channelization O ...Frontage Improvements 0 .. Pavement Cut 0 .. Trench Excavation ❑ ...Traffic Control 0 .. Looped Fire Line 0 .. Utility Undergrounding ❑ ...Backflow Prevention - Fire Protection " Irrigation " Domestic Water ❑ ...Permanent Water Meter Size... WO # ❑ ...Temporary Water Meter Size .. WO # ❑ ...Water Only Meter Size WO # ❑ ...Deduct Water Meter Size ❑ ...Sewer Main Extension Public ❑ Private ❑ ❑ ...Water Main Extension Public ❑ Private ❑ FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ...Water 0 ...Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Continental Mills Day Telephone: (206) 816 -7000 Mailing Address: 18100 Andover Park West Tukwila WA 98188 City State Zip Water Meter Refund/Billing: Name: Mailing Address: Day Telephone: City State Zip H:Wpplications\Fonns- Applications On Line\2009 Applications \I -2009 - Permit Application.doc Revised: 1 -2009 bh Page 3 of 6 • • MECHANICAL PERMIT INFORMATION - 206-431 -3670' MECHANICAL CONTRACTOR INFORMATION Company Name: Not Available at this time Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: Expiration Date: City Day Telephone: Fax Number: State Zip Valuation of Mechanical work (contractor's bid price): $ t4S DOD Scope of Work (please provide detailed information): Rooftop VAV HVAC units for future office space with trunk line ducts in core only - duct system and controls to be completed under tenant improvement. Roof top HVAC for unit for core restrooms and lobby area. Exhaust for core restrooms. Ventilation cooling for electrical and elevator machine rooms Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New .... ® Replacement .... ❑ Fuel Type: Electric ❑ Gas ....® Other: Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >10,000 CFM 2 Fire Damper 0 -3 HP /100,000 BTU Furnace >100K BTU 2 Evaporator Cooler Diffuser 28 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 3 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System 3 Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Emergency Generator 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Other Mechanical Equipment Air Handling Unit <10,000 CFM 1 Incinerator — Comm/Ind H:Wpplicat ions \Forms - Applications On Line\2009 Applications \1 -2009 - Permit Application.doc Revised: 1 -2009 bh Page 4 of 6 PLUMBING AND GAS PIPING �'�'ERMIT INFORMATION - 206 -43I -336670 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Not available at this time Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Project (contractor's bid price): $ 1 000 Scope of Work (please provide detailed information): Shell and core sanitary sewer, vent, rainleader, and natural gas piping systems and fixtures. Building Use (per Int'l Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Highline Sewer: Tukwila Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Bathtub or combination bath/shower Bidet Clothes washer, domestic Dental unit, cuspidor Dishwasher, domestic, with independent drain Drinking fountain or water cooler (per head) 4 Food -waste grinder, commercial Floor Drain 4 Shower, single head trap Lavatory 8 Wash fountain Receptor, indirect waste 1 Sinks 2 Urinals 4 Water Closet 12 Building sewer and each trailer park sewer 1 Rain water system — per drain (inside building) 11• Water heater and/or vent 1 Industrial waste treatment interceptor, including trap and vent, except for kitchen type grease interceptors Each grease trap (connected to not more than 4 fixtures - <750 gallon capacity) Grease interceptor for commercial kitchen ( >750 gallon capacity) Repair or alteration of water piping and/or water treatment equipment Repair or alteration of drainage or vent piping Medical gas piping system serving 1 -5 inlets /outlets for a specific gas Each additional medical gas inlets /outlets greater than 5 Backflow protective device other than atmospheric -type vacuum breakers 2 inch (51 mm) diameter or smaller Backflow protective device other than atmospheric -type vacuum breakers over 2 inch (51 mm) diameter Each lawn sprinkler system on any one meter including backflow protection devices 1 Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections (1 -5) Atmospheric -type vacuum breakers not included in lawn sprinkler backflow protections over 5 Gas piping outlets 3 H:\Applications\Forms- Applications On- Line\2009 Applications \I-2009 Permit Application.doc Revised: 1 -2009 bh Page 5 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. BUILDINC.o " R 1 R AUT o RIZED AGENT: Signature: Print Name: Bob Fadden % Lance Mueller and Associates Mailing Address: 130 Lakeside Suite 250 Date: 02/16/2010 Day Telephone: (206) 325 -2553 Seattle WA 98122 City State Zip Date Application Accepted: Date Application Expires: q t „\ Staff Initials: H:\Apphcanons\Forms- Applications On Line \2009 Applrcanons \1 -2009 - Permit Applicanon.doc Revised: 1 -2009 bh Page 6 of 6 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Segale 2 Story Office Building PERMIT # 10._ 0 1-1 (0 181 oo iew) If you do not provide contractor ids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) $2,500.00 $7,090.13 $137,649.25 $393,664.50 $540,903.88 5. Enter total excavation volume 3,600 cubic yards Enter total fill volume 4,500 cubic yards $250 (1) $2,500.00 $g,eea:be 2, 0 0 0 $.3,649756 S,t1.�� $ .18,113.56_ (4) q 4* Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 ./ 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees 49.25 (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 191412781 em. The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised Jan. 2009 1 b1oOM'1 RECEIVED FEB 16 2010 PERMir CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ 0.00 (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 –100 $37.00 101 – 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. si 1,001 – 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 – 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised Jan. 2009 2 152. 9 —(8) �• • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin A 1 Total A through E $ 0.00 (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Point 2 Water (Ordinance 2177) $ E. Allentown/Foster Point 2 Sewer (Ordinance 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ 270,569.60 I. Other Fees $ Total A through G $ 270,569.60 (10) 8,14$64, oN 57,144 41 !S Flo goo °2_, (6 +7 +8 +9 +10) $ (s. Clo -o1Z - rfa4FFlc et.YeAktatolGY DUE WHEN PERMIT IS ISSUED 280,929.86 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attribute to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) tallation Cascade Water Alliance RCFC 01.01.2009 — 12.31.2009 otal Fee 0.75 $600 $6,005 $6,605 1 $1100 $15,01 1 $16,112.50 1.5 $2400 '. 1,025 $32,425 2 $2800 '.48,040 $50,840 3 $4400 $' . 080 $100,480 4 $7800 $150,1 ' $157,925 6 $1 ; s $300,250 $312,750 Approved 09.25.02 Last Revised Jan. 2009 Temporary Meter 0.75" $300 2.5" $1,000 3 iniefrn 5 /1% /10 Clear Form SEGALE TWO STORY OFFICE BUILDING ENGINEER'S ESTIMATE GENERAL ITEMS - Page 1 Units 'Quantity Unit Price JSubtotals Clear/Remove Brush, by Hand ACRE 0.00 $1,200.00 $0.00 Clearing & Grubbing & Removal of Trees ACRE 0.00 $6,200.00 $0.00 Common Excavation CY 0.00 $1.20 $0.00 Trench Excavation CY 707.00 $3.00 $2,121.00 Backfill & Compaction of Embankment - Select Material CY 0.00 $3.60 $0.00 Backfill & Compaction of Trench - Select Material CY 0.00 $5.70 $0.00 Fill & Compact - Borrow CY 0.00 $11.20 $0.00 Fill & Compact- Gravel Base CY 513,33 $15.60 $8,008.00 Topsoil Type A (Imported) CY 704.60 $16.00 $11,273.66 Grading, Fine with Grader SY 16910.49 $0.70 $11,837,34 Grading, Fine by Hand SY 0 .00 $1.30 $0.00 Cedar Fence 6 feet high LF 0 .00 $25.00 $0.00 Vinyl Coated Chain Link Fence 6 feet high LF 0.00 $10.00 $000 Vinyl Coated Chain Link Gate, 20 feet wide EACH 0.00 $900.00 $0.00 Wildlife - Passable Fence (for NGPE & SAT) LF 0.00 $5.00 $0.00 Wetland Information Sign EACH 0.00 $20.00 $0.00 Survey Monuments EACH 0.00 $100.00 $0.00 Surveying for Lot Lines DAY r 1.00 $630.00 $630.00 Surveying for Line & Grade DAY 2.00 $510.00 $1,020.00 Trail, 4 Inch Crushed Cinders SY 0.00 $6.50 $0.00 Trail, 4 Inch Crushed Surfacing Top Course SY 0.00 $6.00 $0.00 Gabion, 3 feet thick, no Earthwork SY 0.00 $97.00 $0.00 Retaining Wall / Rockery, with Earthwork SY 0.00 $21.00 $0.00 GENERAL SUBTOTAL $34,890.00 STATE SALES TAX © 9.5 % $3,314.55 GENERAL TOTAL Stitt � 1 Rio -oLV-1 VED FEB 16 2010 `'< PERMIT CENTER SEGALE TWO STORY OFFICE BUILDING ENGINEER'S ESTIMATE TESC - Page 2 Units Quantity Unit Price Subtotals Fence, Silt - Install and Remove at End of Projebt LF 0.00 $1.30 $0.00 Fence, Temporary, Drip Line & NGPE / SAT LF 0.00. $1.00 $0.00 Hydroseeding ACRE 0.00 $1,800.00 $0.00 Hydroseeding, Fertilizing & Mulch ACRE 0.00 $2,500.00 $0.00 Seeding, by hand SY 0.00 $0.35 $0.00 Geotextile Fabric SY 0.00 $1.50 $0.00 Catch Basin Protection, Insert EACH 6.00 $30.00 $180.00 Catch Basin Protection, Filter Fabric & Rock EACH 0.00 $20.00 $0.00 Silt Trap or Pond Overflow 1 Outfall EACH 2.00 $600.00 $1,200.00 Interceptor Swale / Dike LF 50.00 $0.90 $45.00 Hay Bale Silt Trap EACH 0.00 $50.00 $0.00 Brush Barrier LF 0.00 $0.25 $0.00 Stabilized Construction Entrance, 15 foot by 50 feet EACH 1.00 $1.050.00 $1,050.00 Stabilized Construction Entrance, 15 feet by 100 feet EACH 0.00 $1,800.00 $0.00 Pipe Slope Drains LF 0.00 $2.00 $0.00 Level Spreader LF 0.00 $1.50 ' $0.00 Mulch, Straw, by hand 3 Inches thick SY 0.00 $0.50 $0.00 Mulch, Straw, by machine, 2 inches thick ACRE 0.00 $2,000.00 $0.00 Silt Trap EACH 2.00 $500.00 $1,000.00 Silt Pond EACH 2.00 $1,500.00 $3,000.00 TEMPORARY EROSION / SEDIMENTATION SUBTOTAL $6,475.00 STATE SALES TAX © 9.5 % $615.13 TEMPORARY EROSION / SEDIMENTATION TOTAL. $7,090.13 SEGALE TWO STORY OFFICE BUILDING ENGINEER'S ESTIMATE ROAD AND PARKING LOT IMPROVEMENTS - Page 3 Units Quantity jUnit Price Subtotals AC Grinding, 4 foot machine SY 16910.49 $7.00 $118,373.42 AC Removal / Disposal / Repair SY 0:00 $80.00 $0.00 Curb, Extruded Asphalt LF 0.00 $2.00 $0.00 Curb, Extruded Cement Concrete LF 1750.00 $2.00 $3,500.00 Curb & Gutter, vertical LF 0.00 $7.00 $0.00 Curb & Gutter, rolled LF 70.00 $9.50 $665.00 Demolition & Disposal of Curb & Gutter LF 70.00 $10:30 $721.00 Demolition & Disposal of Cement Concrete Sidewalk SY 273.33 $22.50 $6,150.00 Sawcut Asphalt, 3 inch depth LF 0.00 $1.30 $0.00 Sawcut Concrete Pavement, per 1 Inch of Depth over 3 inches LF 325.00 $1.10 $357.50 Asphalt Sealant LF 0.00 $0.70 $0.00 Shoulder, Crushed Surfacing Top Course (CSTC) TONS 0.00 $15.00 $0.00 Cement Sidewalk, 4 inch thick with 2 Inches of CSTC SY 0,00 $20.00. $0.00 Cement Sidewalk, 5 inch thick. rolled curb with 2 Inches of CSTC SY 550.00 $24.00. $13,200:00 Striping, 4 inch reffectorized paint line LF 0.00 $0.25 $0.00 Striping, per parking stall EACH 304.00 $3.00 $912.00 Ladder Crosswalk, Painted EACH 2.00 $50.00 $100.00 Thickened Asphalt Edge LF 0.00 $4.70 $0.00 Parking Lot Light EACH 17.00 $1,000.00 $17,000.00 Channelization Arrows EACH 0.00 $75.00 $0.0.0 Miscellaneous Traffic Channelization Signs EACH 0.00 $50.00 $0.00 $0.00 Asphalt Concrete Pavement Overlay (2.05 tons /CY) TONS 0.00 $40,00 $0.00 Asphalt Concrete Pavement, less than 300 tons (2.05 tons /CY) TONS 0.00 $38.00 .$0.00 Asphalt Concrete Pavement, over 300 tons TONS 1460.91 $96.00 $140,247.76 Asphalt Treated Base (ATB) (2.05 tons /CY) TONS 0.00 $35.00 $0.00 Crushed Surfacing Top Course (1.85 tons /CY) TONS 1460.91 $37.50 $54,784.28 Crushed Surfacing Base Course (1.85 tons /CY) TONS 0.00 $15.00 $0.00 Gravel Base (1.85 tons/CY) TONS 0.00 $9.00 $0.00 Structural Geotextile Fabric .SY 0.00 $1.50 '$0.00 Guard Rail LF 0.00 $20.00 $0.00 Raised Pavement Markings, Type 1 EACH 0.00 $3.00 $0.00 Thermoplastic Arrows EACH 0.00 $75.00 $0.00 Thermoplastic Lane Marking LF 0.00 $3.00 $0.00 Ladder Crosswalk, Plastic EACH 0.00 $400.00 $0.00 Stop Signs, 30" x 30" VIP Grade EACH 0.00 $75.00 $0.00 Street Name Signs, 9" x length, with 6 inch letters EACH 0.00 $40.00 $0.00 City Owned Street Lights EACH 0.00 $5,000.00 $0.00 PSE -Owned Street Lights EACH 0.00 $5,000.00 $0.00 Street Trees (one per single - family lot, as a minimum) EACH 7.00 $500.00 $3,500.00 Miscellaneous Traffic Signs EACH 0.00 $35.00 $0.00 Non - Traversable Medians (C curbing) LF 0.00 $500 $0.00 Barricade, Type III LF 0.00 $30.00 $0.00 Traffic Control Plans & Implementation LS 0.00 10 % of street costs Fully Actuated Traffic Signal, Including Design EACH 0.00 $250,000.00 $0.00 ROAD AND PARKING LOT SUBTOTAL $359,510.96 STATE SALES TAX at'? 9.5 To $34,153.54 ROAD AND PARKING LOT TOTAL $393,664.50 SEGALE TWO STORY OFFICE BUILDING ENGINEER'S ESTIMATE DRAINAGE SYSTEM (Part 1) - Page 4 Units _jQuantity Unit Price Subtotals Inlet or Yard Drain. EACH 0.00 $350.00 $0.00 Catch Basin Type 1 EACH 15.00 $850.00 $12,750.00 Catch Basin Type 2, 48 Inch Diameter EACH 1.00 $1,300.00 $1,300.00 for additional depth over 4 feet/per foot FEET 2.00 $320.00. $640.00 Catch Basin Type 2, 54 Inch Diameter EACH 0.00 $1,450.00 $0.00 for additional depth over 4 feet/per foot FEET 0.00 $370.00 $0:00 Catch Basin Type 2, 60 Inch Diameter EACH 0.00 $1,600.00 $0.00 for additional depth over 4 feet/per foot FEET 0.00 $310.00 $0.00 Catch Basin Type 2, 72 Inch Diameter EACH 0.00 $2,200.00 $0.00 for additional depth over 4 feet/per foot FEET 0.00 $520.00 $0.00 Cleanout, PVC, 4 Inch Diameter EACH 2.00 $86.00 $172.00 Cleanout, PVC, 6 Inch Diameter EACH 2.00 $115.00 $230.00 Cleanout, PVC, 8 Inch Diameter EACH 2.00 $142.00 $284.00 Drain Pipe, PVC, 4 Inch Diameter LF 0.00 $4.50 $0.00 Drain Pipe, PVC, 6 Inch Diameter LF 0.00 $6.50 $0.00 Drain Pipe, PVC, 8 Inch Diameter LF 0.00 $8.00 $0.00 Storm Pipe, Concrete, 8 Inch Diameter LF 0.00 $15.00 $0.00 Storm Pipe, CMP, 8 Inch Diameter LF 0.00 $10.00 $0 Storm Pipe, PVC, 8 Inch Diameter LF 942.00 $8.00 .00 $7,536.00 Storm Pipe, Concrete, 12 Inch Diameter LF 0.00 $18.00 $0.00 Storm Pipe, CMP, 12 Inch Diameter LF 295.00 $15.00 $4,425,00 Storm Pipe, PVC, 12 Inch Diameter LF 0.00 $15.00 $0.00 Storm Pipe, Reinforced Concrete, 15 Inch Diameter LF 0.00 $23.00 $0.00 Storm Pipe, CMP, 15 Inch Diameter LF 0.00 819.00 $0.00 Storm Pipe, PVC, 15 Inch Diameter LF 0.00 $19.00 80.00 Storm Pipe, Reinforced Concrete, 18. Inch Diameter LF 0.00 $28.00 $0.00 Storm Pipe, CMP, 18 Inch Diameter LF 0.00 $22;00 $0.00 Storm Pipe, PVC, 18 Inch Diameter LF 0.00 $23.00 $0.00 Storm Pipe, Reinforced Concrete, 24 Inch Diameter LF 0.00 $40,00 $0.00 Storm Pipe, CMP, 24 Inch Diameter LF 0.00 $30.00:. $0.00 Storm Pipe, PVC, 24 Inch Diameter LF 0.00 $30.00 $0.00 Storm Pipe, Reinforced Concrete, 30 Inch Diameter LF 0.00 $65.00 $0.00 Storm Pipe, CMP, 30 Inch Diameter LF 0.00 $39.00 $0.00 Storm Pipe, Reinforced Concrete, 36 Inch Diameter LF 0.00 $85.00 $0.00 Storm Pipe, CMP, 36 Inch Diameter LF 0.00 $65.00 $0.00 Storm Pipe, Reinforced Concrete, 42 Inch Diameter LF a00 $105.00 $0.00 Storm Pipe, CMP, 42 Inch Diameter LF 0.00 $80.00 $0.00 Storm Pipe, Reinforced Concrete, 48 Inch Diameter LF 0.00 $115.00 $0.00 Storm Pipe, CMP, 48 Inch Diameter LF 0.00 $85.00 $0.00 Storm Pipe, Reinforced Concrete, 60 Inch Diameter LF 0.00 $165.00 $0.00 Storm Pipe, CMP, 60 Inch Diameter LF 0.00 $125.00 $0.00 Storm water quality vaults EA r 2.00 $30,000.00 $60,000.00 Pond Overflow Spillway. SY 0.00 $5.00 $0.00 Restrictor -Oil / Water Separator, 12 Inch Diameter . EACH 0.00 $800.00 $0.00 Restrictor - OiI / Water Separator, 15 Inch Diameter EACH 0,00 $900.00 $0.00 Restrictor - 011 / Water Se•arator, 18 Inch Diameter EACH 0.00 $1,050.00 $0.00 $5,200.00 Restrictor - OiI / Water Separator, 24 Inch Diameter EACH 4.00 $1,300.00 Trash Rack, 15 Inch Diameter EACH 0.00 $185.00 80.00 Trash Rack, 18 Inch Diameter EACH 0.00 $210.00 ! $0.00 Trash Rack, 21 Inch Diameter EACH 0.00 $240.00 80.00 Trash Rack, 24 Inch Diameter EACH 0.00 $300.00 ' $0,00 DRAINAGE SYSTEM SUBTOTAL for Part 1 $92,537.00 SEGALE TWO STORY OFFICE BUILDING ENGINEER'S ESTIMATE DRAINAGE SYSTEM Part 2 - Page 5 Units Quantity Unit Price Subtotals Light Loose Riprap TONS 0.00 Quarry Spells, 4 Inch to 8 Inch Diameter TONS 0.00 $60.00 $45.00 $0.00 $0.00 Roof Downspout Infiltration Trench per 100 feet of length FEET 0.00 Perforated Stubout System EACH 0.00 Flow Dispersal Trench per 100 feet of length FEET 0.00 Stormwater Facility Sign EACH 0.00 $300.00 $0.00 DRAINAGE SYSTEM SUBTOTAL STATE SALES TAX © 9.5 % $92,537.00 DRAINAGE SYSTEM TOTAL $8,791.02 $101,328.02 SEGALE TWO STORY OFFICE BUILDING ENGINEER'S ESTIMATE I WATER SYSTEM - Page 6 Units Quantity Unit Price (Subtotals. Ductile Iron Water Main, CL 52, ,6 Inch Diameter LF 0.00 $22.00 $0.00 Ductile Iron Water Main, CL 52, 8 Inch Diameter LF 0.00 $25.00 $0.00 Ductile Iron Water Main, CL 52, 10 Inch Diameter LF 0.00 $29.00 $0.00 Ductile Iron Water Main, CL 52, 12 Inch Diameter LF 0.00 $32.00 $0.00 Gate Valve, 6 Inch Diameter EACH 0.00 $600.00 $0.00 Gate Valve, 8 Inch Diameter EACH 0.00 $600.00 $0.00 Gate Valve, 10 Inch Diameter EACH 0.00 $800.00 $0.00 Gate Valve, 12 Inch Diameter EACH 0.00 $950.00 $0.00 Fire Hydrant Assembly, with Guard Posts EACH ' 0.00 $1,200.00 Fire Hydrant Assembly, without Guard Posts EACH 0.00 $950.00 $0.00 Air -Vac, 8 Inch Diameter EACH 0.00 Air -Vac, 10 Inch Diameter EACH 0.00 Air -Vac, 12 Inch Diameter EACH 0.00 Pressure Reducing Valve Assembly, 8 Inch Diameter EACH 0.00 MICA Assembly and Vault EACH 0.00 $20,000.00 $0.00 Pressure Reducing Valve Assembly, 12 inch Diameter EACH 0.00 WATER SYSTEM SUBTOTAL $0.00 STATE SALES TAX @ 9.5 % $ WATER SYSTEM TOTAL $ - SANITARY SEWER SYSTEM Units JQuantity Unit Price Subtotals Side Sewer Pipe, PVC, .4 Inch Diameter LF 0.00 $5.00 $0.00 Side Sewer Pipe, PVC, 6 Inch Diameter LF 125.00 $7.50 $937.50 Side Sewer Pipe, PVC, 8 Inch Diameter LF 0.00 $10.00 $0.00 Sewer Pipe, PVC, 8 Inch Diameter LF 0.00 $25.00 $0.00 Sewer Pipe, PVC, 12 Inch Diameter LF 0.00 $30.00 $0.00 Sewer Pipe, PVC, Inch Diameter LF 0.00 $0.00 Manhole, 48 Inch Diameter EACH 0.00 $1,300.00 $0.00 for additional depth over 4 feet / per foot FEET 0.00 $320.00 $0;00 Manhole, 54 Inch Diameter EACH 0.00 $1,450.00 $0.00 for additional depth over 4 feet / per foot FEET 0.00 $370.00 $0.00 Manhole, 60 Inch Diameter EACH 0.00 $1,600.00 $0.00 for additional depth over 4 feet / per foot FEET 0.00 $410.00 $0.00 Manhole, 72 Inch Diameter EACH 0,00 $2,300.00 $0.00 for additional depth over 4 feet / per foot FEET 0.00 $520.00 $0.00 SANITARY SEWER SUBTOTAL $937.50 STATE SALES TAX @ 9,5 % $89.06 SANITARY SEWER TOTAL $1,026.56 SEGALE TWO STORY OFFICE BUILDING ENGINEER'S ESTIMATE SUMMARY OF ESTIMATES TOTALS GENERAL ITEMS $38,204.55 TEMPORARY EROSION / SEDIMENTATION CONTROL $7,090.13 ROAD AND PARKING LOT IMPROVEMENTS $393,664.50 DRAINAGE SYSTEM $1.01,328.02 WATER SYSTEM (COSTS IN PRIVATE FIRE LINE PERMIT) $0.00 SANITARY SEWER SYSTEM $1,026.56 GRAND TOTAL: $541,313,75 AMOUNT TO BE BONDED (see note below): NOTE: The multiplier for Subdivision Bonds in lieu of construction is 150 percent per City Code. The quantities above were computed by: Printed Name: J j? ,In (( ' Signature: am'• PE Registration Number: TT Y8 Firm Name: / ,a. , r�4 6e11 P. Address: tv A 9' F3 t '— Date: 2 /S— Z a f ) Telephone Number: (?1.25') £3Zj - 0733 FAX Number: E-Mail Address: g2,S - /36 rx . '11, c cyt 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.tulcwila.wa.us Parcel No.: 3523049121 Address: 18100 ANDOVER PK W TUKW Suite No: Applicant: SEGALE OFFICE BUILDING SHELL RECEIPT Permit Number: Status: Applied Date: Issue Date: D10-044 ISSUED 02/16/2010 05/24/2010 Receipt No.: R10 -01653 Initials: User ID: JEM 1165 Payment Amount: $63.00 Payment Date: 08/23/2010 11:51 AM Balance: $0.00 Payee: SEGALE PROPERTIES TRANSACTION LIST: Type Method Descriptio Amount Payment Check Authorization No. 6638 63.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 Total: $63.00 63.00 PAYMENT RECFIVED doc: Receiot -06 Printed: 08 -23 -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 RECEIPT Parcel No.: 3523049121 Permit Number: D10-044 Address: 18100 ANDOVER PK W TUKW Status: APPROVED Suite No: Applied Date: 02/16/2010 Applicant: SEGALE OFFICE BUILDING Issue Date: Receipt No.: R10 -00911 Initials: User ID: WER 1655 Payment Amount: $465,472.22 Payment Date: 05/24/2010 02:08 PM Balance: $0.00 Payee: SEGALE PROPERTIES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 61621 465,472.22 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES FIRE IMPACT FEES PARK IMPACT FEES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES 000.322.100 90830402.5000.5304.XXXXX 90930101.5000.5301.XXXXX 000.342.400 000.342.400 640.237.114 104.367.120 43,351.85 93,493.68 48,186.09 252.50 9,614.00 4.50 270,569.60 Total: $465,472.22 PAYMENT RSCEIVED doc: Receiot -06 Printed: 05 -24 -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 RECEIPT Parcel No.: 3523049121 Permit Number: D10-044 Address: 18200 ANDOVER PK W TUKW Status: PENDING Suite No: Applied Date: 02/16/2010 Applicant: SEGALE 2 STORY OFFICE BLDG Issue Date: Receipt No.: R10 -00272 Payment Amount: $9,913.25 Initials: WER Payment Date: 02/16/2010 02:33 PM User ID: 1655 Balance: $53,222.85 Payee: SEGALE PROPERTIES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 1273 9,913.25 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PLAN REVIEW 000.322.100 000.345.830 000.345.830 Total: $9,913.25 250.00 49.25 9,614.00 doc: Receiot -06 Printed: 02 -16 -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 RECEIPT ParcelNo.: 3523049121 Permit Number: D10 -044 Address: 18200 ANDOVER PK W TUKW Status: PENDING Suite No: Applied Date: 02/16/2010 Applicant: SEGALE 2 STORY OFFICE BLDG Issue Date: Receipt No.: R10 -00269 Initials: WER User ID: 1655 Payment Amount: $28,178.70 Payment Date: 02/16/2010 02:31 PM Balance: $63,136.10 Payee: SEGALE PROPERTIES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 1273 28,178.70 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 28,178.70 Total: $28,178.70 doc: Receiot -06 Printed: 02 -16 -2010 r:(77...'.;';' l.%':4 -- 7W,, ,c'olt. 7.,. L.?, .5 .ir ,v;- --r:t •.sqk�, —r.-•:•wJ'..- INSPECTION RECORD 41 Retain a copy with permit .�ia- Oy� • INSPECTION NO. PERMIT NO.`R CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 . Permit Inspection Request Line (206) 431 -2451 Project: S66.41.F' o 7--Fines Type of Inspection: r/,vieIG Address: / P3 /a o Adoeticie Ply 4., Date Called: Special Instructions: Date Wanted: /3 —/ / Requester: Phone No: 39 -/77/ Approved per applicable codes. aCorrections required prior to approval. 1 COMMENTS: a Fvorit /6 - /Weed .d ‹......_„NN,\ _)1= �/.*19-1-, -- 4ppt ct, 3) .S:pif :04 / -.1.,^i- .$e,ao -ii ±7t/ t. - 11 /91144/e9 el ace r*A/41 ' I'lPe iro -»-, £ Ti- 1)1 7fA ?-1- /1' ') / ?td-f 4) eivki,v ► - RioPeewd 5. ,aocrf Ln.sr.4/4t.J - 40/01 i A''') ('' 6h.,// 4 4 f .4,-,..-7:-/ [ ,fJ7, y/f i. -- , ,v,t i oeet,l�►9I/By s/4.442 Sfr/�FR�9_!%f P6R0-7.T , . 1 s ctor: Date: ,/- /3 -%/ ,INSPECTION FEE REQUIRED. Prior to next inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 =3670 Permit Inspection Request Line (206) 431 - 2451 4. Project: r 4 ojto /9 144 Type of Inspection: JCalle / r�' f ` Addy Date Wa ii — - l 040010,4914-04+ Special S . Date t 02-i 811 p.m. Requester: Phone No: • Approved per applicable codes. LJ Corrections require& prior to approval. . COMMENTS: I iiu f 0 fL r Cq�'14 • _s Ti 7 r 4" elll7r*eZi� "C. . /.LT i V., lL i Jltl! ! > i lh IL..0 l !'s 1File O(A' iff4 eV f.ZtL7ILilE!S!Ti fi.� .I1i +�r:fi�TJ . .. ' ./ 4 < ls 14104 // P4'fbelkAtiw _ems fed stf 7 re-eprechrti Inspector: Date: n REINSPECTION FEE REQUIRED. Prior to next inspection; fee must be . paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • Y:+: gar -... , ,.1i4 -4a9• -t '1.wai.s.C:Jr.'c F INSPECTION NO. .INSPECTION RECORb � : '_ 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 Project: r ...SW 6 .z Ord C' E Type of Inspection: • e.L4 Z' A' 6. . Address: / /0 O 4/1,0 tJ/CPA" et) Date Called: Special Instructions: 5".3' O Date Wagted: r /— // p.m. Requester: Phone No: i 0.44- .7�� -/%4// EZI% per applicable codes. El Corrections required prior to approval. COMMENTS: Ipsrecto INSPECTION FE7= REQUIRED. Prior to next inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 2z. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: 5-'2 6/9/6 Oci —iOe. Type of Inspection: cC-is 7,Arre F.�/e ae4 Address: /0`aie) ,e Date Called: Special Instructions: :36 c1.2 Date Wa ed: / f/ �m Requester: Phone No: DG 5gt. -/74gi Approved per applicable codes. Ei Corrections required prior to approval. COMMENTS: Str4 r s Per- SDto -1c In pec r Date: n R I SPECTION FEE REQ IRED. Prior t next inspection, fee must be at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION vl 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: a.091...e. G0Frieee Type of Inspection: &0f! .art/.s zM'7a 0 4/4 lf 6hes4s,A, l/i ...401, 440. 0 Address: /AI /404 4A/ k1Ykf >J0e w Date Called: ' . Special Instructions: Date Wanted: /— .2 0 —// • p.m. Requester: . Phone No: z2 04- 3 ft - /_744,1 1,, • J Approved per applicable codes. Corrections required prior to approval. s COMMENTS: M1 0 4/4 lf 6hes4s,A, l/i ...401, 440. 0 .*-0 upr i i ..r11/$ I /rA T a 9tw --- 4 Arid /�Cr1% ' -- .-,ao4 -:„,o l .4 4 — 1�pi /i V to e ri Oor 1 r4 _, f:wty u / . — iv t tr es S 1 I • ector: Date: . 0 RE PECTION FEE REQUI - ED. Prioffto next inspection. fee must be pai t at 6300 Southcenter Blv'.;•Suite 100.•Call to schedule reinspection. • • : 410.044,1r INSPECTION RECORD Retain a copy with.permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION k 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project _ s /'} (�y' Type of�►spdc -og: –end(: ! Address: 1 �� Ate Cali Special Instructions: Date Wanted: a.m : Requester: Phone No: • •Approved• per applicable codes. nq COMMENTS: ElCorrections required .prior to approval. 439 Inspec.ir: Date: —1 '; _( n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection: • MSigteg=0.. A@ :i'Q" '4:' . -' w •• • ,Tar e•4+..401 1• ".•Tr'�1R�. a •y .T INSPECTION RECORD t.... Retain a copy with.permit. I'JSPECTI(iN 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 . • V • r. • r Oro-nori teA Project: .0-44140 Orr-Le,: _ Type of Inspection: PO_ rW4e44ri Address: • If i eV Ah' JaU/44 Pi/4C IA, Date Called: --77. Special Instructions: - -- Date Wanted: • • Requester: Phone No: E,Approved per applicable codes. EJCorrections required prior to approval. COMMENTS: p. S 1.f "'kip 411091 .Z.V5 7,1 dOrn. ile;7191411eMee ea.-. /- - Date: IT REJIQPECTION FEE REQUIR . Priori? next inspection, fee must be p at 6300 Southcenter Blvd., Suite 1 0. Celli° schedule reinspection. • • -rfearr-r-• : '4,91trICOM.r.....2310,Vitrs •itrlinaWk:151201061113 INSPECTION RECORD Retain a copy with permit 10/40— py p /40— ,q _ INS ECTION NO. PERMIT NO. CITY OF.TUKWILA BUILDING DIVISION . tL 6300 Southcenter Blvd:; #100; Tukwila.•WA 98188 (206) 431 3670 Permit Inspection Request Line (206) 431 =2451 Project: Type of Inspection: . Address: /Olaf.? , A/0%Jfl ,,e 4 Date Called: . . Special Instructions: / ' - Date Wanted: , — 1/—/ / a* p.m. Requester: Phone No: 4M _� se..-/799' • Di Approved per applicable codes. Corrections required prior to approval: COMMENTS: .07.644. s MAW"' 44 ',ow --:ZoisS 444 Jo/A.14, INSPECTION FE EQUIRED(Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite.100. Call'o schedulereinspection. . ' -•- • r mtopr.wsgOriswetors.n.r 2asprycr- 'emmen v •.mi°i +�+ `�e+ a . INSPECTIO NO. INSPECTION RECORD Retain a copy with permit aI • ±tIi� 1710-044 PERMIT NO. CITY.OF TUKWILA BUILDING DIVISION g 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 =2451 (206) 431 -367 Project:, �//� 4Hit'i `• o 41/ ,L Type of Inspection: WA Leoa � o Address: 151 CO 4 D U E Date C led: - Special Instructions: Date Wanted: 1.2-.30- 10 a.m. p• .. Requester: Phone No: 2t1 Z% (744 ElApproved per applicable codes. E1Corrections required prior to approval. • COMMENTS: p4 r 449 ‘41-5 row • REINSPECTION FE REQUIRED. Prior to next inspection. fee must be ,paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. •. - - •ten 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 Project: car 6 & ALX . ~' ... Type of Inspection: . WA tt , .4..)stAL.A'i-tc4'1,i Address: 18100 ALIWa_P t•a - Date Called: Special Instructions: - 1 - Date Wanted: l� 8 --t0 Requester: Phone No: ..2 a (o -1S940 --17 q y Approved per applicable codes. Corrections required prior to approval. COMMENTS: fp. A . . ~' ... •""` - ..` 26.14-Li is P s 4.4.:1P 4.4 -5ea to ktc5 — tiJ,e4t1 j.,kiS I 11 , v 5- — , ta1;i: • Date: ►m.. ' "' '�." 1 aa.9 12-8 SPECTION FEE REQUIEED. Prio to next inspection. fee must be at 6300 Southcenter Bl .. Suite 100. Call to schedule reinspgction. F _Verr•Ar rr.•: -tea INSPECTION .RECORD Retain a copy with permit INSPECTION NO. PERMIT N0. - CITY OF TUKWILA BUILDING DIVISION t .'. • • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431 -2451 Pr ' ct: GG p� g6��/ h t -. Type of nspection:t A "• r 4.6 Address: 1 i ca v Dull` Date a ed: Spe is Instr ...# • . Date Wanted: i _ ^'' m _' iC _ p.m. Requester: Phone No: 711(A % --f 'Hi ElApproved per applicable codes. ElCorrections - required prior to approval. COMMENTS: k viA'lt f 4 .Rf 2�== Inspectof. 'Date: ❑ REINSP C1 ON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. gl IriVe .•Yx�....; •..- ..y�.�.egp -tee•- • •f•a+cA.:e••4 • q... �-•1. ME. ..a h . • •'a+..0 ,T,W18 75,214110: INSPECTION RECORD t. Retain a copy with permit £!O 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 Project: Type of Inspection: . 4 'She 4 eau 04; >W)u,4 .N.../ 1i4%40„/ ..!) 0u.►.i Address: 1 8 I Q (U 146-1 dNS Q P IZ ik. Date Called: J It Special Instructions: • f - . Date Wanted: II— 1 =- i_ o_ a.m. P.m. Requester: w Phone No: C.0 (a• -a . �j / ) `I tip ! -" - ` • Li ElApproved per applicable codes. El Corrections required prior to approval.- ig COMMENTS: Pi Y 4 'She 4 eau 04; >W)u,4 .N.../ 1i4%40„/ ..!) 0u.►.i s k wA91- ice..+' -_ g - 8.n. p}.M........, .w....', ' - w 1 • ❑ RE If ` ECTION FEE REQUIREDrior to rxt inspection, fee must be pai s : t 6300 Southcenter Blvd.. Sue 100. all to schedule reinspection. ` • INSPECTION RECORD Retain a copy with permit Z INSPECTION NO. PERMIT N . CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: •• Type of Inspection: Address: /.8/02) owatfor4 ,' he a./ Date Called: . .fit .3P.e dt/r 6- Special Instructions: Date Wanted: // ,2— / CP r , ) 4 2r7 r,./ G �e- '�aaaf p.m. Requester: - • Wa1J Phone No: ..e)140‘ �/ ..e)140‘ a7- ''(i- I�I�y 9 :4j.Approved per applicable codes. ElCorrections required prior to approval.- COMMENTS: 1 14y — ,s /..r/ a/z sd 4 tiq // . .fit .3P.e dt/r 6- . 1 414 (101441 Jf le r , ) 4 2r7 r,./ G — 2.4 / Jo -',00:74 - Wa1J 1 x ns pector: RE p 0 •••-t'% 7 /.u-4 'Date: • 1 • ECTION FEE REQ RED. Prrior to next inspection'. fee must by t 6300 Southcenter =lvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit I-"C'41i- _ PERMIT NO. 'r CITY OF TUKWILA BUILDING DIVISION 12` 6300 Southcenterr Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 (206) 431 -3670 • Project: Type of Inspectjon: Address: } 1814' 4 WfE ,'4 Date Called: Special Instructions: .' Date Wanted:. //" g - f (, p.m. Requester: Phone No: ©6 -3q4- i74/9 • E1 Approved per applicable codes. • a Corrections required prior to approval. • COMMENTS: 4.. /.5,,4 _ "may 4 t L * ?4 -- Atiet6 /z 4,19 Q a«.0 l NSPECTION FEE IJQUIRE Prior to next inspection. fee must be aid at 6300 Southcenter Blv .. Suite 100. Call to schedule reinspection: a: •.k l+� !-.-7- !- 7.1,--ww-mbrimK—Ly- :.r mod. gam,. kof . INSPECTION NO. INSPECTION RECORD Retain •a copy with permit /tJ_ — 05014/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431 -2451 Project: Type of Inspection: , • Address: ./g/e A /raiYF' RX Date Called: ■ . Special Instructions: Date Wanted: /L-* 2- --/o Requester: a Phone No: Re:14— .1194-09Y ❑ Approved per applicable codes. ° Corrections required prior to approval. 5t COMMENTS: b r/eov Por,•:H,-i'Sdi 7- p 0.„,y, p d.:t 1 i� ECTION FEE REQU I ED. Prior o next inspection. fee must be 6300 Southcenter Blva. Suite Y00. Call to schedule reinspection. 'Date: 1/- i- b'^ ! SRmi -f.c :':�r�p::•- eon:• c -%i q . --+a �.+..+:..:.,... .r.•,,....7' - • �. i • • INSPECTION RECORD Retain a copy with permit D Id — INSPECTIO 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 Pct e o�f spection. Address: q'S l d c) Anil') 6 J J' , ad% e Called: _ /�'�► Special Instructions: Date Wanted: a.m. i O — a'%'1a i5- Requester: • Phone No: 14 (41:;2-1 b ' / 11 4 / ElApproved per applicable codes. corrections required prior to approval. OMME TS: . 1 5:—r- 14 0 D at._ €.4,TA.,.tio : itykerti- ,r SC-(---47._ A l re: .r &, A ■ 'A--� X--drs , 1 6 d� ''\ L c../W.1?) i- �! �A,C` !►�• - ('_r J,y. s• . 5.1 .1.--- & (,/ � L. / rte. '{ ? ,✓u` 1 6/V a S j (LLAJ L A'i di ��`- n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection: '7, .- •.ems. -.a�• •IN.F •E .. Yt /'•' • •��c . .:►Y;C'. -'_macs. • -.A“/ 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 0 - Project: " /�- , cl° }€-1 l l f C ' Type of Inspection: ... ∎ l.O �l Ue't e Address: tk imd Alb Au r Lo Date C Iled: -. Special Instructions: �'1 2-S-63 _ + AAcle.)-s Date Wanted ! _<^ ,P V %a.m. ` �{ Requester: Phone No 9AC -31*(6° —17441 • ElApproved per applicable codes. Corrections required prior to approval. // Date: COMMENTS: J'J c C tlo/0 - ;TimS p e J fv‘ 3\; `FIi1-- (10 n r ,1-e Q gel r-C , ncome P. " AAcle.)-s cct (-0 r --r t —p eJ?s . ,A (4,A (L). i 1_5 A 32_ (0 g h A i 5 33 9A 1( 3 ►co.& 31- r-I ; I) Iv ( Q A 3S 6 13A i y R 37 ag 14A 30 ilJ A IA fc 3 Inspect(: (ip —r D $60.00 REINSPECTION EE REQUIRED. Prior to4nspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: !Date: -7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dro -O4 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ltz 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro A- , V / /� 'e G E / ' ce Type of Inspection idee.�• A . Address: 1 f 0<3 AN 0 ouEr Date Called: w r._. Special Instructions: 04 25-0 I - 0 ( Date Wanted: _ -l' a.m I p.m. Requester: Phone 4 ^ C / -04/ Approved per applicable codes. Corrections required prior to approval. COMMENTS:��� Date` I + REINSPECTION F REQU RED. Prior to inspection, fee must be at 6300 Southcenter lvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 4_) INSPECTION RECORD Retain a copy with permit 2)/6-6V,/ PERMIT NO. (206)431 -3670 Project: Se 6 ALE 4 1= r -/( Type of Inspection: re /kw/977ov luA / Address: /1 /Oh 4 VOut/4 r) /Z Date Called: u/ Special Instructions: 64/2 / 38 o f _e-2 Date Wanted: an. 7-z3--/O • Requester: Phone No: o G- .Y &- /-71/5/ 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS 0 :.21P-1.5, (x/e(7 4 &his-4,7/ 49//i;I•t./ r' Insp Date: 2 0 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be at 6300 Southcen er Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit INSPECTI N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 A/o --may Project: _ 9if /. OFri'f Type of Inspection: F,,''a t/, (41/ Address: /' /O O 4N/fm/,-.d ri y z & Date Called: ' Special Instructions: oil/ 4/2■ - Q/ Date Wanted: Requester: Phone No: 02 dG- 356 —/74(5/ ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: - dtI.$ gar. leer / L l .k/ Anac / • n.G. 7 Inspecto $6 p 4/1.444/4 D e: e 30– /0 .00 REINSPECTION FEE REQi71RED. Prior to inspection, fee must be Id at 6300 Southce er Blvd., Suite 100. Call to schedule reinspection. e eipt No.: Date: INSPECTION RECORD Retain a copy with permit OW -041 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Probe �i'r .5 T t tAe rJ 1-0"5 0 1< Type of-Inspection: cr-e s o d f 1, „e 74 q Address: I '(O0 1,000 -Of u! Date Called: Special Instructions: 0 410 1 t _ D' 4g Date Wanted: (9 _ (( -10 a.m.. P.m. Requester: -.... 1 Pho2,0 40— 356-1'144 EiApproved per applicable codes. Corrections required prior to approval. ! COMMENTS: '- E : /* p/ a JA- 1 d , ,`l �i'r .5 T t tAe rJ 1-0"5 0 1< 5-re d.c vN f l; ,f‘P 4 TO ; cr-e s o d f 1, „e 74 q ex, S ems- A---k �� x- / e.x V t- J n S :7)(2._ p -.... 1 Ind ector: Ak40A 1 / ri $60.00 REINSPECTION FEE REIUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: ! _ ,' \o _ , J Receipt No.: Date: 1. INSPECTIO1 NO. INSPECTION RECORD Retain a copy with permit ,01 -041 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 14- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proje : Sp 6/146- ©/1 e e .!3 Type of Inspection:, .. r' •`J /l LOW r ut Address: W/ 00 A d N kjeU tAJ Date Called: Special Instructions: D� Fek ✓ 4 i (INfe Date Wanted: / Requester: Phone No z_/%0 6 3 % - i+ 44 Approved per applicable codes. Corrections required prior to approval. COMMENTS: O Inspe -o� Da/e: ,a-- 0 $60 0 REINSPECTION FEE " QUI D. Prior to inspection, fee must be pai at 6300 Southcenter Blvd., Sui 'e 100. Call to schedule reinspection. R • ibt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit Dto- 044 PERMIT NO. (206)431 -3670 Project: 5E Ca " 01 -rl( _ Type of Inspection: i ooT1uJG 0 c4�S.11 t,a 4- c� 1 Address: l 0 l o o (\. jc.G\/T ✓ . P.< w Date Called: Special Instructions: Date Wanted: a:m. • Requester: Phone No: _caC ,, -3G(...- 1 1 qg 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0 c4�S.11 t,a 4- c� 1 r '� S k LALc rsit J r'C s 0 Sd o c..✓ @Sl -_0( I l,,,k,., 1,-, I pect (AA^An \ •A Dag: U $.0.70 REINSPECTION F E REQUIR1D. Prior to inspection, fee must be i • at 6300 Southcenter lvd., Sui a 100. Call to schedule reinspection. , Rece a t No.: Date: 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 Pro'ect: 6�e 0 i'q Type of Ins p ction: �� Q(( (c> A dress: D to Called: SAS e€A, P. 1 s S r_ c 4 ,+ (.. (�. -0 f Special Instructions: Date Wanted: 6 O .. _ r u a.m. Requester: 9 :It Phone ( _ I do— f 7 -44 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Npc>"-i 1 p J t.J e. c.. A SAS e€A, P. 1 s S r_ c 4 ,+ (.. (�. -0 f 6.6 G, r : ji T?D c, / :.6 9 :It 4-ii0 / • a = _ F,',)-1&-lit. ( ' ` 9 L; L l 0 Ai ( /4' l 3 � C e_ / . 1 n Inspe tor: / Date - r El REINSPECTION FEE R ON RED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: s INSPECTION NO. INSPECTION RECORD Retain a copy with permit Giuk PERMIT NO. CITY OF TUKWILA BUILDING DIVISION �'- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type of In pe lion: rTh.) f--,A-7 4 pie-e Ad ress: r VOO AAtief u1 Date Called: Special Instructions: e 40od las, e ,GC/,,de 3 • w ` e 3a�dpr'� 2 O. ,J • 4 Dd Pj.T Ca"( Date Wanted: /a�rr 5--� 2S� (0 p.m. Requester: Phone No: 5'6 —2-6 - 3 —Iril9 Approved per applicable codes. Corrections required prior to approval. 7 COMMENTS: 7 Q L 4 /'j _e ; _e-.A .e1 PC e 4r--4J( 2.''o.r. 5-?c,, c -2.f 4 €.(o "o.,, 'C.)4,--lelr : (A74 st(t_s,-7-, 3t-c.,4 _ AIL,1 7 - 4 4-ve i sA-A c.) C Ph'[Yed rit 57) ecTol r - if- aJ7! i erT)ff,•ed Di/1 ,T- Mv,,lr G.ht/e u14-4d l'_t_Af�2t -Ft);r: s @ ,Bear wk4 ( Id . J.'f 0 3 4 / 0 (,'^C' ?_,\T r. "br spiP/as 0 (,i.` it S A (o v^ di.'0,J (3 * .0 (7/k-7/ X 111'01d/ k ir 7Y i-cti 8317- — e., Oe !. ry L -rp 7r ).4 J. Z cp., Lia -t .50 e jjd Ji• S!r P . Ins, actor: Date: —_ ❑ $60.00 REINSPECTION FEE EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. t'174'7-“ ,7r1 1r: -F' 4" • :A. • ••• INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: eoLe. N- c, pfitInspection: ) TypeFrA 1 r/ - c-;,.1,,le al Address' I 100 - CP.; 4.5 C. IPA/ 7 o of ; i A fititA Qc- Date / - r 16;10kie GA . , Special Instructions: 340/1 Date Wanted: 4f/0/ 6) . P.m. Requester:1, . neon . - Titled eAP Phone No: v‘v) El Approved per applicable codes. "„t145 1-4 r cc V,F Ft ?Put LJCorrections required prior to approval. COMMENTS: • - DM) e1a..0.1/4( 5 1 C(deux,t le, s 4-49 ci4-1 thAndoi rets ct-e/A(e J - c-;,.1,,le al - cwa I e d - CP.; 4.5 C. IPA/ 7 o of ; i A fititA Qc- - 1--"TvIcc-(ed - r 16;10kie GA . , - C■;10de 01 . ." 14; fillt.i. / I L.. (1)1 ;) , 17 Odle) Ft/i)a-k A -17kt:deo/ • - . - . - Titled eAP Inspector: vs Date: / I 'it( . r7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee Must be :• 'I paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • • Lid F L 11 ra[Man. INSPECTION RECORD Retain arcopy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION fro - a1ILf 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 (206) 431 -3670 Project: S e e, J e_ n Cr cP Type of Inspection: 13 FF AddressY 1$ fGO 4 P10 Date Called: cr' 2i f to Special Instructions: Date Wanted: R (2.-1 f fo arr.,: p.m. Requester: (e "ice Phone No: EApproved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: off- f Dc 'P sy41 v EA 01 u f. 1 _CON+lr n1P.iari ( . LAI.1., 014-5 :-1‹ ,!sin 1)Af-1J (Inspector: 95 'Date: 1 12'7 /'ti ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit DO- o 1 PERMIT NO. (206)431 -3670 Project., �� E Type of Inspeccti�o�n; Address: i / PO 01P10 Date Called:.�it// et 123 be 5e.* C e k 4t, ei.vt ot Special Instructions: Date Wanted:: ( I `! 1 �3 1 10 p.m. Requester: Phone c:b /— 396^I 17Lig Approved per applicable codes. Corrections required prior to approval. COMMENTS: " —die_ CD' C 144 S 5e.* C e k 4t, ei.vt ot .% 1,15f-6,11e 4 4t 12' 45 C13 4* (Z. per A fprocreA rfal s Asa ci4i .slisl.iiArotas. 0 k L6 b1t 4-; t 1. Inspector: DS Date: ❑ $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: -- - _ - - .-.._ -m,e:mak∎Vt'MLALAIR a4te.. nre_m . .sue bff INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Project: .:Prri-le Type of Inspection: 48 F P Addiess: l Floo AP+� Date Called: og /ao /io Special Instructions: Date Wanted: oghiho Requester, : Phone No: X4 t6-ley ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: - 40ros4kic p(e it(e - 4-ks -i- & 22S fs+ .roe L hockr S CO (, ryye( 06 ley( fr.b5 OK 40 back-4;1(. `!' It, sh i.vfi to; (( eke f!a c2 A-4 Ia-} r ol71/4.-1 . Inspector: Date: q 1 I it) 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: 955 INSPECTION NO. INSPECTION RECORD Retain a copy with permit ro -ovy PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: le ogee .31G4J4hoe/ Type of Inspection: sss Co" 57a- 35" (Gnskuc d( Per plot(' s Ad ess: I Sl ioo AOA) Date Called: aa(.0 / / 0 4or (5 ill:/1. eon 4'; ine-1 "O`' et/OP. Special Instructions: Date Wanted: oeY)1 -7 h o a. p.m. Requester:, jQ JxC%Ale-) Phone No: aoqe 3ei 4- /7Sv'I Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Co" 57a- 35" (Gnskuc d( Per plot(' s -(earn ex(shaf 6" 5f-.h +o bki /h1 (((1 RS vot k Ir15 fix (lei - 01+it -r- 4-e4v 4or (5 ill:/1. eon 4'; ine-1 "O`' et/OP. OK -I-o bacJdi((. On doviiec, ►ur�f� -r rn<t.P i— 14 54cd (c i (vtec . Inspector: Date: (Z ((O. 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 NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: S'eg4/ c (- r e Type of Inspection: -CI 1 M P.,-4/ s/- Address: / ywo Suite #: APIA) Contact Person: 1.,.. IA-) Monitor: S,►,.,, lc t Special Instructions: . Phone No.: .oio 4 -S-75-- 040 Occupancy Type: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Date: %17 Fire Alarm: j- Hood & Duct: IA-) Monitor: S,►,.,, lc t SP - o1 . Permits: c .' -c, c. IJA L —O k Occupancy Type: 3 P"T VC " Z5 t so ciA- - S P a. .('!/s tt, rd-cr --r a-- Par M' r �u i I '� by la a, r e-ottAIz UC.1 ia, U Needs Shift Inspection: Sprinklers: Date: %17 Fire Alarm: j- Hood & Duct: IA-) Monitor: S,►,.,, lc t Pre -Fire: 1.) Permits: to Occupancy Type: 3 Inspector: A ca Date: %17 / 1 1 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 Fohi ,Doc 1/13/06 T.F.D. Form F.P. 113 s�• INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /U-s= /3 1)10 - 04R PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: v a 1 e i{ 0 .ct cQ 1' d} Type of Inspection: 1-44 b a a 1 c ov - r-- Address: / 8} U v Suite #: -AP O Contact Person: Special Instructions: Permits: Phone No.: roved per applicable codes. Corrections required.prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 4-44,y1., ? 3)- i ; 60 1.rs P f C (,,,A.,ij 4e o U I c Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: AL_ c--2-- Date: c9/8/j/ 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 T.F.D. Form F.P. 113 • INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Lt- 044 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project ` �'�- � Type of Inspection: _ ` &e c7 1 -C s5 c -'z . Address: B 1c Occupancy Type: Contact Person: v 1 v-� r Special Instructions: Phone No.: 26(o- 39 __1-1 A \ Approved per applicable codes. Corrections required prior to approval. COMMENTS: cD 10 1.S S.. s - z i to m .-, L-21 -c n 'Ra. S 5>e r.. Needs Shift Inspection: _ Sprinklers: Yc j .. Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: �� 1 , . Date: v'4 \`1\ 1 0 Hrs.: \ n $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 T.F.D. Form F.P. 113 Z. 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Clo - o PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park EastLTukwwila; Wa. 98188 206 -575 =4407 Project: 5 e 9 a lc af"X.iee. a /e4 . Type of Inspection: ► Ce�s4. / 14,e1d sT4 ° Address: / 'j x 4-Pp„) Suite #: Contact Person: Ale 4, s1 Special Instructions: Phone No.: 0.‘)4 - 3 74 - /711Y "' Approved per applicable codes. Corrections required prior to. approval. COMMENTS: fl)d S /4541 Pi C.) ',tie- 6-17101,05 iipJ4 C( Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: - Inspector: p„ s-- Date: AO bp Hrs.: l 7j�. $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from he City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form:Doc 1/13/06 T.F.D. Form F.P. 113 • INSPECTION NUMBER • INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY-OF TUKWILA FIRE DEPARTMENT ndover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project :.6rc3a / ci••'cc • 6.:101,•Ag Type•of Inspection: efr,'.7 tie 1.r .ice / C t j',-. Address: mac, 4#2‘41 Contact Person: Suite #: Hood & Duct: Monitor: A'0 4.. i) Special Instructions: Phone No.: Pre -Fire: . Permits: 2.6'4 ^ 3'? 4 — /75t' -1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 01nal itortA.,•,43 ,Z'u^ry Aim, t' •.7 • 1 Needs Shift Inspection: � - F.. , • Sprinklers: . Fire Alarm: 1 •Hrs.: Hood & Duct: Monitor: • • ., Pre -Fire: . Permits: 1 Occupancy_Type: Inspector: jv , 3 Date: /40/2-4/0 •Hrs.: / . $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc... . • 1/13/06 T. F. D. Fonn • ^OF* .. _ '• . ''% S?,::± 23; 1hw'?,'. 4F+ F�L? 4�4f.? t.'Y^.:}' F'! 4F':'+`1 7i� .^tv,!.'a1:'dr.rt'sKtic„HltiSc. - ' .:..l-: 1.• INSPECTION NUMBER . v�. ��imala:,. �.+ w,+ a. ae��. w. fiatR+'. w: �w.:. �' �, r,' ��• r=°. �.*. cs= �.�c::.••�e,r��?!��3wF�a.�,ce +„s�t+:��r�_x.�.- -- INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa: 98188 - 206- 575 -4407_ Project: 56 a )< OFf c . 6i" ,14. ^-2 - Type of Inspection: Address: 18/0o Suite #: 111344, Contact Person: )Z41.4-0 , Special - Instructions: Pre -Fire: Phone No.: z, c,"- '9iG ° /rill Approved per applicable codes. riCorrections required prior to approval. COMMENTS: JJ Jr 7-14. 7VVQ y f$ .. � • Needs Shift Inspection: _ Sprinklers: • Fire Alarm: Hood & Duct: / Monitor: Pre -Fire: Permits: Occupancy Type: . Inspector: 17,7 $3 • Date: /fl i i/o . Hrs.: ? A., $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 CONSTRUCTION TESTING LABORATORIES, INC._ March 09, 2011 Segale Properties, LLC PO Box 88028 Tukwila, WA 98318 400 Valley Ave. NE ATTN: Kevin Campbell REF: Final Inspection Report for 3938 PROJECT NAME SEGALE - BUILDING 101 PROJECT ADDRESS 18100 Andover Park West, Tukwila BUILDING PERMIT # D10 -044 Dear Mr. Campbell: uyallup, WA 98372 Telephone (253) 383 -8778 Facsimile (253) 383 -2231 www.ctlwa.com CTL, Inc. provided special inspection and testing services for the above referenced project. We specifically provided special inspection and testing services of the concrete placement and strength, concrete reinforcing, grout for columns and precast panels, structural steel placement and welding, precast panel weld connections, metal deck and WHS welding, roof insulation, welding for metal stud framed soffits and expansion bolts and epoxy anchors. The specific work for which we provided special inspection for was, to the best of my knowledge, in accordance with the approved project plans and applicable codes. If you have any questions regarding this final report, or if we may be of further service, please feel free to call or email. Sincerely Yours, frt Dennis M. Smith Manager DMS /caa cc: Mailing List cathya@ctlwa.com CROSS - CONNECTION SPECIALISTS, LLC BACKFLOW PREVENTION ASSEMBLY TEST REPORT P.O. Box 731933 Puyallup, WA 98373 (253) 840 -2501 Fax: (253) 840 -0886 Cell: (253) 318 -3156 NAME SERVICE ADDRESS' LOCATION- CROSS CONNECTION CO 9OL FOR: *� "���� �(��'� TYPE ASSEMBLY- MANUFACTURER: t tLC1 I' MODEL ?Q—T SIZE Z- II SERIAL N(1• �� �33Tt i UNE PRESSURE 1 . PS I ASSEMBLY IS: NEW ['EXISTING ❑ REPLACEMENT ❑ OLD SERIAL NO INITIAL TEST PASSED FAILED N DCVA/RPBA 1 DCVA /RPBA 2 REB.A OPENED AT #1 CHECK AIR.GAP OK? YES PSID PSID NO PVBA/SVBA AIR INLET OPENED AT PSID DID NOT OPEN ❑ CHECK VALVE HELD AT PSID LEAKED ❑ CHECK VALVE NO. CHECK VALVE NO LEAKED HOLD TIGHT b f ., PSID LEAKED HOLD TIGHT 2 , O PSID NEW PARTS AND REPAIRS Cleaned Replaced ❑ ❑ Cleaned ❑ Replaced ❑ Cleaned Replaced ❑ ❑ Cleaned ❑' Replaced ❑ TEST AFTER REPAIRS PASSED ❑ FAILED ❑ LEAKED HOLD TIGHT ❑ ❑ PSID LEAKED ❑ HOLD TIGHT ❑ PSID OPENED AT #1 CHECK PSID PSID . AIR INLET PSID CHK VALVE PSID ;� Is this a proper installation? YES K. 0 Water Service f nd ON OFF Nig Remarks' 1( Approved Assembly? YES Water Service left ON OFF /1( NO Confined Space ❑ It Jr 4 Gap Inspection: Supply Pipe Diameter: Separation• Pass ❑ Fail ❑ Midwest rest Equipment: Make Used ru Midwest ❑ Watts CERTIFY T V POT TO BE Withal Test By: 3epaired By: repair Test By: Cert. No Signature. 1 certify. that this report is accurate, and 1 have. used WAC 246 -290 -490 tipproved test methods and test equipment. 845 -5 10082688 11/16/10 Model 845 -5 Serial No.. 06062183 Calibration Date 06/14/10 TK -99 243078 10/20/10 ,• Cert. No B2463 Date t Cert . No PERRYNJ94909 Date• B2463 :, Date E ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. T., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522-6698 PROJECT # PROJECT 5,50 ` (P (J itPe. DATE 9 (0 SUBJECT •'�% AD pp ,/��_ Ee v �GUif ro- ff'/ `67rC�YY� 1 rift SHEET [ MIN . IE ;j BY ' 41r 166A .1REIOCIfe g 6oNC, SPANDREL (2)` 'g "? KNURLED P1 N6 @ 2 "A PPROX, 6A , @ FA, L 2x 2, TYP (E) L LEMER TYP, i3 ©X BEAM !T , (2)4"x 1 %x 16'GA.(Boxxv)YwP. (0 PECK AINIUMNIM L 2x 2x t64A x4 "w -� r w 2 (EA.. EA,. END E, S, TYP 1/$ L 2x 2x t(g&A x 4" 2 -48 S€ FWS `'OA:i TS Mgi8, (4 :tai: rvF 1/2," tXPA4SION I p •� 24 n /c (L =M13D4 ) pRavtpr, c'3 "SQ. WAS t.EkS Typ, = op. SCREW TYR D 0(4 ECEWWE uov 022010 Q BWLDONG DEPARTMENT 35/x j J4 2.O &A, Tu17�OrSTs � 24" e LOWER. FRAM iNC( .REVISED SOFFIT DETAILS V F JUSTUS FISHER STRUCTURAL ENGINEERS Project S/-64. 4 /c' r /_`" <3< -. e- G _ c5 / j / •,, 400,1 e7(-7 W 7- 7flr64 /t, , fv / N O L- G/4 -ru g.-5.-7-9 P,4. FILE COPY By L ✓F Date //2- 4 Rev Date Job # eh = O, Uaz�6 K. k 1 ke( 1' 2 Ji ti -- 0.00 2>c (0,70( 77 = (/')( (to) Use -7, v x j = 3 �, • - G, IG z. /e —A. g/� — /G/ ./2 REVISION N bi Tacoma, Washington s) z( /, /"'6 c— 7/Q G - ' — REVIEWED FOR CODEOOMP1JANCE APPROVED AUG 19 2010 r/ roy t /3,a te'� F. T C 253.752.6005 City ofTukwila BUILDING DM If 1N RECEIVED AUG 17 2010 PERMIT CENTER Page / of 24-B2 ,. �_. STOREFRONTS Windload Charts Mullions designed for 1/175 deflection ratio and for the following allowable working stresses: Flush Front • Series FF451 • Series FT451 Aluminum alloy 6063 -T5: allowable stress for windload 12,929 psi. (89 MPa) Steel reinforcing allowable stress for windload 26,666 psi. (183 MPa) Curves represent the limit values and are based on criteria for simple beam, uniformly loaded, using the distribution of wind forces on the wall with rectangular loading. Glass is not considered as contributing to resistance of deflection. Mullion height in feet (meters) 15 14 13 12 11 10 9 7 6 FT552/RX210 or FF5521RF210 I= 3.051(127x104) S = 1.247 (20.43 x 103) SS552 Steel Stiffener I = .511 (21.27 x 104) S = .454 (7.44 x 103) IAL +sTL = 4.533 (188.67 x 104) (1.5) (2) (2.5) t ESSE Mira 111111111111■Z6 Limitation of vertical mullions for: (CURVES . 1.5.P_ F 718 Pa) B = 20 PSF (957 Pa)) CURVES C = 25 PSF (1107 Pa) CURVES D = 30 PSF (1436 Pa) - (4.5) - (4) - (3.5) 2 3 4 5 6 7 8 9 (3) FT560 /FT569 or FF560/FF569 I = 4.144 (172.49 x 104) S = 1.662 (27.24 x 103) SS569 Steel Stiffener I = .373 (15.53 x 104) S = .373 (6.11 x 103) IAL +STL = 5.225 (217.48 x 104) FT552/RX210 FF552/RF210 �) (2.5) (2) Mullion spacing in feet (meters) 17 16 15 14 13 12 11 10 9 8 (1) (1.5) (2) REVIEWED FOR CODE COMP APPMVED Auu192010 City otTulada BUILDING QIVIRIOnN FF536 /RX210 or FF536/RF210 I = 3.429 (142.73 x 104) S = 1.468 (24.06 x 103) SS045 Steel Stiffener 1= 1.122(46.70x104) S = .544 (8.92 x 103) IAL +STL = 6.683 (278.16 x 104) (2.5) 2 3 4 5 6 7 8 9 RECEIVED AUG 17 2010 PERMIT CENTER (5) (4.5) (4) (3.5) (3) (2.5) FT552/RX210 FF552/RF210 with SS552 Z /3 January 1998 '. . II, 'r JF JUSTUS FISHER STRUCTURAL ENGINEERS Project S r64 c C_ c By ,e vF Date v /6 // Rev Date Job # 3��5 C n/ Al r 0 %. /i';f`7rr7(,ri+ -i /'""1 tic L- ' Ai c T '•\/ -- ( //) (7)(i; )f �) .g /f G .3 she ', r /7j u i. ?.3 - 23.E /s «.-,.J 6,vc 3av ,/ i.33 = .?Cf 7/1v.c - REVIEWED FOR- CODE COMPLIANCE APPRIW D ECEIvEr Cityof BUILDING nTila AUG i 7 2010 PEwMircENrEF Tacoma. Washington 253.752.6005 Page of PROJECT: 2010 -085 Segale Office 8100 Andover Park W Tukwila WA 98188 REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Budding Division. NOTE: Revisions will require a new plan submittal and may include additional plan review faes. PROJECT SUBMITTAL #1 Aluminum Storefront and Doors Metal- Framed Skylights Glass Restroom Mirrors GENERAL CONTRACTOR: Segale Properties PO Box 88028 5811 Segale Park Dr Tukwila WA 98138/98188 Steve Nelson, Project Manager GLAZING CONTRACTOR: Sound Glass Sales, Inc. PO Box 99888 Tacoma WA 98496 253- 473 -7477 phone 253 - 671 -8033 fax SEPARATE PERMIT REQUIRED FOR erMechanical rrElectrical C'Iumbing Las Piping Ci y of Tukwila E,1 DIVISION July 20, 2010 Segale Office CD REVIEWED FOR APPROVED AUG 19 2010 � of Tukwila BUILDI G DIVISION To insure your needs and questions are handled expediently, please use the following Sound Glass contacts for your project: • Rob Silva, Sales Manager robs @soundglass.com • Sandy Wright, Contract Administration sandvw @soundglass.com • Karin Johnson, Project Coordinator karinj @soundglass.com • Chad Fullerton, Project Engineer chadf @soundglass.com • Jeff Rediske, Project Manager jeffr @soundglass.com RECEIVED AUG 17 2010 PERMIT CENTER The manufacturer's product data contained herein may include options, details, notes and /or accessories that will only be applicable if they are called out in the project's specification section(s) and /or plans. REVISIONNO;'3..boo "" yy July 29, 2010 Segale Office TABLE OF CONTENTS General Product Description and Finishes Page 1 Floor Plans 0 Page 2 Elevations Page 4 Details Page 6 Skylights and Details Page 8 Door Hardware Schedule Page 9 Hardware Details Page 10 Interior Glazing Schedule Page 12 Manufacturer's Specifications, Storefront Page 13 Manufacturer's Specifications, Entrances Page 14 Manufacturer's Specifications, Skylights Page 15 United States Aluminum Color Section Guide Page 17 SAMPLES 1" Overall Glass: 1/4" Bronze HS / 1/4" SB60 1 REVIEWED FOR - E COMPLI CE APPROVE AUG 19 2010 U City of Tukwila !!W1NG DIMS ION RECEIVED AUG 17 2010 PERMIT CENTER July 20, 2010 Segale Office GENERAL PRODUCT DESCRIPTION AND FINISHES All lead times contained herein are after approved submittals are received by Sound. Sealant Dow Corning 795 standard color at exterior perimeter seals at windows and storefronts. Skylights Lead Time 1 @ 6' -0" X 20' -0" Full Hp, 1 @ 8' -6" X 20' -0" Full Hp, 2 @ 4' -2" X 29' -3" Wall Mount 5 - 6 weeks Crystalite Series 4843 Medium Bronze Anodized Finish Aluminum Storefront US Aluminum Series FT451 2 X 41/2 Flush Front Kynar Paint #399A845 Medium Bronze (see attached color chart) Aluminum Doors 4 @ 6' -0" X 7' -10 ", 1 @ 3' -0" X 7' -10" US Aluminum Medium Stile with 10" Bottom Rail Kynar Paint #399A845 Medium Bronze (see attached color chart) Standard Manufacturer's Hardware (see attached "Hardware Schedule ") Glass Entrances and Storefronts - 1" Overall: Y <" Bronze HS / 1/4" SB60 Skylights - 1/4" Bronze Laminated Mirrors - 1/4" Clear * * *AII Dimensions to be field verified * ** r NIEIflIED FOR - CODE PBVED U6 19 2010 3- 4weeks 3 - 4 weeks City of Tukwila DING DIVISION of Tukwila DING DIVISION RECEIVED AUG 17 2010 PERMIT CENTER 1 M To i 1 LEGEND: = Opening Type = Door Type ‘-‘ 1st FLOOR PLAN A 1 1 REVISIONS No changes shall be made to the scope of work without prior approval of �� Tukwila Building Division. P, OTE- Revisions will require a new plan submittal °- �'-I may include additional plan review fees. RLE CO Y Permit t No. b IOI. OLM Plan review approval is subject to errors and omissions. I ; 'srtoval of construction documents does not authorize thc :violation of any adopted code or ordinance. Receipt r., approved Field Copy and conthtions is acknowledged: ed: By N,P ","v Date: 10(5 City Of 11ukwlla BUILDING DIVISION D A I® REVIEWED FOR ECOMPLIANCE APPROVED AUG 19 2010 allot T- k, � BUILDING DIVISION 1 A • 142;3 0 NOTE: The floor plans are not to scale and are meant to show the general location of opening types, and door # only. I RECEIVED AUG 17 2010 PERMIT CENTER INDEX Sheet # DESCRIPTION A -1 Floor Plan A -2 Elevations A -3 Storefront Details A -4 Door Details A -5 Skylight Details N N z 0 2 m c) z 0 a it 0 W 0 DRAWING SUBMISSION CUSTOMER APPROVAL ce a z 0 O J CUSTOMER: 1st FLOOR PLAN w SOUND GLASS 5501 75th St. W. M r co 0 NI-co o c . Q• �� M U) al N • U v co I— d Chad Fullerton O ti 0 CTS ti O O Q c y A A A A 1 A A A 1 A 1 A 1 A LEGEND: = Opening Type = Door Type A 1 O N A 2nd FLOOR PLAN A A D A A A IN REVIEWED FOR E COMPLIANCE APPROVED AUG 19 2010 ot Tutuila ILDING DIVISION NOTE: The floor plans are not to sca and are meant to show the general location of opening types, and door # only. A IN RECEIVED AUG 17 2010 PERMIT CENTER INDEX Sheet # DESCRIPTION A -1 Floor Plan A -2 Elevations A -3 Storefront Details A -4 Door Details A -5 Skylight Details 0 T 0 N CM N Q DRAWING SUBMISSION CUSTOMER APPROVAL C O' o va NC N O c was co 1- U w 0 z 0 w w 2 0 U FLOOR PLAN N 1- F SOUND GLASS 5501 75th St. W. Chad Fullerton O O N i N 10 -0 Q 0 z re 4 THUS 360 RO. TYPE 31 THUS .I— 36 1�- 60 1' 50 RO. R.O. TYPE OD TYPE 4 THUS 4 THUS R.O. TYPE 2 THUS 72 r cb GL -1 GL -2 GL -1 GL -1 L :f GL -1 GL -1 v, y GL -1 GL -1 th Y QM re 4 THUS 360 RO. TYPE 31 THUS .I— 36 1�- 60 1' 50 RO. R.O. TYPE OD TYPE 4 THUS 4 THUS R.O. TYPE 2 THUS 72 r cb GL -1 GL -2 GL -1 GL -1 GL -1 GL -1 GL -1 GL -1 GL -1 GL -1 Y QM R.O. TYPE 8 THUS di) GL -2 GL -1 GL -1 t GL -1 GL -1 GL -1 L 6 fy GL -2 GL -1 GL -1 GL -1 `, \ \ GL -2 GL -1 GL -1 ,� / GL -2 GL -2 GL -2 \\GL -2 `\ GL -2 / ,/ GL -2 GL -2 GL -2 ■ IRA R.O. TYPE 1 THUS NOTE: ALL DIMENSIONS ,QUANITITIES,CONFIGURATIONS, AND DETAILS TO BE VERIFIED R.O. TYPE 2 THUS GL -1= 1" OA SB Annealed GL -2= 1" OA SB Temperled ECEIVED AUG 17 2010 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE PPONIVIED AUG 19 2010 City of Tukwila BUILDING DIVISION ;2 O O CA N w 0 Z O m N Z 0 a U 0) w DRAWING SUBMISSION CUSTOMER APPROVAL 0 a) —� Z � � W Ci) < w U W O 0. a LOCATION: CUSTOMER: JW 0 Chad Fullerton a 1 0 O N 0) 0 0 CO C) ti O O Ct) N 240 R.O. TYPE 2 THUS 72 1 8 GL -1 GL -1 GL -1 GL -1 GL -2 GL -1 re \ \GL -2 GL-2 /1 , GL -2 d 72 4& GL -1 V% Afli GL -1 GL -1 GL -1 GL -1 240 R.O. TYPE 2 THUS 72 1 8 GL -1 GL -1 GL -1 GL -1 GL -2 GL -1 re \ \GL -2 GL-2 /1 , GL -2 d 72 4& GL -1 GL -1 GL -2 -� -� GL -1 GL -2 GL -1 GL -1 ,jam / / / \ \ \ \ \ \ GL -1 GL -1 . r GL -2 108 R.O. TYPE OM 1 THUS 280 RO. TYPE QO 2 THUS • \. GL -2 •f•. GL-2/ GL -2 80 — RO. TYPE ON 10 THUS REVIEWED FOR cox �GL -2= 1" OA SB Temperted RECEIVED AUG 17 2010 PERMIT CENTER APPOnVIED kb 19 2U1U City ot Tukwila BUILDING DIVISION NOTE: ALL DIMENSIONS ,QUANITITIES,CONFIGURATIONS, AND DETAILS TO BE VERIFIED 4-r • 9 142F3~ N N Z 0 y 1n O a 0 w 0 DRAWING SUBMISSION CUSTOMER APPROVAL 0 0 0 LA Pianta LLC f ELEVATIONS SOUND GLASS 5501 75th St. W. Chad Fullerton 1 0) ti O O 1 N GL -1 GL -1 GL -1 GL -1 vzo GL -1 GP 280 RO. TYPE QO 2 THUS • \. GL -2 •f•. GL-2/ GL -2 80 — RO. TYPE ON 10 THUS REVIEWED FOR cox �GL -2= 1" OA SB Temperted RECEIVED AUG 17 2010 PERMIT CENTER APPOnVIED kb 19 2U1U City ot Tukwila BUILDING DIVISION NOTE: ALL DIMENSIONS ,QUANITITIES,CONFIGURATIONS, AND DETAILS TO BE VERIFIED 4-r • 9 142F3~ N N Z 0 y 1n O a 0 w 0 DRAWING SUBMISSION CUSTOMER APPROVAL 0 0 0 LA Pianta LLC f ELEVATIONS SOUND GLASS 5501 75th St. W. Chad Fullerton 1 0) ti O O 1 N a ooD m0 Dm X -Zi O 2 —f 2 0) 1�2 BR i-7 I g a i.--. RI 0 1 tc o z rn et 4 1/2 m W V, O ° 44 a d•4 4 • 44 to 44 a . 4 4 ° e as a e n 4 a a 4 a M L' 2 SHIM z 4 1/2 - 1 0) Pt —�t Drawn by: Chad Fullerton Date: Draw # 7 -19 -2010 100719c Sheet # A -3 SOUND GLASS 5501 75th St. W. Tacoma,WA 98499 PH: (253) 473 -7477 FAX: (253) 671 -8033 PROJECT: Segale Office LOCATION: Tukwila CUSTOMER APPROVAL CUSTOMER: LA Pianta LLC TITLE: STOREFRONT DETAILS Signature: Date: Signature required before fabrication process will begin 1st SUBMISSION 7 -23 -2010 DESCRIPTION DATE DRAWING SUBMISSION -j`- 'WC L 1 831N3O JJMd GI N 3 3/16 -� 2 1 W N 1- 1 3/4 -,I' N 8,31 5.9 4 gi I r?i I Clog 0 O 41/2 N —'t Drawn by. Chad Fullerton Date: Draw # 7 -19 -2010 100719d Sheet # A -4 SOUND GLASS 5501 75th St. W. Tacoma,WA 98499 PH: (253) 473 -7477 FAX: (253) 671 -8033 PROJECT: Segale Office LOCATION: Tukwila CUSTOMER APPROVAL CUSTOMER: LA Pianta LLC TITLE: DOOR DETAILS Signature: Date: Signature required before fabrication process will begin 1st SUBMISSION 7 -23 -2010 DESCRIPTION DATE DRAWING SUBMISSION ` 3 3 Drawnby: Chad Fullerton Date: Draw # Sheet # 7 -19 -2010 100719e A -5 SOUND GLASS 5501 75th St. W. Tacoma,WA 98499 PH: (253) 473 -7477 FAX: (253) 671 -8033 PROJECT: Segale Office LOCATION: Tukwila CUSTOMER APPROVAL Signature: CUSTOMER: L A Pianta LLC TITLE: SKYLIGHTS & DETAILS Date: Signature required before fabrication process will begin 1st SUBMISSION 7 -23 -2010 DESCRIPTION DATE DRAWING SUBMISSION Hardware Schedule Segale Office 4 @ 6' -0" X 7-10" Medium Stile with 10" Bottom Rail Quantity Provided by Installed by Door Type Each Hardware Sound Sound A 1 Offset pivots X X A 1 Overhead concealed closer X X A 1 Panic hardware X X A 1 Standard cylinder X X A 1 Standard pulls X X A 1 Threshold with weatherstrip and sweep X X 1 @ 3' -0" X 7-10" Medium Stile with 10" Bottom Rail Quantity Provided by Installed by Door Type Each Hardware Sound Sound B 1 Offset pivots X X B 1 Overhead concealed closer X X B 1 Panic hardware X X B 1 Standard cylinder X X B 1 Standard pulls X X B 1 Threshold with weatherstrip and sweep X X PLEASE NOTE: ANY HARDWARE THAT IS PROVIDED BY OTHERS AND INSTALLED BY SOUND MUST BE IN SOUND GLASS' SHOP AT LEAST TWO WEEKS PRIOR TO YOUR REQUIRED INSTALLATION. REVIEWED FOR E CODE COMPLIAN AP •t t- OVED AUli192010 diT. PERMIT CENTER BLDING DnIIStOt11 RECEIVED AUG 17 2010 Segale Office Hardware Details OP400 STANDARD PIVOT 0-062 0063 0066 0067 FOR OFFSET HUNG DOORS &01E: wORWIDE $ IOEE DOORS Rowse spEI.TOP RAILAND gleam GLASS SZE MORTISE PANIC TOP FRAME PORT]ON yeah SCREWS TOP DOCK PORTION w6h SCREWS BOTTOM DOOR PORTION wRh SCREWS JAW MOUNTED ADJUSTABLE FLOOR PORTION Wei SCREWS (HANDED) CONCEALED CLOSER REVIEWED FOR E 1 ,w1 PUCE AMR() D AUG 19 2010 ADAMS RITE 6606 NOWISE PAt (SPECIFY HAND) INCLUDES PANIC DAR AND STRKE off ILDI' < DIVISION RECEIVED AUG 17 2010 PERMIT CENTER (T6) CONCEALED PA.NJC SPIN 4 JACKSON 1285 cCNcEALW VERTICAL. ROD (SPECIFY RAND) INCUJDES PANT: BAR. RODS AND MIKE vat r DIAMETER RJSH BAR RADI#t$'BOTH ENDS NOT FOR D E WITH OGLE ACTIN[# DOORS BW250 SURFACE MOUNTED BOTTOM RAIL WEATHERSTRIP NCLUE9 PILE FOR DOORS UP TO 4r _ REVIEWED FOR ELI E AP 114 D AUti 19 2010 T ILDING DIVISION RECEIVED AUG 17 2010 PERMIT CENTER CrO Interior Glazing Schedule Segale Office Mirror Schedule Make -up Size Quantity Apply 1/4" Clear 72" X 42" 4 J' Bar Frame Note: All sizes to be field verified REVIEW PLII� CODE CO M CE APPROVED AUti 19 2010 CityofTidavila BUILDING DIVISION ECM/ED AUG 17 2010 PERMIT CENTER CO STOREFRONTS Specifications Flush Front • Series FT451 • Series FT601 SERIES FACE WIDTH DEPTH GLAZING INFILL GLAZING METHOD FT451 1 �'�;�50.8) �� 46.V• (114.3) (152.4) 5) Exteri /Interior I. GENERAL DESCRIPTION Work Included: Furnish all necessary materi- als, labor and equipment for the complete installation of aluminum framing as shown on the drawings and specified herein. (Specifier Note: It is suggested that related items such as aluminum entrance doors, glass, and sealants be included whenever possible.) Work Not Included: Structural support of the framing system, interior closures, trim. (Specifier list other exclusions). Related Work Specified Elsewhere: (Specifier list). QUALITY ASSURANCE Drawings and specifications are based on the Series (Specify) THERMAL FLUSH FRONT system as manufactured by United States Aluminum. Whenever substitute prod- ucts are to be considered; supporting technical literature, samples, drawings and performance data must be submitted ten (10) days prior to bid in order to make a valid comparison of the products involved. Test reports certified by an independent test laboratory must be made available upon request. PERFORMANCE REQUIREMENTS Air infiltration - shall be tested in accordance with ASTM E 283. Infiltration shall not exceed .06 CFM per square foot (.0003m3/ sm2) of fixed area when tested at 6.24 P.S.F. (300 Pa). Water Infiltration - shall be tested in accor- dance with ASTM E 331. No water penetra- tion at test pressure of 8 P.S.F. (384 Pa). Structural Performance - shall be tested in accordance with ASTM E 330 and based on: • Maximum deflection of /17s of the span • Allowable stress with a safety factor of 1.65 The system shall perform to this criteria under a windload of (Specify) P.S.F. Structural Integrity - To ensure guaranteed structural integrity all framing components shall be intermittently debridged leaving a small portion of the thermal pocket remain- ing intact to create a structural link between the exterior and interior surfaces without compromising the thermal performance of the system. B2 Manufacturer shall provide a Two Year Warranty on thermal framing against failure resulting from the following: • Longitudinal or transverse thermal barrier shrinkage. • Thermal barrier cracking. • Structural failure of the thermal barrier material. • Loss of adhesion or loss of prescribed edge pressure on the glazed material resulting in excessive air and water infiltration. Thermal Performance - Series FT451/FT601 shall be tested in accordance with AAMA 1503.1 -88. IL PRODUCTS MATERIALS Extrusions shall be 6063 -T5 alloy and temper (ASTM B221 alloy T5 temper), thermally broken by a two part chemically cured high density polyurethane. To ensure that composite strength remains unaltered during thermal cycling, a mechani- cal bond between the aluminum and the ther- mal filling shall be created by mechanically abrading the extrusion thermal cavity prior to filling with the polyurethane polymer. Fasteners, where exposed, shall be aluminum, stainless steel or zinc plated steel in accor- dance with ASTM A 164. Perimeter anchors shall be aluminum or steel, providing the steel is properly isolated from the aluminum. Glazing gaskets shall be E.P.D.M. elastomeric extrusions. FINISH All exposed framing surfaces shall be free of scratches and other serious blemishes. Aluminum extrusions shall be given a caustic etch followed by an anodic oxide treatment to obtain ... (Specify one of the following): #11 Clear anodic coating 2 Dark Bronze anodic coating . HMN A Fluoropolymer paint coating conforming with the requirements of AAMA 605.2 -92. Color shall be (Specify a U. S. Aluminum standard color). •� """' FABRICATION The framing system shall provide for flush glazing on all sides with no projecting stops. Vertical and horizontal framing members shall have a nominal face dimension of 2" (50.8). Overall depth shall be (Specify). Entrance framing members shall be com- patible with glass framing in appearance. Provide for intemal drainage of infiltrated water into an extruded aluminum subsill chan- nel where it is drained to the exterior through weep slots. IIL EXECUTION INSTALLATION All glass framing shall be set in correct loca- tions as shown in the details and shall be level, square, plumb and in alignment with other work in accordance with the manufacturer's installation instructions and approved shop drawings. All joints between framing and the building structure shall be sealed in order to secure a watertight installation. PROTECTION AND CLEANING After installation the General Contractor shall adequately protect exposed portions of alu- minum surfaces from damage by grinding and polishing compounds, plaster, lime, acid, cement, or other contaminants. The General Contractor shall be responsible for final cleaning. r312-Z REVIEWED FOR E A Pan ED AUG 19 2010 rF' li II` a BU ILDIN G DIVISION RECEIVED AUG 17 2010 PERMIT CENTER ENTRANCES Specifications • Series 250 • Series 400 '4- • Series 550 SERIES STILES TOP RAIL BOTTOM RAIL GLAZING INFILL 250 " (50.8) " (54) 33 /te" (81) 1/4" (6) or " (25) 400 CS 88.9) 34/16" 81) " (165.1) 1/4" (6) .16) 5) (127) 510 (139.7) 61/2" (165.1) 1/4" (6) or (25) ADA bottom rail option for any Series (97? )241.3) I. GENERAL DESCRIPTION Work Included: The glazing contractor shall furnish all necessary materials, labor and equipment for the complete installation of aluminum entrance doors, door frames and hardware as detailed on the drawings and specified herein. Work Not Included: Structural support of the framing system, wood framing, structural steel, masonry and final cleaning. QUALITY ASSURANCE For purposes of designating type and quality for work in this section, drawings and specifi- cations are based on United States Aluminum Ser tIa) entrance doors. (Select one: 25550) • Optional: Door shall have ADA 9'/2" (241.3) bottom rail. When substitute products are to be consid- ered, supporting technical literature, samples and drawings must be submitted ten (10) days prior to bid date in order to make a valid com- parison of the products involved. IL PRODUCTS MATERIALS Door members shall be extruded architectural aluminum 6063 -T5 alloy and temper. Major portions of all door sections, except glazing beads, shall be nominal .125 (3.2) inch. Wall thickness of frame members shall be nominal .093 (2.4) inch. Screws, nuts, washers, bolts, rivets and other fastening devices shall be alu- minum, stainless steel or other non - corrosive materials. DOOR CONSTRUCTION Door stiles and rails shall be tubular sections accurately joined at corners with heavy con- cealed reinforcement brackets secured with bolts, screws and then MIG welded. Doors shall have snap -in stops with E.P.D.M. glazing gasket on both sides of the glass. No exposed screws shall be permitted. Each door leaf shall be equipped with an adjusting mechanism, located in the top rail near the lock stile, which provides for minor clearance adjustments after installation. A hard - backed poly -pile weather -strip shall be installed in both stiles of center hung single doors and in hinge stiles of center hung pair of doors. Offset pivoted or butt hung doors shall have weather - stripped door stops at frame jambs and header. The active meeting stile of all pair of doors shall have an adjustable astragal with double line of weather - stripping. OPTIONAL: Door bottom rail will be weathered with an E.P.D.M. blade gasket sweep strip applied with concealed fasteners. (NOTE: This option is required for high per- formance conditions.) OPTIONAL: Door bottom rail shall receive a concealed weather - stripped insert. HARDWARE Hardware for aluminum doors and door frames shall be the entrance manufacturer's standard. If custom hardware is to be furnished by oth- ers, templates and physical hardware must be submitted prior to any fabrication. FINISH All exposed framing surfaces shall be free of scratches and other serious blemishes. Aluminum extrusions shall be given a caustic etch followed by an anodic oxide treatment to obtain...(Specify one of the following). #11 Clear anodic coating #22 Dark Bronze anodic coating f�lEDrut%ae . 191A8KS, A Fluoropolymer paint coating conforming 5� with the requirements of AAMA 605.2 -92. Color shall be (Specify a U. S. Aluminum standard color). III. EXECUTION INSTALLATION All items under this heading shall be set in their correct locations as shown in the details and shall be level, square, plumb and at proper elevation and in alignment with other work in accordance with the manufacturer's installa- tion instructions and approved shop drawings. All joints between entrance framing and the building structure shall be sealed in order to secure a watertight installation. Upon completion of the installation of the entrances, it shall be the contractor's responsi- bility to make all necessary final adjustments to attain normal operation of each door and its mechanical hardware. PROTECTION AND CLEANING After installation the General Contractor shall adequately protect exposed portions of the aluminum entrance work from damage by grinding and polishing compounds, plaster, lime, acid, cement or other contaminants. The General Contractor shall be responsible for fmal cleaning. VANGUARD SECURITY ASTRAGAL OPTIONAL FOR PAIRS OF DOORS WITH PANIC HARDWARE DOOR CONSTRUCTION Pairs of doors shall receive concealed vertical rod panic devices as specified in hardware schedule. To provide extra security against intruders, doors shall feature a concealed security astragal to prevent the insertion of panic tripping devices when doors are in Al EXIT ONLY mode. Security astragal operate i mechani wheel adjustabl freely ro shall r_pves. Both sprocket and adjustable rack Rshall run full height of door. Clearance ._� een stiles must be held constant. Double er- stripped meeting stiles shall be 3'4" wide for Narrow and Medium Stile doors and 5" (127) wide for Wide Stile doors. RECEIVED otT AUG 17 2010 ILOONG DIVISION PERMIT CENTER °gem. 77z.Clear Choice, Skylites•Sunrooms SPECIFICATIONS: SECTION 7812 - METAL FRAMED SKYLIGHTS PART 1- GENERAL 1.1 Scope A. This section covers all work necessary to the execution and completion of skylights(s) as shown on drawings and specified herein. B. Work includes but is not limited to the following: Design, fabrication, glazing and erection of skylights) as required to make a complete and watertight installation. 1.2 Submittals A. Submit full scale shop drawings indicating methods of construction, location and spacing of anchorage, joinery, finishes, size, shape thickness of framing members, relationship to adjoining work and glazing materials used. B. (If required) Submit structural calculations by a structural engineer licensed in the state. Calculations must demonstrate compliance with the structural requirements of these specifications. C. Submit samples of each type of glazing material and finish as required by architect. 1.3 Approved Manufacture A. The drawings and specifications are based on products manufactured by: CrystaLite, Inc 2.1 Materials 3307 Cedar Street, Everett, WA 98201 A. Aluminum: Phone: (425) 259 -6000 / (425) 745 -6000 1. Aluminum extruded components shall be 1 -(800) 666 -6065 Fax (425) 258 -6734 alloy 6063 -T5 or 6063 -T6, of sufficient B. Product substitutions of other manufacturers thickness for this application, and as required proposed as equivalent must be submitted with per structural calculations. supporting technical data, samples and 2. Aluminum sheet products shall be alloy 5052 - engineering calculations for written architectural H32 and a minimum thickness of .040 inches. approval ten days prior to bid date. 1.4 Structural Design A. Skylight structural members shall be designed for the following loads: Fill in per local code requirements. Deflections in structural members shall be limited to L/175 under fully loaded conditions. B. 1.5 Warranty A. All CrystaLite skylites are warranted against manufacturer's defects for a period of five years from date of purchase. Warranty replacement units will be remanufactured in the same size and description as the original unit only. Warranty does not include removal of defective unit or installation of replacement unit. Warranty time period will remain in effect from the original date of order. Warranty orders will be chargeable items, and the proper credit will be given upon return and inspection of original item. Glazing materials shall be warranted against seal failure, delamination or defects in manufacturing per the standard warranty offered by the glazing manufacturer. B. PART 2 - PRODUCTS • REVIEWED FOR Eti :s' CE APP -fl Awu 19 2U11) Tukwila ILDING DIVISION RECEIVED AUG 17 2010 PERMIT CENTER nc. The,Clear C4tChm& Skylites B. Glazing Materials: CrystaLite can supply almost any variation or combination of glazing products. If you have a special requirement, please contact our sales department. 1. 1" overall dual seal silicone insulated glass units. Made up of (clear, bronze, white, other) tempered glass exterior, airspace (or argon filled airspace) and clear laminated glass interior. Glass thickness as required by the span and loads. 2. GE Lexan Thermoclear sheet. Color shall be (clear, bronze, white, otherl. Thickness as required by the span and loads. 3. GE Lexan XL (extended life) sheet, Color shall be (clear, bronze, opal). Thickness as required by the span and loads. 4. Acrylite FF acrylic sheet. Shall be used in all heat formed dome and pyramid shaped skylights. Color shall be (clear. bronze. gray, other). Thickness as required by the span and Loads. C. Fasteners: 1. Exterior fasteners and fasteners exposed to wet areas in frame shall be 300 series stainless steel, except pop rivets used on glazing cap are aluminum. 2. Dry area fasteners shall be cadmium- plated steel or stainless steel. 3. All welding shall be by the TIG process. All exposed welds to be finished to match frame color where practical. D. Glazing Accessories: All glazing tapes, gaskets, setting blocks, and other materials used in glazing shall be of a _ type, quality and compatibility to provide performance of the skylight(s) covered in this section. E. Exposed Aluminum Finish: Insert requirements here for painted or anodized finish. 2.2 Fabrication A. Skylight(s) shall be factory fabricated and preassembled in largest size assemblies possible with considerations for shipping and jobsite handling. B. Skylight(s) shall have properly designed weep systems for drainage to exterior. PART 3 - EXECUTION 3.1 Installation Framing shall be installed and glazed by experienced workmen in accordance with the approved shop drawings, manufacturer's instructions and glazing standards. 3.2 Final Cleaning and Protection Subsequent to installation of skylight(s) the General Contractor shall be responsible for the cleanup and protection of all materials provided per this section, including, but not limited to glazing materials and framing members. No abrasive materials of any kind shall be used in cleaning of skylight surfaces. REVIEWED FOR- E ' ` 3 PLIANCE ,APB , -n >: a^x RECEIVE' AUG 17 2010 PERMIT CENTEF iku6 19 2010 ofT BUILDING DIVISION • 1 FRANKLIN ENGINEERING MECHANICAL CONSULTING January 18, 2010 FILE C Y Permit No. RE: Segale Office Building 18100 Andover Park W Tukwila, WA 98188 C25 4th Avenue Suite 202 Kirkland, WA 98033 r "H 425 827 -3324 FAX 425 827 -6252 hvac0franklineng.com REVIEWED FOR CODE COMPLIANCE APPROVED ENVELOPE SUMMARY MAY 2 1 2010 City of Tukwila BUILDING DIVISION New 2 -story Office Building. Project complies with 2006 WSEC using the Component Performance approach with heating by Other Fuels. Vertical Glazing: Double pane, 1/2" space Air, low -e (0.101, aluminum frames with thermal break, fixed. Or certified tested assembly per NFRC. U =0.50, default (Table 10 -6). SHGC =0.40. Other Roof: R -30 rigid insulation. U =0.032, calculated. Wall #1 (Opaque, Exterior, Floor to 10' -0" AFF): Concrete, min. 6" thick, furred with metal studs, 3-1/2", 24" oc with R -13 batt insulation, U = 0.107, calculated. Wall #2 (Opaque, Exterior, 10' -0" AFF to Floor /Roof Structure Above): Concrete, min. 6" thick, with R -21 batt insulation stickpinned to concrete, U =0.049, calculated. Wall #3 (Opaque, Exterior, Roof Stair Penthouse): Metal studs, 6 ", 16" oc with R -21 batt insulation, U =0.062, default (Table 10 -5A) Wall #4 (Opaque, Exterior, Intermediate Slab Floor Edge): Exposed concrete, average 12" walls above /below, U =0.625 default (Table 10 -5B). Floor Over: Metal joist, with R -13 batt insulation. U =0.14, default (Table 10 -4A). Slab on Grade: No Insulation, F=0.73, default (Table 10 -2). Please note that these values are minimum insulation requirements for code com Higher insulation values may be installed. SHGC = Solar Heat Gain Coefficient EIVED FEB 16 2010 PERMIT CENTER 2006 Washington State Nonresidential Energy Code Compliance Form ;Envelope :Summary Climate Zone 1 ENV -SUM: 2006 Washington State Nonresidential Energy Code Compliance Forrns Revised July 2007 Project Info Project Address segale 2 -Story Office Building Date 1/18/2010 11153.5 - 24494.5 X 100 = 45.5% 18100 Andover Park w For Building Department Use Check here if using this option and if project meets all requirements for the Concrete /Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly below. Tukwila, WA 98188 Applicant Name: Applicant Address: Below Grade Walls Applicant Phone: Project Description New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option ❑ Prescriptive p Component Performance (See Decision Flowchart (over) for qualifications) ❑ Seattle EnvStd ❑ Systems Analysis Space Heat Type 0 Electric resistance QQ All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing 11153.5 - 24494.5 X 100 = 45.5% Concrete/Masonry Option O yes 0 no Check here if using this option and if project meets all requirements for the Concrete /Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying assembly below. 0 Semi - Heated Path yes Q no Check here if using semi - heated path and if project meets all requirements for semi - heated spaces as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wall insulation requirement is reduced (2006 change). Only available in prescnptive path. Envelope Requirements (enter values as applicable) Minimum Insulation R- values Roofs Over Attic All Other Roofs Opaque Walls' Below Grade Walls Floors Over Unconditioned Space Slabs -on -Grade Radiant Floors Maximum U- factors Opaque Doors Vertical Glazing Overhead Glazing Maximum SHGC (or SC) Vertical /Overhead Glazing I 1. Assemblies with metal framing must comply with overall U- factors Notes: Opaque Concrete /Masonry Wall Requirements Wall Maximum U- factor is 0.15 (R5.7 continuous ins) CMU block walls with insulated cores comply If project qualifies for Concrete /Masonry Option, list walls with HC z 9.0 Btu/ft2• F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 10-9 in the Code. Wall Description (including insulation R -value & position) U- factor 2006 Washington State Nonresidential Energy Code Compliance Form Envelope Summary (back) 7 ;Climate Zone 1 ENV -SUM. 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type: For the purpose of detemiin ng building envelope requirements, the following two categories compose all space heating types: Other. All other space heating systems including gas, solid fuel, oil, and propane space heating systems and those systems listed in the exception to electric resistance. (continued at right) c, START Electric Resistance: Space heating systems which use electric resistance elements as the primary heating system including baseboard, radiant, and forced air units where the total electric resistance heat capacity exceeds 1.0 W/ftz of the gross conditioned floor area. Exception: Heat pumps and terminal electric resistance heating in variable air volume distribution systems. Yes Below Grd Wall (ext) R -10 Below Grd Wall (oth) R -19 Roof Over Attic R -30 All Other Roof R -21 Raised Floor R -19 Slab -On -Grade R -10 Radiant Floor R -10 Opaque Door U -0.60 All Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor O . a • ue Door Mass Wall Cntena OK? (below) , Yes AG Mass Wall Insulation Req. No Mass Wall U0.15/R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed R19 (es No Yes Yes Wood Metal R -10 R -10 R -19 U -0.062 R -38 U -0.031 R -30 U -0.034 R -30 U -0.029 R -10 R -10 R -10 R -10 U -0.60 U-0 60 Above Grade Wall R19 Y Yes w Glazing Cnteria Met? Glazing Area % 0-30% 30-45% >45% Vert OH UVaI UVaI SHGC 0.55 0.70 0.45 0.45 0.60 0.40 Not Allowed Yes G Wall R1 wood, or 0.062 met Yes Mass Wall Cnteria OK? —No-11. (below) No Yes • AG Mass Wall Insulation Req. Mass Wall U0.15/R5.7ci Yes— CMU Block Ins. Cores Wood Frame R19 Metal Framed U0.062 Glazing Criteria Met? Glazing Vert OH Area % UVaI UVaI SHGC 0-30% 0.40 0.60 0.40 >30 Not Allowed Prescriptive Path Allowed Component Performance, Systems Analysis, or EnvStd Required Yes No Concrete/Masonry Option* Wall Heat Capacity (HC) Assembly Description Assy.Tag HC ** Area (sf) HC x Area Concrete 14.40 12769.0 183873.6 Metal Frame 1.00 551.0 551.0 Totals 13320.0 Area weighted HC: divide total of (HC x area) by Total Area 184424.6 13.85 *If the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. * *For framed walls, assume HC =1.0 unless calculations are provided; for all other walls, use Section 1009. 2006 Washington State Nonresidential Energy Code Compliance Form Envelope';UA ..41 lotions ��:Climate:Zone 1 ENV -UA 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Address Segale 2 -Story Office Building Date 1/18/2010 Space Heat Type 0 Electric resistance Q All other For Building Department Use Glazing Area as % gross exterior wall area 45.5% Prop. 45.0% Max.Target Concrete/Masonry Option *Yes 0 No Notes: If glazing area exceeds maximum allowed in Table, then calculate adjusted areas on back (over). Building Component List components by assembly ID & page # Proposed UA U- factor x Area (A) = UA (U x A) Target UA U- factor x Area (A) = UA (U x A) Vertical Glazing U =0.500 PIan.IDDbi Pn, Low -e, w /TB U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.500 11153.5 5576.8 0.450 11022.5 4960.1 Glazing % Electric Resist. Other Heating 0-30% 0.40 0.55 >30 -45% see note above 0.45 Overhead Glazing Over Attics -1 U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.600 Glazing % Electric Resist. Other Heating 0 -30% 0.6 0.7 >30 -45% see note above 0.6 Oth.Roofs U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.600 a) y n ° O 0 U= 0.600 Plan ID Insulated Metal U= Plan ID: U= Plan ID: 0.600 21.0 12.6 0.600 21.0 12.6 Electric Resist. Other Heating 0.60 0.60 w R= Plan ID: R= Plan ID: R= Plan ID: 0.036 Electric Resist. Other Heating 0.031 0.036 Og R= R =30.0 Plan ID Rigid Plan ID: R= Plan ID: 0.032 32096.0 1027.1 0.046 32096.0 1476.4 Electric Resist. Other Heating 0.034 0.046_ Opaque Walls* R=13.0 Plan ID Furred Conc R= 21.0 Plan ID Stickpins R =21.0 Plan IDMtl, 16oc R= Plan ID 2nd Flr Slab Edge R= Plan ID: R= Plan ID: R= Plan ID: * *Note: sum of Target Areas here should equal 0.107 4411.5 472.0 0.049 7964.5 390.3 0.106 551.0 58.4 o . 625 393.0 245.6 Target Opaque Wall Area (see back) 0.150 13451.0 2017.7 ** ** Electric Resist. Other Heating Frame -Wd 0.062 0.062 Frame -Mtl 0.062 0.109 Mass Wall" 0.15 0.15 ++ see mass wall Criteria Below Grade R= Plan ID: R= Plan ID: R= Plan ID: Note: if insulated to levels required for opaque walls, list above with opaque walls Electric Resist. Other Heating Int Ins 0.062 0.062 Ext Ins 0.07 0.07 Floors Over Uncond. R =13.0 PIanIDMetal Frame R= Plan ID: R= Plan ID: R= Plan ID: 0.140 4006.0 560.8 0.056 4006.0 224.3 ' Electric Resist. Other Heating 0.029 0.056 Slab -on- grade R= Plan 10Uninsulated R= Plan ID: R= Plan ID: R= Plan ID: 0.730 770.5 562.5 0.540 770.5 416.1 Electric Resist. Other Heating F =0.54 F =0.54 (see Table 13-1 for radiant floor values) *For CMU walls, indicate core insulation material. Totals) 61367.0 8906.0 Totals) 61367.0 9107.2 To comply: 1) Proposed Total UA shall not exceed Target Total UA. 2) Proposed Total Area shall equal Target Total Area. 2006 Washington State Nonresidential Energy Code Compliance Form 2006 Washington State Nonresidential Energy Code Compliance Forms limate Zone 1 ',_ ENV - SHGC; Revised July 2007 I Glazing List components by assembly ID & page # Proposed SHGC SHGC* x Area (A) = SHGC x A Target SHGC SHGC x Area (A) = SHGC x A F Glazing ID: 0.400 11022.5 4409.0 ID: Glazing % Electric Resist. Other Heating ID: 0 -30% 0.4 0.45 ID: >30 -45% not allowed 0.4 ID: ID: 'Note: Manufacturer's SC may be used in lieu of Totals' Totals) 11022.5 4409.0 N For compliance: Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE: Since 1997 SHGC compliance for vertical and overhead glazing is allowed to be calculated together. Targeta Tea Adjustment Calculations If the total amount of glazing area as a % of gross exterior wall area (calculated on ENV -SUM1) exceeds the maximum allowed in Table 13-1, then this calculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Glazing Area Opaque Area Gross Exterior Wall Area Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls OG= OG= VG= 11153.5 32096.0 13320.0 24494.5 11022.5 Roofs over Attics Other Roofs, Walls X Max Glazing Area (Table 13-1) 45.0% Target OG Area in Roofs over Attics tj lesser 11022.5 • 100 Max OG Remaining 11022.5 Proposed Opaque Area 32096.0 Proposed Opaque Area 13320.0 + Maximum Target Glazing Area 11022.5 I Target OG Area in Other Roofs II lesser 11022.5 Proposed OG Area Target OG Area Proposed VG Area Target VG Area + 11153.5 — 11022.5 = Note: If there is more than one type of wall, the Target VG Area may be distributed among them, and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. Note: OG = overhead glazing VG = vertical glazing Target VG Area 11022.5 Target Opaque Area 32096.0 Target Opaque Area 13451.0 For Target OG's, the lesser values are used both here and below. Error in Areas Target values in shaded boxes are used in the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. FRANKLIN ENGINEERING MECHANICA L CONS ULTING Roof U -value Calculation 625 Fourth Avenue PH 425 827 -33.24 Suite 202 FAX 425 S27 -6252 ir'• :,;r-c1 WA hvacOc zinLIirend.com • Layer Description Detail R -value r Exterior Surface Moving Air f 0.17 Built -up Roofing 3/8" 0.33 A Rigid Insulation R -30 30.00 B C Metal deck 0.00 D E Interior Surface Still Air 0.61 Total Column 31.11 2. U- value, invert amount in line 1 0.032 FRANKLIN ENGINEERING MECHANICAL CONSULTING Wall U -value Calculation 6 ^5 Four Avert Suite ;-C''.' ir4Janc"; WA Q.SC 3 ° 425 327 -2324 FAx 425.527. -`52 hvacgfr n4ainerg.com r•r•r•: •: :l ./r Detail i r•r•: -: •r -r ;1 S;• •1.1;1; R -value Exterior .•r; r•:•: •J•r Ci•S•S•1•'.•S• r +: .:.r•r•: •: . 1 i•1.1 ;1 •i; r r.r•+.r•. •l�r•r +. .. •r r� M`. ; 0 17 Surface :r'r�rtirvr:; S•1•i• • f•. J•. r .• 1:1.1••.•1.1. L;i ti r•r,: .: r•r•r•: •t ;,'. %1.1.1 ;1•i. •.511••.• Concrete • • Layer Description Detail R -value Exterior Moving Air M`. ; 0 17 Surface A Concrete 6" 0.78 3 -1/2" mtl, 24" oc R -13 7.20 1 B C GWB 5/8" 0.50 D E Interior Still Air .;. 0.68 Surface 1. Total Column 9.33 2. U- value, invert amount in line 1 0.107 FRANKLIN ENGINEERING MECHANICAL CONSULTING Wall U -value Calculation 625 Four :r Avenue PH 425 027 -3324 Suite 202 FAX 425 027 -6252 Kirk and \NA 9&Q hvac frankaineng.cor1 Layer Description Detail R -value Exterior Moving Air :�` �? r,a3'Js e,,: #.'•e 0.17 Surface A Concrete 6" 0.78 1 Stickpin Insulation R -21 18.90 B C D E Interior Still Air inx1 _;,; s� 0.68 Surface 1. Total Column 20.53 2. U- value, invert amount in line 1 0.049 2006 Washington State Nonresidential Energy Code Compliance Form ,Inte'r-or Lig- hting'Summary..'.. Compliance Fors LTG -INT Revised -July 2007 2006 Washington State Nonresidential Energy Code Project Info Project Address SEGALE BLDG Date 1/9/2009 20413 59TH PL S For Building Department Use RENT, WA. Applicant Name: CASE ENGINEERING Applicant Address:10614 BEARDSLEE BLVD, STE c, BOTHELL, WA 98011 Applicant Phone: 425 - 402 -9400 Project Description INEw coNsTRucTioN Compliance Option (LIGHTING POWER ALLOWANCE Maximum Allowed Lighting Wattage (Interior) Location Occupancy Description Allowed W /SF Area in ft2 Allowed x Area MECH AND ELECTRICAL ROOMS EXEMPT " From Table 15 -1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts Proposed Lighting Wattage (Interior) Location Fixture Description # of Fixtures W /Fixt W Proposed F6 AND F7 USED IN ELECT AND MECH RNS. Total Proposed Watts .•r .. Building Grounds (luminaires > 100 Watts) may not exceed Total Allowed Watts for Interior Total Proposed Watts LTG -EXT EFFICACY > 60 LUMENS PER WATT CONTROLLED BY MOTION SENSOR EXEMPTION LIST Alteration Exceptions (check appropriate box - sec. 1132.3 NO CHANGES MADE TO LIGHTING Lsss THAN 60% OF FIXTURES NEW, INSTALLED WATTAGE NOT INCREASED Tradable Maximum Allowed Lighting Wattage Tradable Location Description Allowed Wattsper per ft2 or per If Area (ft2), (If) or # of items Allowed Watts x ft2 (or x If) Parking 0.15 470838 70626 Total Allowed Watts Tradable Proposed Lighting Wattage Use mfgr listed mammum input wattage. For fixtures with hard the default table in the NREC Technical Reference Manual 70626 -wired ballasts on may also be used. Location Fixture Description Number of Fixtures Watts /OFixture Watts =Proposed F10 -Pole mounted luminaire, one head 9 1080 9720 Total Proposed Non - Tradab Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts e Maximum Allowed Lighting Wattage 9720 Non- Tradable Locations Description Allowed Watts per ft2 or per If Area (ft2), perm (If) or # of items Allowed Watts x ft2 (or x If) Bldg Facade 5.0 2840 14200 Non - Tradable Proposed Lighting Wattage Location Fixture Description Number of Fixtures Watts/Fixture Watts Proposed F1- Surface Mounted MH Wall Pack 27 458 12366 F2- Surface Mounted 348 Wall Pack 4 295 1180 F3- Dovnlight ME 26 90 2340 F4- Suface Mounted Cylinder MH 98 90 8820 Proposed Watts may not exceed Allowed Watts for Category 24706 FILE COPY SEGALE BUSINESS PARK BUILDING 101 DRAINAGE CONTROL REPORT February 15, 2010 L & S Project No. 321 -33 Prepared by: LAYTON & SELL, INC., P.S. 12515 Willows Rd NE, Suite 205 Kirkland, WA 98034 (425) 825 -1735 REVIEWED FOR CODE COMPLIANC E APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISM Al FEB 2 4 2010 REID MIDDLETON, INC. RECEIVE FEB 16 2010 PERMIT CENTER bi0"--01+-1 SEGALE BUSINESS PARK BUILDING 101 DRAINAGE CONTROL REPORT February 15, 2010 Owner: LA PIANTA, LLC D.B.A Segale Properties P.O. Box 88028 Tukwila, WA 98138 -2028 (206) 575 -2000 Applicant: SEGALE PROPERTIES P.O. Box 88028 Tukwila, WA 98138 -2028 (206) 575 -2000 Contact: Mr. Steve Nelson Engineer: LAYTON & SELL, INC., P.S. 12515 Willows Road NE, Suite 205 Kirkland, Washington 98034 -8795 (425) 825 -1735 Contacts: John D. Sell, P.E., Project Engineer Gwendolyn M. McHugh, P.E., Project Engineer TABLE OF CONTENTS Page 1.0 PROJECT OVERVIEW 1.0 General 1 -1 1.1 Project Location 1 -1 1.2 Legal Description 1 -1 1.3 Project Description 1 -1 1.4 Existing Conditions 1 -1 1.5 Developed Conditions 1 -2 1.6 Site Soils 1 -2 1.7 King County Core & Special Requirement Summary 1 -2 2.0 DRAINAGE BASIN CALCULATIONS 2.0 Existing & Developed Drainage Surface Conditions Summary 2 -1 2.1 Design Equations and General Data 2 -2 2.2 Water Quality Treatment 2-4 2.2.1 BASIN 1 — North Water Quality Vault 2-4 2.2.2 BASIN 2 — South Water Quality Vault 2 -5 2.3 Temporary Sediment Trap Sizing 2 -6 2.3.1 North Sediment Trap 2 -6 2.3.2 South Sediment Trap 2 -8 2.4 Conveyance System Calculations 2 -10 2.4.1 Conveyance Calculation Method 2 -10 2.4.2 Basin 1 — Outlet Pipe from North Water Quality Vault 2 -11 2.4.3 Basin 1 — CB2 to CB1 2 -13 2.4.4 Basin 1 — CB5 to CB1 2 -14 2.4.5 Basin 1 — CB6 to CB5 2 -15 2.4.6 Basin 2 — Outlet Pipe from South Water Quality Vault 2 -17 2.4.7 Basin 2 — CB9 to CB8 2 -18 2.4.8 Basin 2 — CB10 to CB9 2 -20 2.4.9 Basin 2 — CB12 to CB9 2 -21 2.4.10 Basin 2 — CB14 to CB12 2 -23 2.4.11 Basin 2 — CB13 to CB12 2 -24 2.4.12 Roof Area — CB15 to EX CB 2 -26 2.4.13 '/2 Roof Area — CB17 to CB16 2 -27 3.0 OFFSITE ANALYSIS 3.0 General 3 -1 4.0 EROSION & SEDIMENTATION CONTROL 4.0 General 4 -1 Figures Figure 1.0 — Vicinity Map Figure 2.0 — Downstream Drainage System (Excerpt from SBP Bldg 982 Drainage Report) Figure 3.0 — WQ Basin Map Appendix A - Santa Barbara Urban Hydrographs 1.0 PROJECT OVERVIEW 321 -33 1.0 GENERAL This report contains drainage information and analysis for the Segale Business Park Building 101 project. Refer to the separately bound Building 101 plan set by Layton & Sell, Inc., P.S., dated February 15, 2010, for additional information and details. 1.1 PROJECT LOCATION The project site is parcel # 3523049121, located at Segale Drive "A" (Andover Park W) in the City of Tukwila, Washington. The property is bordered on the north and south by a paved parking area and commercial buildings. To the east the property is bordered by the Green River and to the west it is bordered by Segale Drive "A" (Andover Park W). Refer to Figure 1.0 for a vicinity map locating the project site. 1.2 LEGAL DESCRIPTION LOT 4 OF BOUNDARY LINE ADJUSTMENT NO. 93 -0085, RECORDED UNDER KING COUNTY RECORDING NO. 9311301961, RECORDS OF KING COUNTY, WASHINGTON; BEING A PORTION OF THE SOUTHWEST % OF THE NORTHEAST 1/4 AND GOVERNMENT LOTS 2 AND 5 IN SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. 1.3 PROJECT DESCRIPTION The purpose of this project is to replace a portion of the existing parking area with a 28,000( + / -) square foot commercial office building. The proposed building will be located within the northern portion of the site. A large portion of the existing parking area will be replaced around the building to service the building and to meet the landscape requirements of this site. The existing wall within the northern portion of the site will be removed. The southern portion of the project property will not be included in the project site. The total property area is 363,874 sq ft (8.4 +/- acres), the project site area is 190,243 sq ft (4.4 +/- acres). The existing drainage system serving this site will be expanded to collect runoff from the proposed building and the replaced parking areas. The drainage system will consist of catch basins, conveyance piping and water quality vaults. The new drainage system will continue to drain to the existing storm drain system in Segale Drive "A ", which drains to the P -17 regional storm water basin. The P -17 basin was constructed as part of the City of Tukwila Andover Industrial Park Comprehensive Drainage Plan. The basin is located just west of the Green River at approximately Minkler Blvd, in the City of Tukwila. Landscape plantings will be placed throughout the site and between the new edge of pavement and the existing top of levee. Refer to the landscape architect plans for details. 1.4 EXISTING CONDITIONS The project site area is approximately 4.4 acres and is about 84% impervious and 16% pervious. The site is currently occupied by paved parking and driveway areas, and landscaping. Drainage for this site consists primarily of sheet flow across the site from east to Layton & Sell, Inc., P.S. Page 1 -1 02/15/10 1.0 PROJECT OVERVIEW 321 -33 west. There is a public storm drain running north along the western property line, parallel to Andover Park W, which collects the runoff from this site. Within the northern portion of the site ' there are a few existing catch basins which are also tied into the existing storm drain system in Andover Park W. The existing storm drain system then conveys the site runoff to the P -17 regional storm water basin. 1.5 DEVELOPED CONDITIONS ' Developed conditions will include the construction of a commercial office building with a footprint of 28,000 ( +1 -) sq ft, and the improvement of the adjacent parking area. Since the existing site is already 91% impervious, the proposed improvements will replace existing ' impervious surfaces instead of creating new impervious. The net result of the improvements will actually result in a decrease in the total impervious coverage of the site from 84% to 76 %. (Refer to section 2.0 for a summary of the surface area coverage changes.) The existing ' drainage system will be expanded to collect runoff from the proposed building and the replaced parking areas. The new drainage system will continue to drain to the existing storm drain system in Segale Drive "A ", which drains to the P -17 regional storm water basin. The P -17 ' basin was constructed as part of the City of Tukwila Andover Industrial Park Comprehensive Drainage Plan. The basin is located just west of the Green River at approximately Minkler Blvd, in the City of Tukwila. Water quality treatment will be provided by onsite water quality vaults. 1.6 SITE SOILS ' A geotechnical report has been prepared for this site by GeoEngineers, for Segale Properties, Inc., File No. 0291 - 004 -01, dated Nov. 26, 2007. The site soils generally consist of alluvial deposits of interbedded silt, sandy silt, silty sand and underlain by a thicker unit of fine to ' medium sand. It appears that the interbedded deposit of sandy silt and silty sand extends down to approximately Elevation -20 feet (depth of approximately 40 feet) and is underlain by medium dense to dense sand and silty sand. This sand unit extends below the depth of the boring which was drilled to Elevation -48 feet. 1.7 KING COUNTY CORE AND SPECIAL REQUIREMENT SUMMARY Layton & Sell, Inc., P.S. Page 1 -2 02/15/10 1.0 PROJECT OVERVIEW 321 -33 modelled the Bldg 101 site as being 95% impervious surface. The results of the downstream analysis indicate that the existing system has adequate capacity to convey and contain the 25- year design storm event. The existing storm drain system and the street are private. There are no known problems with the existing downstream system. The owner has never observed storm water overflows from any of the rims nor has storm water ever ponded in their streets or parking lots. CORE #3: FLOW CONTROL Flow control for the site is provided by the P -17 regional storm water basin. The P -17 basin was constructed as part of the City of Tukwila Andover Industrial Park Comprehensive Drainage Plan. The basin is located just west of the Green River at approximately Minkler Blvd, in the City of Tukwila. The only runoff characteristic difference between the existing and developed conditions is that the developed conditions propose to reduce the existing impervious surface by approximately 0.3 acres. The reduced impervious area should result in lower peak flows from the site without providing onsite flow control. CORE #4: CONVEYANCE SYSTEM The storm water collection /conveyance system will be sized to meet the design requirements of a 25 -year design storm event using the rational method. The existing downstream segment to the Segale Drive "A" drainage system will be checked for the 10 -year design storm event using the rational method. The existing Segale Drive "A" drainage system was previously analyzed and was found to have adequate capacity to convey and contain the 25 -year design storm event. CORE #5: EROSION AND SEDIMENT CONTROL Erosion and sediment control will be provided by installing temporary filter media inserts into the catch basins receiving construction site runoff. Site perimeter protection is already provided by the surrounding topography. Construction ingress and egress will occur on private, paved roads or if pavement is removed a construction entrance will be added. 2 sediment traps shall be used to collect runoff from the disturbed site during construction. CORE #6: MAINTENANCE & OPERATIONS The maintenance and operation of the drainage system is the responsibility of the property owner. CORE #7: FINANCIAL GUARANTEES AND LIABILITY To be determined. CORE #8: WATER QUALITY Water quality will be provided by two (2) water quality vaults. Refer to Section 2.2 of this report for design calculations and additional information. Layton & Sell, Inc., P.S. Page 1 -3 02/15/10 1.0 PROJECT OVERVIEW 321 -33 SPECIAL REQUIREMENT #1: OTHER ADOPTED AREA - SPECIFIC REQUIREMENTS Not applicable. SPECIAL REQUIREMENT #2: FLOODPLAIN /FLOODWAY DELINEATION Refer to the separately bound Bldg 101 plan set by Layton & Sell, Inc., P.S., dated Feb. 15, 2010 for 100 -year flood limits. SPECIAL REQUIREMENT #3: FLOOD PROTECTION FACILITIES It is our understanding that the existing onsite levee has been designed and constructed by others to conform with the FEMA regulations. SPECIAL REQUIREMENT #4: SOURCE CONTROLS Source controls will include temporary filter media inserts in catch basins during construction. Upon project completion, anticipated pollutants include small amounts of sediment, floating debris and oil from the parking area which will drain to the water quality vaults. SPECIAL REQUIREMENT #5: OIL CONTROL Parking lot oil control will be provided by two (2) water quality vaults. No additional measures are required. Layton & Sell, Inc., P.S. Page 1-4 02/15/10 SECTION 2.0 DRAINAGE CALCULATIONS 2.0 DRAINAGE CALCULATIONS 321 -33 2.0 EXISTING & DEVELOPED DRAINAGE SURFACE CONDITIONS SUMMARY Refer to the Existing Conditions and Developed Condition descriptions in Section 1 of this report for detailed descriptions of the on site conditions. Refer to the separately bound Building 101 plan set by Layton & Sell, Inc., P.S., dated Feb. 15, 2010 for additional information. The summary table below, compares the surface characteristics for the existing versus the developed site conditions. On -Site Area = 190,243 sq ft = 4.37 acres ROW Area = 3,973 sq ft = 0.09 acres (Property line to face of curb.) Total Area = 194,216 sq ft = 4.46 acres ON -SITE: ROW: Surface Type EXISTING CONDITIONS Imp. Pervious area area Percent DEVELOPED CONDITIONS Imp. Pervious area area Percent Surface Type (sq. ft.) (sq. ft.) % (sq. ft.) (sq. ft.) % Roof 0 414 0% 34,484 1,515 18% Pavement/Walkways 160,644 414 84% 109,670 100% 58% Lawn / Landscaping 29,599 16% 46,089 24% Subtotal Impervious 160,644 84% 144,154 76% Subtotal Pervious 29,599 16% 46,089 24% 100% 100% ROW: Surface Type EXISTING CONDITIONS Imp. Pervious area area Percent (sq. ft.) (sq. ft.) % DEVELOPED CONDITIONS Imp. Pervious area area Percent (sq. ft.) (sq. ft.) % Pavement/Walkways Lawn / Landscaping 1,515 2,458 38% 62% 3,559 414 0% 10% Subtotal Impervious Subtotal Pervious 1,515 2,458 38% 62% 3,559 414 90% 10% 100% 100% Layton & Sell, Inc., P.S. Page 2 -1 02/15/10 2.0 DRAINAGE CALCULATIONS TOTAL: (Onsite + ROW) 321 -33 Comparison of the existing versus developed conditions shows that the project site will result in a net DECREASE in impervious surface coverage for the developed conditions. 2.1 DESIGN EQUATIONS AND GENERAL DATA The storm water design calculations are based on the 1998 King County Surface Water Design Manual and the City of Tukwila Public Works Department Development Guidelines and Design & Construction Standards, Revision 2. TIME OF CONCENTRATION Travel time (Tf) = U60 *V where, Tt = travel time (min) L = flow length (ft) V = average velocity (ft/sec) and 60 = conversion factor from seconds to minutes Time of concentration (Tc) is the sum of Tt, values for the various consecutive flow segments. Tc= To + Tt2 +. . . Ttnn where, Tc = time of concentration (min) and M = number of flow segments Velocity = k(so)1/2 where, V = velocity (ft/sec) k = time of concentration velocity factor (ft/sec) so = slope of flow path (ft/ft) Layton & Sell, Inc., P.S. Page 2 -2 02/15/10 EXISTING DEVELOPED DIFFERENCE Surface Type (sq ft) (acres) (sq ft) (acres) (sq ft) (acres) Impervious 162,159 3.7 147,713 3.4 - 14,446 -0.3 Pervious 32,057 0.7 46,503 1.1 14,446 0.3 TOTALS 194,216 4.5 194,216 4.5 Comparison of the existing versus developed conditions shows that the project site will result in a net DECREASE in impervious surface coverage for the developed conditions. 2.1 DESIGN EQUATIONS AND GENERAL DATA The storm water design calculations are based on the 1998 King County Surface Water Design Manual and the City of Tukwila Public Works Department Development Guidelines and Design & Construction Standards, Revision 2. TIME OF CONCENTRATION Travel time (Tf) = U60 *V where, Tt = travel time (min) L = flow length (ft) V = average velocity (ft/sec) and 60 = conversion factor from seconds to minutes Time of concentration (Tc) is the sum of Tt, values for the various consecutive flow segments. Tc= To + Tt2 +. . . Ttnn where, Tc = time of concentration (min) and M = number of flow segments Velocity = k(so)1/2 where, V = velocity (ft/sec) k = time of concentration velocity factor (ft/sec) so = slope of flow path (ft/ft) Layton & Sell, Inc., P.S. Page 2 -2 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 PRECIPITATION VALUES AND RUNOFF CALCULATIONS For the purpose of this project, all storm events were modeled with the Santa Barbara Urban Hydrograph (SBUH) method or the Rational Method. Return Freq. 6 month ** 2 year 25 year 100 year P (in) * 1.28 2.00 3.40 3.95 * From the King County, Washington Surface Water Design Manual (KCSWDM) Sept. 1, 1998. ** 6 month assumed to be 64% of 2 year per KCSWDM WATER QUALITY VAULT SIZING Step 1: Identify required wetpool volume factor (f). From the 1998 King County Stormwater Design Manual, the required wetpool volume factor (f) for a Water Quality Vault is 3. Step 2: Determine rainfall ® for the mean annual storm. From Figure 6.4.1.A "Precipitation for Mean Annual Storm in Inches (feet)" from the 1998 King County Stormwater Design Manual, the rainfall for the mean annual storm for the site is 0.47" or 0.039'. Step 3: Calculate runoff from the mean annual storm (Vr) frp the developed site. Vr (0.9A +0.25Atg +.010Af+ 0.01A0) *(R/12) Vr= volume of runoff from mean annual storm (cf) A= area of impervious surface (sf) Atg= area of till soil covered with grass (sf) Att= area of till soil covered with forest (sf) A0= area of outwash soil covered with grass forest (sf) R= rainfall from mean annual storm (inches) Step 4: Calculate wetpool volume (Vb). Vb= 3 *Vr Layton & Sell, Inc., P.S. Page 2 -3 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 2.2 WATER QUALITY TREATMENT Water quality treatment will be provided for all new and replaced pollution generating impervious surfaces on the site. The improved area has been broken into two (2) separate drainage basins & treatment facilities. Two (2) water quality vaults will be used to provide water quality treatment for this site. The northernmost portion of the site will not be regraded and is not collected in one location under exisitng condtions. Therefore, this area cannot be directed into the proposed water quality vaults or treated for water quality without significant changes to the existing conditons. However, there will be a net reduction in pollution generating impervious surface (PGIS) in this area. Proposed New PGIS = 525 sq ft Removed PGIS = 821 sq ft DIFFERENCE = -296 sq ft 2.2.1 BASIN 1 - North Water Quality Vault Total Contributing Area = 40,442 sq ft = 0.93 acres Surface Type DEVELOPED CONDITIONS Imp. Perv. area area Percent (sq. ft.) (sq. ft.) % Roof Pavement Lawn / Landscaping 925 33,348 6,169 2% 82% 15% Subtotal Impervious Subtotal Pervious 34,273 6,169 85% 15% 100% Step 3: Calculate runoff from the mean annual storm (Vr) frp the developed site. Vt= (0.9A; +0.25At9 +.010Ate + 0.01A3) *(R) A= 34,273 sf impervious Atg= 6,169 sf pervious Ate= 0 sf A0= 0 sf R= 0.039 ft page 6 -72 KCSWDM Layton & Sell, Inc., P.S. Vr 1,263 sq ft Page 2-4 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 Step 4: Calculate wetpool volume (Vb). Vb= 3 *Vr Vb= 3, 789 cu ft Therefore, the minimum volume of the water quality vault needs to be: 3,789 cu ft 2.2.2 BASIN 2 - South Water Quality Vault Total Contributing Area = 73,509 sq ft = 1.69 acres Surface Type DEVELOPED CONDITIONS Imp. Perv. area area Percent (sq. ft.) (sq. ft.) ok Roof Pavement Lawn / Landscaping 925 63,469 9,115 1% 86% 12% Subtotal Impervious Subtotal Pervious 64,394 9,115 88% 12% 100% Step 3: Calculate runoff from the mean annual storm (Vr) frp the developed site. Vr (0.9A1 +0.25At9 +.010Att + 0.01A3) *(R/12) A;= 64,394 sf Atg= 9,115 sf Aff= 0 sf Ao= 0 sf R= 0.039 ft Vr 2,349 sq ft Step 4: Calculate wetpool volume (Vb). Vb= 3 *Vr Vb= 7,047 cu ft Therefore, the minimum volume of the water quality vault needs to be: 7,047 cu ft Layton & Sell, Inc., P.S. Page 2 -5 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 2.3 TEMPORARY SEDIMENT TRAP SIZING The temporary sediment trap is sized based on King County Storm Water Design Manual, D.3.5.1 2.3.1 North Sediment Trap Total Contributing Area = 40,442 sq ft = 0.93 acres Surface Type Imp. Perv. area area Percent (sq. ft.) (sq. ft.) Roof Pasture Gravel 0 8,320 32,122 0% 21% 79% Subtotal Impervious Subtotal Pervious 0 40,442 0% 100% TIME OF CONCENTRATION 100% Type of Type of Length, L s ns k Tt Surface Flow (feet) (ft/ft) (minutes) Pasture Sheet 15 0.003 0.15 5.7 Gravel Sheet 28 0.003 0.01 1.1 Swale Shallow 300 0.006 27 2.39 Swale Channel 46 0.006 27 0.37 Totals 389 9.5 Time of Concentration, Tc = 9.5 minutes CURVE NUMBERS Pervious Impervious Type of Area Pervious Area Impervious Surface (acres) CN (acres) CN = 98 Roof 0.00 98 Pasture 0.19 89 Gravel 0.74 89 Layton & Sell, Inc., P.S. 0.93 89 0.00 98 Page 2 -6 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 RUNOFF CALCULATIONS RESULTS Refer to Appendix A for the SBUH Calculations. Santa Barbara Urban Hydrograph Method (KC SWM /DoE Spreadsheet Version) Basin Return Period 2 Year 24 Hour Rainfall, in 2.00 Rainfall Volume, cu ft 6,740 Q peak, cfs 0.23 Runoff Volume, cu ft 3,441 Runoff as % of Rainfall 51% TEMPORARY SEDIMENT TRAP SIZING The temporary sediment trap is sized based on King County Storm Water Design Manual, D.3.5.1 Step 1 - Q2= Design inflow based on the 2 year storm event. V2= Settling velocity (taken to be 0.00096). FS= Factor of Safety (taken to be 2 to account for non -ideal settling). SA= Surface Area SA= FS(Q2Ns) Determine known quantities: Q2= 0.23 cfs Vs= 0.00096 FS= 2 Step 2 - Final Sizing Therefore: Required SA = 479 sq ft Min Top Dimensions: 22 ' = length 22 ' = width Layton & Sell, Inc., P.S. Page 2 -7 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 2.3.2 South Sediment Trap Total Contributing Area = 73,509 sq ft = 1.69 acres Surface Type Imp. Perv. area area Percent (sq. ft.) (sq. ft.) % Roof Pasture Gravel 0 2,390 71,119 0% 3% 97% Subtotal Impervious Subtotal Pervious 0 73,509 0% 100% TIME OF CONCENTRATION 100% Type of Type of Length, L s ns k Tt Surface Flow (feet) (ft/ft) (minutes) Pasture Sheet 15 0.003 0.15 5.7 Gravel 26 0.003 0.01 1.0 Swale Shallow 290 0.005 27 2.53 Totals 331 9.2 Time of Concentration, Tc = 9.2 minutes CURVE NUMBERS Pervious Impervious Type of Area Pervious Area Impervious Surface (acres) CN (acres) CN = 98 Roof 0.00 98 Pasture 0.05 89 Gravel 1.63 89 1.69 89 0.00 98 RUNOFF CALCULATIONS RESULTS Refer to Appendix A for the SBUH Calculations. Santa Barbara Urban Hydrograph Method (KC SWM /DoE Spreadsheet Version) Basin Return Period 2 Year 24 Hour Rainfall, in 2.00 Rainfall Volume, cu ft 12,252 Layton & Sell, Inc., P.S. Q peak, cfs 0.42 Runoff Volume, cu ft 6,257 Runoff as % of Rainfall 51% Page 2 -8 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 Layton & Sell, Inc., P.S. Page 2 -9 02/15/10 I2.0 DRAINAGE CALCULATIONS 321 -33 2.4 CONVEYANCE SYSTEM CALCULATIONS 100 year 3.95 ** From the King County Storm Water Design Manual (dated Sept. 2005) Layton & Sell, Inc., P.S. Page 2 -10 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 2.0 DRAINAGE CALCULATIONS 321 -33 INTENSITY: Return Freq. a b i P (in) I (in /hr) 2 year 1.58 0.58 0.543 2.00 1.09 25 year 2.66 0.65 0.804 3.40 2.73 100 year 2.61 0.63 0.819 3.95 3.23 DESIGN FLOW: Return Freq. C I A Q 2 year 0.80 1.09 0.94 0.824 25 year 0.80 2.73 0.94 2.073 100 year 0.80 3.23 0.94 2.451 PIPE SIZING: All pipes will be sized for the 25 year design flow and checked for their performance during a 100 - year event, using the Manning's formula for open channel flow. Manning's formula for open channel flow = Q= (1.486/n) *A *R ^2/3 *S ^1/2 Given Round Pipe: Manning's Coef, n = 0.013 Diameter, D = 12 inches Slope = 0.0100 ft/ft Depth of Flow, h = 6.6 inches Results (assumes constant n): Full Pipe Area, A = 0.79 sq ft Flow Area, a = 0.44 sq ft Wetted Perimeter, P = 1.67 feet Hydraulic Radius, R = 0.26 feet Q full = 3.56 cfs V full = 4.5 fps @ depth = 6.6 inches, V = 4.7 fps @ depth = 6.6 inches, Q = 2.087 cfs , OK Check for a 100 -vear storm: Layton & Sell, Inc., P.S. Depth of flow = 7.40 inches @ depth = 7.4 inches, V = 4.9 fps @ depth = 7.4 inches, Q = 2.495 cfs , OK Page 2 -12 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 2.4.3 BASIN 1 - CB2 TO CB1 Contributing Areas & Curve Numbers: Basin Area = 5,705 sq ft 0.13 acres Pervious Impervious Area Runoff Area Runoff Surface Type (sq ft) Coef, C (sq ft) Coef, C Roof - 370 0.90 Landscape 405 0.25 - Pvmt/Walks 4,930 0.90 Lawn / LS 405 0.25 Totals 405 0.25 5,300 0.90 C for site = 0.85 TIME OF CONCENTRATION It is assumed that the Tc is Tess than the minimum therefore, Time of Concentration, Tc = 6.30 minutes INTENSITY: Return Freq. a b i P (in) I (in /hr) 2 year 1.58 0.58 0.543 2.00 1.09 25 year 2.66 0.65 0.804 3.40 2.73 100 year 2.61 0.63 0.819 3.95 3.23 DESIGN FLOW: Return Freq. C I A Q 2 year 0.85 1.09 0.13 0.122 25 year 0.85 2.73 0.13 0.306 100 year 0.85 3.23 0.13 0.362 PIPE SIZING: All pipes will be sized for the 25 year design flow and checked for their performance during a 100 - year event, using the Manning's formula for open channel flow. Manning's formula for open channel flow = Q= (1.486/n) *A *R ^2/3 *S ^1/2 Given Round Pipe: Manning's Coef, n = 0.013 Diameter, D = 8 inches Slope = 0.0200 ft/ft Depth of Flow, h = 2.3 inches Layton & Sell, Inc., P.S. Page 2 -13 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 Results (assumes constant n): Full Pipe Area, A = 0.35 sq ft Flow Area, a = 0.08 sq ft Wetted Perimeter, P = 0.75 feet Hydraulic Radius, R = 0.11 feet Q full = 1.71 cfs V full = 4.9 fps @ depth = 2.3 inches, V = 3.7 fps @ depth = 2.3 inches, Q = 0.308 cfs , OK Check for a 100 -year storm: Depth of flow = 2.50 inches @ depth = 2.5 inches, V = 3.9 fps @ depth = 2.5 inches, Q = 0.362 cfs , OK All 8" pipes upstream of this pipe and within this basin will have a smaller contributing area and slopes equal to or greater than this pipe length therefore, all upstream 8" pipes will have adequate capacity. 2.4.4 BASIN 1 - CB5 TO CB1 Contributing Areas & Curve Numbers: Basin Area = 23,696 sq ft . = 0.54 acres Pervious Impervious Area Runoff Area Runoff Surface Type (sq ft) Coef, C (sq ft) Coef, C Roof - 555 0.90 Landscape 4,202 0.25 Pvmt/Walks - 18,939 0.90 Lawn / LS 4,202 0.25 Totals 4,202 0.25 19,494 0.90 C for site = 0.78 TIME OF CONCENTRATION It is assumed that the Tc is Tess than the minimum therefore, Time of Concentration, Tc = 6.30 minutes Layton & Sell, Inc., P.S. Page 2 -14 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 INTENSITY: Return Freq. a b i P (in) I (in /hr) 2 year 1.58 0.58 0.543 2.00 1.09 25 year 2.66 0.65 0.804 3.40 2.73 100 year 2.61 0.63 0.819 3.95 3.23 DESIGN FLOW: Return Freq. C I A Q 2 year 0.78 1.09 0.54 0.464 25 year 0.78 2.73 0.54 1.167 100 year 0.78 3.23 0.54 1.380 PIPE SIZING: All pipes will be sized for the 25 year design flow and checked for their performance during a 100 - year event, using the Manning's formula for open channel flow. Manning's formula for open channel flow = Q= (1.486/n) *A *R ^2/3 *S ^1/2 Given Round Pipe: Manning's Coef, n = 0.013 Diameter, D = 8 inches Slope = 0.0130 ft/ft Depth of Flow, h = 5.7 inches Results (assumes constant n): Full Pipe Area, A = 0.35 sq ft Flow Area, a = 0.27 sq ft Wetted Perimeter, P = 1.34 feet Hydraulic Radius, R = 0.20 feet Q full = 1.38 cfs V full = 3.9 fps @ depth = 5.7 inches, V = 4.4 fps @ depth = 5.7 inches, Q = 1.180 cfs , OK Check for a 100 -year storm: Depth of flow = 8.00 inches @ depth = 8 inches, V = 3.9 fps @ depth = 8 inches, Q = 1.38 cfs , OK 2.4.5 BASIN 1 - CB6 TO CB5 Contributing Areas & Curve Numbers: Basin Area = 8,338 sq ft = 0.19 acres Layton & Sell, Inc., P.S. Page 2 -15 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 Pervious Impervious Area Runoff Area Runoff Surface Type (sq ft) Coef, C (sq ft) Coef, C Roof 555 0.90 Landscape 1,433 0.25 Pvmt/Walks - 6,350 0.90 Lawn / LS 1,433 0.25 Totals 1,433 0.25 6,905 0.90 C for site = 0.79 TIME OF CONCENTRATION It is assumed that the Tc is Tess than the minimum therefore, Time of Concentration, Tc = 6.30 minutes INTENSITY: Return Freq. a b i P (in) I (in /hr) 2 year 1.58 0.58 0.543 2.00 1.09 25 year 2.66 0.65 0.804 3.40 2.73 100 year 2.61 0.63 0.819 3.95 3.23 DESIGN FLOW: Return Freq. C I A 2 year 0.79 1.09 0.19 25 year 0.79 2.73 0.19 100 year 0.79 3.23 0.19 Q 0.164 0.413 0.488 PIPE SIZING: All pipes will be sized for the 25 year design flow and checked for their performance during a 100 - year event, using the Manning's formula for open channel flow. Manning's formula for open channel flow = Q= (1.486/n) *A *R ^2/3 *S^1/2 Given Round Pipe: Manning's Coef, n = 0.013 Diameter, D = 8 inches Slope = 0.0060 ft/ft Depth of Flow, h = 3.8 inches Layton & Sell, Inc., P.S. Results (assumes constant n): Full Pipe Area, A = 0.35 sq ft Flow Area, a = 0.16 sq ft Wetted Perimeter, P = 1.01 feet Hydraulic Radius, R = 0.16 feet Q full = 0.94 cfs Page 2 -16 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 V full = 2.7 fps @ depth = 3.8 inches, V = 2.6 fps @ depth = 3.8 inches, Q = 0.429 cfs , OK Check for a 100 -year storm: Depth of flow = 4.10 inches @ depth = 4.1 inches, V = 2.7 fps @ depth = 4.1 inches, Q = 0.488 cfs , OK 2.4.6 BASIN 2 - Outlet Pipe from South Water Quality Vault Contributing Areas & Curve Numbers: Basin Area = 73,509 sq ft 1.69 acres Pervious Impervious Area Runoff Area Runoff Surface Type (sq ft) Coef, C (sq ft) Coef, C Roof 925 0.90 Landscape 9,115 0.25 Pvmt/Walks - 63,469 0.90 Lawn / LS 9,115 0.25 Totals 9,115 0.25 64,394 0.90 C for site = 0.82 TIME OF CONCENTRATION It is assumed that the Tc is less than the minimum therefore, Time of Concentration, Tc = 6.30 minutes INTENSITY: Return Freq. a b i P (in) I (in /hr) 2 year 1.58 0.58 0.543 2.00 1.09 25 year 2.66 0.65 0.804 3.40 2.73 100 year 2.61 0.63 0.819 3.95 3.23 DESIGN FLOW: Return Freq. C I A Q 2 year 0.82 1.09 1.69 1.503 25 year 0.82 2.73 1.69 3.780 100 year 0.82 3.23 1.69 4.471 Layton & Sell, Inc., P.S. Page 2 -17 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 PIPE SIZING: All pipes will be sized for the 25 year design flow and checked for their performance during a 100 - year event, using the Manning's formula for open channel flow. Manning's formula for open channel flow = Q= (1.486/n) *A *R ^2/3 *S ^1/2 Given Round Pipe: Manning's Coef, n = 0.013 Diameter, D = 12 inches Slope = 0.0200 ft/ft Depth of Flow, h = 7.8 inches Results (assumes constant n): Full Pipe Area, A = 0.79 sq ft Flow Area, a = 0.54 sq ft Wetted Perimeter, P = 1.88 feet Hydraulic Radius, R = 0.29 feet Q full = 5.04 cfs V full = 6.4 fps @ depth = 7.8 inches, V = 7.1 fps @ depth = 7.8 inches, Q = 3.811 cfs , OK Check for a 100 -vear storm: Depth of flow = 8.80 inches @ depth = 8.8 inches, V = 7.2 fps @ depth = 8.8 inches, Q = 4.473 cfs , OK 2.4.7 BASIN 2- CB9TOCB8 Contributing Areas & Curve Numbers: Basin Area = 66,697 sq ft = 1.53 acres Pervious Impervious Area Runoff Area Runoff Surface Type (sq ft) Coef, C (sq ft) Coef, C Roof 925 0.90 Landscape 8,593 0.25 Pvmt/Walks - - 57,179 0.90 Lawn / LS 8,593 0.25 Totals 8,593 0.25 58,104 0.90 Layton & Sell, Inc., P.S. C for site = 0.82 Page 2 -18 02/15/10 Layton & Sell, Inc., P.S. 2.0 DRAINAGE CALCULATIONS 321 -33 It is assumed that the Tc is Tess than the minimum therefore, Time of Concentration, Tc = 6.30 minutes INTENSITY: Return Freq. a b i P (in) 1 (in /hr) 2 year 1.58 0.58 0.543 2.00 1.09 25 year 2.66 0.65 0.804 3.40 2.73 100 year 2.61 0.63 0.819 3.95 3.23 C 1 A 0.82 1.09 1.53 0.82 2.73 1.53 0.82 3.23 1.53 Q 1.358 3.417 4.041 PIPE SIZING: All pipes will be sized for the 25 year design flow and checked for their performance during a 100 - year event, using the Manning's formula for open channel flow. Manning's formula for open channel flow = Q= (1.486/n) *A *R ^2/3 *S ^1/2 Given Round Pipe: Manning's Coef, n = 0.013 Diameter, D = 12 inches Slope = 0.0150 ft/ft Depth of Flow, h = 8 inches Results (assumes constant n): Full Pipe Area, A = 0.79 sq ft Flow Area, a = 0.56 sq ft Wetted Perimeter, P = 1.91 feet Hydraulic Radius, R = 0.29 feet Q full = 4.36 cfs V full = 5.6 fps @ depth = 8 inches, V = 6.1 fps @ depth = 8 inches, Q = 3.420 cfs , OK Depth of flow = 9.20 inches @ depth = 9.2 inches, V = 6.3 fps @ depth = 9.2 inches, Q = 4.079 cfs , OK Page 2 -19 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 2.4.8 BASIN 2 - CB10 TO CB9 Contributing Areas & Curve Numbers: Basin Area = 18,408 sq ft = 0.42 acres Pervious Impervious Area Runoff Area Runoff Surface Type (sq ft) Coef, C (sq ft) Coef, C Roof - - 370 0.90 Landscape 2,156 0.25 Pvmt/Walks - 15,882 0.90 Lawn / LS 2,156 0.25 Totals 2,156 0.25 16,252 0.90 C for site = 0.82 TIME OF CONCENTRATION It is assumed that the Tc is Tess than the minimum therefore, Time of Concentration, Tc = 6.30 minutes INTENSITY: Return Freq. a b i P (in) I (in /hr) 2 year 1.58 0.58 0.543 2.00 1.09 25 year 2.66 0.65 0.804 3.40 2.73 100 year 2.61 0.63 0.819 3.95 3.23 DESIGN FLOW: Return Freq. C I A Q 2 year 0.82 1.09 0.42 0.378 25 year 0.82 2.73 0.42 0.952 100 year 0.82 3.23 0.42 1.126 PIPE SIZING: All pipes will be sized for the 25 year design flow and checked for their performance during a 100 - year event, using the Manning's formula for open channel flow. Manning's formula for open channel flow = Q= (1.486/n) *A *R ^2/3 *S ^1/2 Given Round Pipe: Manning's Coef, n = 0.013 Diameter, D = 8 inches Slope = 0.016 ft/ft Depth of Flow, h = 4.6 inches Layton & Sell, Inc., P.S. Page 2 -20 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 Results (assumes constant n): 0.35 0.21 1.15 0.18 1.53 4.4 4.6 0.961 Full Pipe Area, A = Flow Area, a = Wetted Perimeter, P = Hydraulic Radius, R = Q full = V full = @ depth = 4.6 inches, V = @ depth = 4.6 inches, Q = Check for a 100 -year storm: Depth of flow = @ depth = 5.2 inches, V = @ depth = 5.2 inches, Q = sq ft sq ft feet feet cfs fps fps cfs , OK 5.20 inches 4.8 fps 1.156 cfs , OK All 8" pipes upstream of this pipe and within this basin will have a smaller contributing area and slopes equal to or greater than this pipe length therefore, all upstream 8" pipes will have adequate capacity. 2.4.9 BASIN 2 - CBI2 TO CB9 Contributing Areas & Curve Numbers: Basin Area = 41,111 sq ft = 0.94 acres Surface Type Roof Landscape Pvmt/Walks Lawn / LS Totals Pervious Area Runoff (sq ft) Coef, C (sq ft) Coef, C - 555 0.90 5,665 0.25 34,891 0.90 Impervious Area Runoff 5,665 0.25 5,665 0.25 35,446 0.90 C for site = 0.81 TIME OF CONCENTRATION It is assumed that the Tc is less than the minimum therefore, Time of Concentration, Tc = 6.30 minutes Layton & Sell, Inc., P.S. Page 2 -21 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 INTENSITY: Return Freq. a b i P (in) I (in /hr) 2 year 1.58 0.58 0.543 2.00 1.09 25 year 2.66 0.65 0.804 3.40 2.73 100 year 2.61 0.63 0.819 3.95 3.23 DESIGN FLOW: Return Freq. C I A 2 year 0.81 1.09 0.94 25 year 0.81 2.73 0.94 100 year 0.81 3.23 0.94 Q 0.831 2.091 2.473 PIPE SIZING: All pipes will be sized for the 25 year design flow and checked for their performance during a 100 - year event, using the Manning's formula for open channel flow. Manning's formula for open channel flow = Q= (1.486/n) *A *R ^2/3 *S ^1/2 Given Round Pipe: Manning's Coef, n = 0.013 Diameter, D = 12 inches Slope = 0.0100 ft/ft Depth of Flow, h = 6.7 inches Results (assumes constant n): Full Pipe Area, A = 0.79 sq ft Flow Area, a = 0.45 sq ft Wetted Perimeter, P = 1.69 feet Hydraulic Radius, R = 0.27 feet Q full = 3.56 cfs V full = 4.5 fps @ depth = 6.7 inches, V = 4.7 fps @ depth = 6.7 inches, Q = 2.138 cfs , OK Check for a 100 -vear storm: Depth of flow = 7.40 inches @ depth = 7.4 inches, V = 4.9 fps @ depth = 7.4 inches, Q = 2.495 cfs , OK Layton & Sell, Inc., P.S. Page 2 -22 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 2.4.10 BASIN 2 - CB14 TO CB12 Contributing Areas & Curve Numbers: Basin Area = 21,389 sq ft 0.49 acres Pervious Impervious Area Runoff Area Runoff Surface Type (sq ft) Coef, C (sq ft) Coef, C Roof 555 0.90 Landscape 3,267 0.25 Pvmt/Walks 17,567 0.90 Lawn / LS 3,267 0.25 Totals 3,267 0.25 18,122 0.90 C for site = 0.80 TIME OF CONCENTRATION It is assumed that the Tc is less than the minimum therefore, Time of Concentration, Tc = 6.30 minutes INTENSITY: Return Freq. a b i P (in) I (in /hr) 2 year 1.58 0.58 0.543 2.00 1.09 25 year 2.66 0.65 0.804 3.40 2.73 100 year 2.61 0.63 0.819 3.95 3.23 DESIGN FLOW: Return Freq. C 1 A 2 year 0.80 1.09 0.49 25 year 0.80 2.73 0.49 100 year 0.80 3.23 0.49 Q 0.427 1.075 1.271 PIPE SIZING: All pipes will be sized for the 25 year design flow and checked for their performance during a 100 - year event, using the Manning's formula for open channel flow. Manning's formula for open channel flow = Q= (1.486/n) *A *R ^2/3 *S ^1/2 Given Round Pipe: Manning's Coef, n = 0.013 Diameter, D = 8 inches Slope = 0.012 ft/ft Depth of Flow, h = 5.5 inches Layton & Sell, Inc., P.S. Page 2 -23 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 Results (assumes constant n): Full Pipe Area, A = 0.35 sq ft Flow Area, a = 0.26 sq ft Wetted Perimeter, P = 1.30 feet Hydraulic Radius, R = 0.20 feet Q full = 1.32 cfs V full = 3.8 fps @ depth = 5.5 inches, V = 4.2 fps @ depth = 5.5 inches, Q = 1.082 cfs , OK Check for a 100 -vear storm: Depth of flow = 6.30 inches @ depth = 6.3 inches, V = 4.3 fps @ depth = 6.3 inches, Q = 1.274 cfs , OK All 8" pipes upstream of this pipe and within this basin will have a smaller contributing area and slopes equal to or greater than this pipe length therefore, all upstream 8" pipes will have adequate capacity. 2.4.11 BASIN 2 - CB13 TO CB12 Contributing Areas & Curve Numbers: Basin Area = 10,232 sq ft 0.23 acres Pervious Impervious Area Runoff Area Runoff Surface Type (sq ft) Coef, C (sq ft) Coef, C Roof - 0 0.90 Landscape 1,555 0.25 - - Pvmt/Walks - 8,677 0.90 Lawn / LS 1,555 0.25 Totals 1,555 0.25 8,677 0.90 C for site = 0.80 TIME OF CONCENTRATION It is assumed that the Tc is Tess than the minimum therefore, Time of Concentration, Tc = 6.30 minutes Layton & Sell, Inc., P.S. Page 2 -24 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 INTENSITY: Return Freq. a b i P (in) I (in /hr) 2 year 1.58 0.58 0.543 2.00 1.09 25 year 2.66 0.65 0.804 3.40 2.73 100 year 2.61 0.63 0.819 3.95 3.23 DESIGN FLOW: Return Freq. C I A 2 year 0.80 1.09 0.23 25 year 0.80 2.73 0.23 100 year 0.80 3.23 0.23 Q 0.204 0.515 0.609 PIPE SIZING: All pipes will be sized for the 25 year design flow and checked for their performance during a 100 - year event, using the Manning's formula for open channel flow. Manning's formula for open channel flow = Q= (1.486/n) *A *R ^2/3 *S ^1/2 Given Round Pipe: Manning's Coef, n = 0.013 Diameter, D = 8 inches Slope = 0.033 ft/ft Depth of Flow, h = 2.7 inches Results (assumes constant n): Full Pipe Area, A = 0.35 sq ft Flow Area, a = 0.10 sq ft Wetted Perimeter, P = 0.83 feet Hydraulic Radius, R = 0.13 feet Q full = 2.20 cfs V full = 6.3 fps @ depth = 2.7 inches, V = 5.2 fps @ depth = 2.7 inches, Q = 0.539 cfs , OK Check for a 100 -Year storm: Layton & Sell, Inc., P.S. Depth of flow = 2.90 inches @ depth = 2.9 inches, V = 5.4 fps @ depth = 2.9 inches, Q = 0.617 cfs , OK Page 2 -25 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 2.4.12 ROOF AREA - CB16 TO EX CB ' Contributing Areas & Curve Numbers: Basin Area = 32,634 sq ft 0.75 acres Layton & Sell, Inc., P.S. Page 2 -26 02/15/10 0 0.25 32,634 0.90 C for site = 0.90 Time of Concentration, Tc = 6.30 minutes INTENSITY: Return Freq. a b i P (in) I (in /hr) 2 year 1.58 0.58 0.543 2.00 1.09 25 year 2.66 0.65 0.804 3.40 2.73 100 year 2.61 0.63 0.819 3.95 3.23 Q 0.733 1.843 2.180 Given Round Pipe: Manning's Coef, n = 0.013 Diameter, D = 12 inches Slope = 0.0200 ft/ft Depth of Flow, h = 5.1 inches 2.0 DRAINAGE CALCULATIONS 321 -33 Results (assumes constant n): Full Pipe Area, A = 0.79 sq ft Flow Area, a = 0.32 sq ft Wetted Perimeter, P = 1.42 feet Hydraulic Radius, R = 0.22 feet Q full = 5.04 cfs V full = 6.4 fps @ depth = 5.1 inches, V = 6.0 fps @ depth = 5.1 inches, Q = 1.895 cfs , OK Check for a 100 -vear storm: Depth of flow = 5.60 inches @ depth = 5.6 inches, V = 6.2 fps @ depth = 5.6 inches, Q = 2.237 cfs , OK 2.4.13 1/2 ROOF AREA - CB17 TO CB16 Contributing Areas & Curve Numbers: Basin Area = 16,317 sq ft = 0.37 acres Pervious Impervious Area Runoff Area Runoff Surface Type (sq ft) Coef, C (sq ft) Coef, C Roof - 16,317 0.90 Landscape 0 0.25 Pvmt/Walks 0 0.90 Lawn / LS 0 0.25 Totals 0 0.25 16,317 0.90 C for site = 0.90 TIME OF CONCENTRATION It is assumed that the Tc is Tess than the minimum therefore, Time of Concentration, Tc = 6.30 minutes INTENSITY: Return Freq. a b i P (in) I (in /hr) 2 year 1.58 0.58 0.543 2.00 1.09 25 year 2.66 0.65 0.804 3.40 2.73 100 year 2.61 0.63 0.819 3.95 3.23 Layton & Sell, Inc., P.S. Page 2 -27 02/15/10 2.0 DRAINAGE CALCULATIONS 321 -33 DESIGN FLOW: Return Freq. C I A Q 2 year 0.90 1.09 0.37 0.366 25 year 0.90 2.73 0.37 0.922 100 year 0.90 3.23 0.37 1.090 PIPE SIZING: All pipes will be sized for the 25 year design flow and checked for their performance during a 100 - year event, using the Manning's formula for open channel flow. Manning's formula for open channel flow = Q= (1.486/n) *A *R ^2/3 *S ^1/2 Given Round Pipe: Manning's Coef, n = 0.013 Diameter, D = 8 inches Slope = 0.0200 ft/ft Depth of Flow, h = 4.2 inches Results (assumes constant n): Full Pipe Area, A = 0.35 sq ft Flow Area, a = 0.19 sq ft Wetted Perimeter, P = 1.08 feet Hydraulic Radius, R = 0.17 feet Q full = 1.71 cfs V full = 4.9 fps @ depth = 4.2 inches, V = 5.0 fps @ depth = 4.2 inches, Q = 0.927 cfs , OK Check for a 100 -vear storm: Layton & Sell, Inc., P.S. Depth of flow = 4.70 inches @ depth = 4.7 inches, V = 5.2 fps @ depth = 4.7 inches, Q = 1.111 cfs , OK Page 2 -28 02/15/10 SECTION 3.0 OFFSITE ANALYSIS 3.0 OFFSITE ANALYSIS 321 -33 3.0 GENERAL The project site drainage discharges to an existing storm drain system in Segale Drive "A ". This system is shown on Figure 2.0, which is an excerpt from the drainage control report for Building 982. This figure is titled, "Basin Map Downstream Drainage System ". The property which includes the Bldg 101 site is the eastern portion of Basins 14, 15, 16, & 17. A downstream analysis of the Andover Park W storm drainage system was previously performed for the 981 building and site improvements (Basins 2 & 11). The downstream analysis modelled Basins 14, 15, 16, & 17 (containing the 073 site) as being 95% impervious surface. This analysis indicated that some portions of the Segale Drive "A" storm drain system may become surcharged during a 25 -year event. However, the elevation of the hydraulic grade line was estimated to be several feet below the rims. Therefore, the results of the previous downstream analysis indicate that the existing system has adequate capacity to convey and contain the 25 -year design storm event. The existing storm drain system and the street are private. There are no known problems with the existing downstream system. The owner has never observed storm water overflows from any of the rims nor has storm water ever ponded in their streets or parking lots. The Segale Drive "A" drainage system discharges to the P -17 regional storm water basin. The P -17 basin was constructed as part of the City of Tukwila Andover Industrial Park Comprehensive Drainage Plan. The basin is located just west of the Green River at approximately Minkler Blvd, in the City of Tukwila. Layton & Sell, Inc., P.S. 3 -1 02/15/10 SECTION 4.0 EROSION & SEDIMENTATION CONTROL 4.0 EROSION & SEDIMENTATION CONTROL 321 -33 4.0 GENERAL ' Layton & Sell, Inc., P.S. 4 -1 02/15/10 APPENDIX A SANTA BARBARA URBAN HYDROGRAPHS (2 -YEAR STORM CALCULATIONS INCLUDED. ADDITIONAL CALCULATIONS AVAILABLE UPON REQUEST) APPENDIX A: SBUH HYDROGRAPHS 321 -33 Santa Barbara Urban Hydrograph Method (KC SWM /DoE Spreadsheet Version) Project: 101 BUILDING 2 Year Given: Basin: North Sediment Trap Pt = 2.000 inches (Total rainfall for a 2 Year, 24 Hr storm) Tc = 9.5 min. dt = 10 min. Area = 0.93 acres PERVIOUS Parcel IMPERVIOUS Parcel Area = 0.93 acres Area = 0.00 acres CN = 89 CN = 98 Routing Constant, w = 0.3442 HYDROGRAPH RESULTS: Q peak = Runoff Volume = Hvdrograph Spreadsheet: 0.228 cfs 3,441 cu ft Time hrs Q cfs Time hrs Q cfs Time I Q hrs cfs Time hrs Q cfs Time hrs Q cfs 0.17 0.00 5.00 0.01 9.83 0.06 14.67 0.05 19.50 0.04 0.33 0.00 5.17 0.01 10.00 0.06 14.83 0.05 19.67 0.04 0.50 0.00 5.33 0.01 10.17 0.07 15.00 0.04 19.83 0.04 0.67 0.00 5.50 0.01 10.33 0.07 15.17 0.04 20.00 0.04 0.83 0.00 5.67 0.02 10.50 0.07 15.33 0.04 20.17 0.04 1.00 0.00 5.83 0.02 10.67 0.07 15.50 0.04 20.33 0.04 1.17 0.00 6.00 0.02 10.83 0.06 15.67 0.04 20.50 0.04 1.33 0.00 6.17 0.02 11.00 0.06 15.83 0.04 20.67 0.04 1.50 0.00 6.33 0.03 11.17 0.06 16.00 0.04 20.83 0.04 1.67 0.00 6.50 0.03 11.33 0.06 16.17 0.04 21.00 0.04 1.83 0.00 6.67 0.03 11.50 0.06 16.33 0.04 21.17 0.04 2.00 0.00 6.83 0.04 11.67 0.06 16.50 0.04 21.33 0.04 2.17 0.00 7.00 0.05 11.83 0.06 16.67 0.04 21.50 0.04 2.33 0.00 7.17 0.05 12.00 0.06 16.83 0.04 21.67 0.04 2.50 0.00 7.33 0.06 12.17 0.06 17.00 0.04 21.83 0.04 2.67 0.00 7.50 0.08 12.33 0.06 17.17 0.04 22.00 0.04 2.83 0.00 7.67 0.11 12.50 0.06 17.33 0.04 22.17 0.04 3.00 0.00 7.83 0.20 12.67 0.06 17.50 0.04 22.33 0.04 3.17 0.00 8.00 0.23 12.83 0.05 17.67 0.04 22.50 0.04 3.33 0.00 8.17 0.17 13.00 0.05 17.83 0.04 22.67 0.04 3.50 0.00 8.33 0.12 13.17 0.05 18.00 0.04 22.83 0.04 3.67 0.00 8.50 0.10 13.33 0.05 18.17 0.04 23.00 0.04 3.83 0.00 8.67 0.09 13.50 0.05 18.33 0.04 23.17 0.04 4.00 0.00 8.83 0.08 13.67 0.05 18.50 0.04 23.33 0.04 4.17 0.00 9.00 0.07 13.83 0.05 18.67 0.04 23.50 0.04 4.33 0.00 9.17 0.06 14.00 0.05 18.83 0.04 23.67 0.04 4.50 0.00 9.33 0.06 14.17 0.05 19.00 0.04 23.83 0.04 4.67 0.00 9.50 0.06 14.33 0.05 19.17 0.04 24.00 0.04 4.83 0.01 9.67 0.06 14.50 0.05 19.33 0.04 Layton & Sell, Inc., P.S. Page A -1 02/15/10 APPENDIX A: SBUH HYDROGRAPHS 321 -33 Santa Barbara Urban Hydrograph Method (KC SWM /DoE Spreadsheet Version) Project: 101 BUILDING 2 Year Given: Basin: South Sediment Trap Pt = 2.000 inches (Total rainfall for a 2 Year, 24 Hr storm) Tc = 9.2 min. dt = 10 min. Area = 1.69 acres PERVIOUS Parcel IMPERVIOUS Parcel Area = 1.69 acres Area = 0.00 acres CN = 89 CN = 98 Routing Constant, w = 0.3511 HYDROGRAPH RESULTS: Q peak = Runoff Volume = Hvdroaragh Spreadsheet: 0.417 cfs 6,257 cu ft Time hrs Q cfs Time hrs Q cfs Time hrs Q cfs Time hrs Q cfs Time hrs Q cfs_ 0.17 0.00 5.00 0.01 9.83 0.12 14.67 0.09 19.50 0.07 0.33 0.00 5.17 0.02 10.00 0.12 14.83 0.08 19.67 0.07 0.50 0.00 5.33 0.02 10.17 0.12 15.00 0.08 19.83 0.07 0.67 0.00 5.50 0.03 10.33 0.12 15.17 0.08 20.00 0.07 0.83 0.00 5.67 0.03 10.50 0.12 15.33 0.08 20.17 0.07 1.00 0.00 5.83 0.03 10.67 0.12 15.50 0.08 20.33 0.07 1.17 0.00 6.00 0.04 10.83 0.11 15.67 0.08 20.50 0.07 1.33 0.00 6.17 0.05 11.00 0.11 15.83 0.08 20.67 0.07 1.50 0.00 6.33 0.05 11.17 0.10 16.00 0.08 20.83 0.07 1.67 0.00 6.50 0.05 11.33 0.10 16.17 0.08 21.00 0.07 1.83 0.00 6.67 0.06 11.50 0.10 16.33 0.08 21.17 0.07 2.00 0.00 6.83 0.07 11.67 0.10 16.50 0.08 21.33 0.07 2.17 0.00 7.00 0.09 11.83 0.10 16.67 0.08 21.50 0.07 2.33 0.00 7.17 0.10 12.00 0.10 16.83 0.07 21.67 0.07 2.50 0.00 7.33 0.12 12.17 0.11 17.00 0.07 21.83 0.07 2.67 0.00 7.50 0.14 12.33 0.11 17.17 0.06 22.00 0.07 2.83 0.00 7.67 0.21 12.50 0.11 17.33 0.06 22.17 0.07 3.00 0.00 7.83 0.37 12.67 0.11 17.50 0.06 22.33 0.07 3.17 0.00 8.00 0.42 12.83 0.10 17.67 0.06 22.50 0.07 3.33 0.00 8.17 0.31 13.00 0.09 17.83 0.06 22.67 0.07 3.50 0.00 8.33 0.22 13.17 0.09 18.00 0.06 22.83 0.07 3.67 0.00 8.50 0.18 13.33 0.09 18.17 0.06 23.00 0.07 3.83 0.00 8.67 0.17 13.50 0.09 18.33 0.06 23.17 0.07 4.00 0.00 8.83 0.15 13.67 0.09 18.50 0.06 23.33 0.07 4.17 0.00 9.00 0.12 13.83 0.09 18.67 0.06 23.50 0.07 4.33 0.00 9.17 0.12 14.00 0.09 18.83 0.06 23.67 0.07 4.50 0.00 9.33 0.11 14.17 0.09 19.00 0.07 23.83 0.07 4.67 0.01 9.50 0.12 14.33 0.09 19.17 0.07 24.00 0.07 4.83 0.01 9.67 0.12 14.50 0.09 19.33 0.07 Layton & Sell, Inc., P.S. Page A -2 02/15/10 figures VICINITY MAP NTS coastal & civil engineers Layton & Sell, Inc., P.S. 12515 Willows Road NE• Suite 205 Kirkland, Washington 98034 -8795 Office: (425)825 -1735 • Fax: 825 -1383 DESIGNED: GUM DRAWN: GRIM CHECKED: SATE FEB. 15, 2010 Segale Business Park Segole Drive "A" Tukwila, Washington BUILDING 101 FIGURE 1 - VICINITY MAP PROJECT NO. 321 -33 PIMP sow 50' 150' 250' 0' 100' 200' SCALE: 1" = 200' nnnaw eu►,i�� iiJ Illlllililll;lltr. v.11 - `' EX 24' SD (13LF 0.50) EX 36' SD (224LF.O DC 180010 OF cu.— of —SC IN 8 AR =55, IN 5. - -1,802 EX SD MH 17 BUILDING 981 PROJECT SITE BASIN 2 AREA= 510,845 DC 24' SD (4.83LFAZIS — SEGALE DRIVE "B ,183 SF BASIN 12 AREA= 266,407 SF = 304,359 SF 14 9,910 BASIN 16 AREA= 216,736 SF BASIN 17 AREA = 159,555 SF BASIN 11 AREA= 202,463 SF Layton & Sell, Inc., P.S. 1 Redmond Way Suite 302 Redmond. Washington 98052 -3882 0810¢ (208)881 -8151. Fac 885 -2154 we MAY 4, 1999 FIGURE 2 SEGALE BUSINESS PARK - BUILDING 982 18500 Southcenter Parkway Tukwila, Washington BASIN MAP DOWNSTREAM DRAINAGE SYSTEM PROJECT NO 321 -06 SHEET NO. 1' n i s s 0 ta rf g e FILE COPY Permit Nos REVIEWED FOR CODE-COMPLIANCE APPROVED MAY 2 1 2010 City of Tukwila BUILDING DIVIRIfM REVISED REPORT GEOTECHNICAL STUDIES PROPOSED TWO -STORY OFFICE BUILDING SEGALE BUSINESS PARK TUKWILA, WASHINGTON JANUARY 5, 2010 FOR SEGALE PROPERTIES, INC. 1�lD�D�ly GEOENGINEERQ RECEIVED FEB 16 2010 PERMIT CENTER �I�---�G�OVC� H� FEB 2 4 2010 REID MIDDLETON, INC. 1 File No. 0291 -004 -01 Geotechnical Studies File No. 0291 - 004 -01 January 5, 2010 Prepared for: Segale Properties, Inc. P.O. Box 88028 Tukwila, Washington 98138 -2028 Attention: Steve Nelson Prepared by: GeoEngineers, Inc. 1101 South Fawcett Avenue, Suite 200 Tacoma, Washington 98402 (253) 383 -4940 GeoEngineers, Inc. Gary W. Henderson, PE Senior Principal GWH:tt TACO: \0 \0291004 \0l \Finals \029100401 Revi sedR.docx Disclaimer: Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. File No. 0291 -004 -01 TABLE OF CONTENTS Page No. INTRODUCTION 1 SCOPE 1 SITE CONDITIONS 2 SURFACE CONDITIONS 2 FIELD EXPLORATIONS 2 SUBSURFACE CONDITIONS 2 CONCLUSIONS AND RECOMMENDATIONS 2 GENERAL 2 SITE PREPARATION 2 SEISMIC DESIGN CONSIDERATIONS 3 FOUNDATION SUPPORT 4 SETTLEMENTS 4 FLOOR SLAB SUPPORT 4 PAVEMENTS 4 LIMITATIONS 5 List of Tables Seismic Design Parameters 3 List of Figures Figure 1. Vicinity Map Figure 2. Site Plan Figure 3. Key to Exploration Logs Figures 4 and 5. Log of Test Pits APPENDICES APPENDIX A — PREVIOUS EXPLORATIONS Appendix A Figures Figures 3 through 9. Log of Test Pits APPENDIX B — REPORT LIMITATIONS AND GUIDELINES FOR USE File No. 0291 -004 -01 Page i January 5, 2010 GEOENGINEERS REVISED REPORT GEOTECHNICAL STUDIES PROPOSED TWO -STORY OFFICE BUILDING SEGALE BUSINESS PARK TUKWILA, WASHINGTON FOR SEGALE PROPERTIES, INC. INTRODUCTION This report presents the results of our geotechnical studies at the site of the proposed two -story building. The site is located on the east side of Andover Park West approximately 300 feet south of South 180th in Tukwila, Washington as shown the Vicinity Map, Figure 1. The location of the proposed structure is approximately as shown the Site Plan, Figure 2. We understand that the bottom floor will be at Elevation +/- 29.70. The site has been the subject of at least two geotechnical studies in the past. A boring and several test pits were done on the site by Dames & Moore in October 1972 as part of a study for development of the Business Park. GeoEngineers did a site investigation for two office buildings on this site and prepared a draft report dated March 7, 1986. Based on surveys of settlement plates the site was surcharged with fill to approximately Elevation 36.8. The settlement plates were monitored from February 18, 1991 to at least June 17, 1991 with the ground at Elevation 23.00. The survey data shows approximately 0.01 feet during the last three months ending on June 17, 1991. Based on the lowest finish floor elevation this equate to approximately 5 feet of surcharge (approximate 700 pounds per square foot [psf]). We understand that isolated footing loads will be in the range of 180 to 195 kips. Shear wall footing loads range from 6 to 15 kips per linear foot. SCOPE The purpose of our studies is to develop design criteria for the geotechnical aspects of this project. Our specific scope of services includes: 1. Reviewing existing subsurface information and further exploring subsurface conditions by excavating two test pits. 2. Providing recommendations for foundation support, including minimum footing dimensions and allowable soil bearing pressures and requirement for overexcavation and replacement of native soils. Also, we will recommend seismic design criteria. 3. Evaluating the effectiveness of previous preload/surcharge loads at the site to reduce settlement. 4. Estimating the magnitude and rate of post- construction settlements and outline options for surcharging to help control post - construction settlements. 5. Recommending minimum design pavement sections, including subbase, base course and paving for parking areas and roadways. File No. 0291 -004 -01 Page 1 January 5, 2010 GEOENGINEERSZ SITE CONDITIONS SURFACE CONDITIONS A railroad spur is adjacent to the northern portion of the site. The east property line is along the toe of a dike, which borders the Green River. The site is essentially level except for a small pile of soil near test pit 07 -1. The original ground surface has been previously stripped of topsoil and has been filled, surcharged, and then paved. A concrete pad exists near the levee. We understand that it was used to cast wall panels for a nearby building. FIELD EXPLORATIONS Subsurface conditions were further explored by excavating two test pits at the locations shown on Figure 2. The test pits were excavated to depths of 8 and 10 feet. The locations of the 11 test pits from our 1986 investigation are also shown on Figure 2 as well as the approximate location of the Dames & Moore boring. The explorations were continuously monitored by an engineer from our firm. The soils encountered were visually classified in general accordance with the Unified Soil Classification system shown in Figure 3. Logs of the recently completed test pits are presented in Figures 4 and 5. The logs of previous test pits are provide in Appendix A. SUBSURFACE CONDITIONS The results of the 1986 test pits were correlated with the results of previous explorations performed by Dames & Moore for the Segale Business Park in 1972 and 1973. In general, subsurface conditions in our test pits correlate well with conditions encountered during previous explorations. The subsurface soils consist of alluvial deposits of interbedded silt, sandy silt, silty sand and underlain by a thicker unit of fine to medium sand. Test pit 3 encountered a layer of soft silt at Elevation 17.5. Test pits 4 and 5 encountered a 2- to 3 -foot thick layer of soft to medium stiff silt between elevations of about 21 and 17.5 feet. The remainder of soils encountered in the test pits consisted of medium stiff fine sandy silt, loose to medium dense silty fine sand and fine sand with silt. The two recent test pits encountered very dense gravel fill overlying hard silt, which is overlain by the native soils. The underlying soils encountered are dense, and show the effect of the surcharge. The fill thickness encountered is 3.5 feet at the north end and 5 feet at the south end. Based on our review of the previous boring, it appears that the interbedded deposit of sandy silt and silty sand extends down to approximately Elevation -20 (depth of approximately 40 feet) and is underlain by medium dense to dense sand and silty sand. This sand unit extends below the depth of the boring, which was drilled to Elevation -48 feet. CONCLUSIONS AND RECOMMENDATIONS GENERAL We conclude that the site has been adequately developed for the proposed structure. Support of the structure on shallow spread foundations is recommended. SITE PREPARATION Site preparation will likely consist of removal of the existing asphalt and some minor excavation to reach the floor slab subgrade. Any soil disturbed should be recompacted. File No. 0291- 004 -01 Page 2 January 5, 2010 GEOENGINEERS Any fill placed below footings, underneath the floor slab, or as fill underneath pavement areas should consist of gravelly sand to sandy gavel pit run. If the fill is placed during wet weather, no more than 5 percent by weight of the portion of soil smaller than 3/4 inch should pass the U.S. No. 200 sieve. If earthwork is done during dry weather, the fines content (percent passing the No. 200 sieve) of fill used beneath footings, underneath the floor slab or in pavement areas can be relaxed. Any fill should be placed in nearly horizontal lifts of appropriate thickness for uniform compaction. Any fill placed beneath footings, floor slab, or within 2 feet of the pavement should be compacted to at least 95 percent of the maximum dry density (MDD) as established by American Society for Testing and Material (ASTM) D 1557, Method D. Lower than 2 feet from the pavement grade, fill placed in the parking areas should be compacted to at least 90 percent of the MDD. Based on an aerial photograph of the site provided by you, the proposed building is located within the limits of previously placed surcharge discussed above. SEISMIC DESIGN CONSIDERATIONS The site is located within the Puget Sound region, which is seismically active. Seismicity in this region is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American plates. The Juan de Fuca plate is subducting beneath the North American plate. It is thought that the resulting deformation and breakup of the Juan de Fuca plate might account for the deep focus earthquakes in the region. Hundreds of earthquakes have been recorded in the Puget Sound area. In recent history, four of these earthquakes were large events: 1) in 1946, a Richter magnitude 7.2 earthquake occurred in the Vancouver Island, British Columbia area; 2) in 1949, a Richter magnitude 7.1 earthquake occurred in the Olympia area; 3) in 1965, a Richter magnitude 6.5 earthquake occurred between Seattle and Tacoma; and 4) on February 28, 2001 a magnitude 6.8 occurred at Nisqually near Olympia. Seismic design may be performed using the static lateral force procedure outlined in the 2006 Edition of the International Building Code (IBC). The soil profile at the project site is described as a soft soil profile (E) as defined by the International Building Code. The following parameters should be used in computing seismic base shear forces: Seismic Design Parameters 2006 IBC Spectral Response Accel. at Short Periods (Ss) = 1.3 Spectral Response Accel. at 1 Second Periods (S1) = 0.45 _ � Site Class = P Site Coefficient (FA) = 1.0 Site Coefficient (Fv) = 1.6 Liquefaction refers to a condition where vibration or shaking of the ground, usually from earthquake forces, results in development of high pore -water pressures and subsequent loss of soil strength. In general, soils that are susceptible to liquefaction include loose to medium dense sand and silty sand located below the water table. Based on our review, the medium dense sands located below the water table as represented by the Dames & Moore boring are likely to liquefy or partially liquefy during the design earthquake. Settlement due to liquefaction is estimated to be in the range of 0 to 3 inches. File No. 0291 - 004-01 Page 3 January 5, 2010 GEOENGINEERS FOUNDATION SUPPORT The proposed structure may be supported on conventional spread footings, provided that the footings are supported on at least 3 feet of compacted fill. Based on the recent test pits, we expect that the footing area may have to be overexcavated in the north end of the building to provide the 3 feet of compacted fill. There appears to be an adequate thickness of existing fill in the southern end of the building. For isolated footing, a minimum of 4 feet wide and founded 1.5 feet below grade, we recommend an allowable soil bearing of 4,000 psf. For any lightly loaded footings an allowable soil bearing of 2,000 psf is recommended for a minimum width of 2 feet. For strip footings with a minimum width of 2.5 and 3 feet, we recommend an allowable bearing of 3,000 and 4,000 psf, respectively. The footings should be founded at least 1.5 feet below the lowest adjacent grade. The allowable bearing values presented above are for the total of dead and real long -term live loads, exclusive of the weight of the foundation and any overlying backfill. These values may be increased by one -third when considering the total of all loads, including wind or seismic forces. We recommend that the structural fill extend beyond the edges of the footings a distance equal to one half of the fill thickness under the footing. Lateral foundation loads can be resisted by friction along the base of the footings and passive soil pressures. For footings founded on structural fill in accordance with our recommendations, the allowable frictional resistance may be computed using a coefficient of friction of 0.5 applied to the vertical dead load forces. The allowable passive resistance on the face of the footings and other embedded structural elements may be computed using an equivalent fluid density of 300 pounds per cubic foot (pcf). SETTLEMENTS Post - construction settlement of the footings should be relatively small, estimated to be less than 1 inch. Differential settlement between adjacent, similarly loaded and constructed footings should be less than I/2 inch. FLOOR SLAB SUPPORT We recommend that slab -on -grade floors be supported on a minimum of 1 foot of structural fill, as described in the "Site Preparation" section in this report. The structural fill should consist of free - draining sand and gravel containing less than 5 percent fines. Where a waterproof slab is needed, an appropriate moisture barrier should be provided. A waterproof slab is desirable where it will be covered by carpet and recommended if rubber mats or rubber backing on carpet is used. Also, tile floors with water soluble cement can show staining at the joint unless the slab is waterproofed. PAVEMENTS We recommend the exposed subgrade be proofrolled to detect any unsuitable areas. These areas should be excavated and repaired prior to placing any structural fill and base coarse materials. We recommend that any fill placed in the pavement area be placed according to our recommendations discussed under "Site Preparation." We recommend that the pavement section placed on the subgrade prepared as recommended consist of 4 inches of crushed rock and 2 inches of Class B asphaltic concrete. File No. 0291 -004 -01 Page 4 January 5. 2010 GEOENGINEERSQ LIMITATIONS We have prepared this report for the exclusive use of Segale Properties, Inc. and their authorized agents for the proposed two -story office building in the Segale Business Park in Tukwila, Washington. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. Please refer to Appendix B titled "Report Limitations and Guidelines for Use" for additional information pertaining to use of this report. File No. 0291-004 -01 Page 5 January 5, 2010 GEOENGINEERSO 0 N co M- a m z d m ce co 2 2 x E to 2 Path: P: \0102910041011GIS1029100401 FIG1 Vicini 0 U H g 8 �r (j £� am 1 IMMO. MI tosoi • I - Vie. r* `lisz #7444171110dMillid 5111"621‘ *II OlitrM fellizsaw Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. 3. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. Data Sources: 2007 land cover imagery for detailed topographic maps of the United States. The land cover imagery is seamless, scanned images of USGS paper topographic maps. Transverse Mercator, Zone 10 N North, North American Datum 1983 North arrow oriented to grid north Segale Business Park Tukwila, Washington GREEN RIVER 5 57O3' - vo - -- 57572z' 3 0 0 P:\0 \0291004\01 \CAD \029100401_F2.dwg \TAB:F2 modified on Jan 05 FaIWBREG&;NEa,E F- -,tea, 1 W 6 1 \ 1. . co 1 > //////////////L , PROPOSED 2 STORY -BUM 57,446 S.F. +/- FOR ER \\\\ i1,rYli1® GEI-4 41-GEI-3 IrnW!!!- - -- - -- - -- GEI -1 1. GEI -2 v� _ 1414}f-WEST (SEG, LF DRFVE "r '/c Notes: Dames & Moore Boring drilled in 1972 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. Reference: Drawing provided by Lance Mueller and Associates. Revised 01/04/10. Legend 07 -1- - Test Pits dug in November, 2007 GEI -1- GEI Test Pits dug in 1987 100 0 100 Feet Site Plan Segale Business Park Tukwila, Washington GEOENGINEERS Figure 2 SOIL CLASSIFICATION CHART MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER COARSE GRAINED SOILS MORE THAN 50% RETAINED ON NO. 200 SIEVE GRAVEL AND GRAVELLY SOILS MORe THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE CLEAN GRAVELS (LITTLE OR No FINES) V v O Q G I n' GW WELL-GRADED GRAVELS. GRAVEL - SAND MIXTURES • G o o 0 O O' GP POORLY - GRADED GRAVELS. AN GRAVEL - SD MIXTURES GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) • ; ' ' ,' GM SILTY GRAVELS. GRAVEL - SAND - SILT MIXTURES 'L .7 GC GAELS, GRAVEL •SAND - CLAY CLAYEY MIXTRU VRES SAND AND SANDY SOILS MORE THAN 50% OF COARSE FRACTION PASSING NO. 4 SIEVE CLEAN SANDS (urnE OR NO FINES) SW WELLGRAOED SANDS, SANDGRAVEL MIXTURES - _ . . sp POORGRAO SANDS, SANDGRAVEL LY DEMIXTURES SANDS WITH FINES (APPRECIABLE A"OUNT OF FINES) SM ' SILTY SANDS, SAND - SILT MIXTURES S(.• CIAVEV SANDS, SAND - CLAY MIXTURES FINE GRAINED SOILS MORE THAN 50% PASSING NO. 200 SIEVE SILTS LIQUID LIMIT AND LESS THAN 50 CLAYS ML INORGANIC SILTS, ROCK FLOUR CLAYEY SILTS WITH SLIGHT PLASTICITY CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS 110011111 110011111 OL SIILLTY CLAYS OF OW PUSTICITV SILTS LIQUID LIMIT AND LIQUID THAN 50 CLAYS MH INORGANIC SILTS MICACEOUS OR DIATOMACEOUS SILTY SOILS / kCH ` INORGANIC CLAYS OF HIGH PLASTICITY OH ORGANIC CLAUS AND SILTS OF MEDIUM TO HIGH it HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS ,' NOTE: Multiple symbols are used to indicate borderline or dual soil classifications Sampler Symbol Descriptions 2.4 -inch I.D. split barrel Standard Penetration Test (SPT) Shelby tube Piston Direct -Push Bulk or grab Blowcount is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and drop. A "P" indicates sampler pushed using the weight of the drill rig. ADDITIONAL MATERIAL SYMBOLS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER -..i-_,.; j CC Cement Concrete AC Asphalt Concrete CR Crushed Rock/ Quarry Spells TS Topsoil/ Forest Duff /Sod 3E Measured groundwater level in exploration, well, or piezometer Groundwater observed at time of exploration = Perched water observed at time of exploration Measured free product in well or _ piezometer Graphic Loci Contact Distinct contact between soil strata or geologic units /Approximate location of soil strata change within a geologic soil unit %F AL CA CP CS DS HA MC MD OC PM PP SA TX UC VS NS SS MS HS NT Material Description Contact Distinct contact between soil strata or geologic units Approximate location of soil strata change within a geologic soil unit Laboratory / Field Tests Percent fines Atterberg limits Chemical analysis Laboratory compaction test Consolidation test Direct shear Hydrometer analysis Moisture content Moisture content and dry density Organic content Permeability or hydraulic conductivity Pocket penetrometer Sieve analysis Triaxial compression Unconfined compression Vane shear Sheen Classification No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen Not Tested NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. r KEY TO EXPLORATION LOGS GEOENGINEERSO FIGURE 3 • LI • o° 0 W 0 ia E 0 Date Excavated: 11/02/07 Equipment. Backhoe Logged by: GWH Surface Elevation (ft). 29.4 0 L cu >_ a) LL 4? 0w ro —25 —20 —15 0 5 — 10 Sample Number U :2 0 E (D i C7 cn AC CR GW ° 3 ° b < oo C ° Q° • b oa C ho` - 3 o ° ° oQ b< o C ° 3° bC • C GW ML MATERIAL DESCRIPTION 3 2U OTHER TESTS AND NOTES • SP -SM 1 to 1.5 inches asphalt paving �2 inches crushed base Brown sand and gravel with some silt and occasional cobbles (very dense, - moist) (pit run fill) Gray sandy gravel (very dense, moist) (fill) Gray silt with occasional gravel (very hard, dry) Brown silty fine sand (dense to medium dense, moist) Test pit completed at 10 feet on 11/02/07 No groundwater seepage encountered No caving encountered 15— Notes: See Figure 3 for explanation of symbols. The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. LOG OF TEST PIT 07 -1 G EO E N G I N E E R S //�$' �' Project: Segale Business Park Project Location: Tukwila, Washington Project Number: 0291 - 004 -01 Figure 4 Sheet 1 of 1 • 0 0 0 w a (7 8 8 z z 0 0 s a a c7i Date Excavated: 11/02/07 Equipment. Backhoe Logged by GWH Surface Elevation (ft). 29.7 c 0 L m a r (e 1] W O 2 ro —25 0 cn 5— Sample Number MATERIAL DESCRIPTION U O ( ) o f ( -J C7cn AC 1 to 1.5 inches asphalt paving CR \2 inches crushed base 3 bo< Gam' Brown sand and gravel with occasional cobbles and some silt (very dense, moist) (fill) o c o Qo o Qo D C a 30 SP -SM Fine sand with some silt to silty fine sand (medium dense to dense, moist) - OTHER TESTS AND NOTES c to" 2U Test pit completed at 8 feet on 11/02/07 No groundwater seepage encountered No caving encountered —20 10— —15 15 — Notes: See Figure 3 for explanation of symbols. The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. • LOG OF TEST PIT 07 -2 G EO E N G I N E E RS //� --� Project: Segale Business Park Project Location: Tukwila, Washington Project Number: 0291 - 004 -01 Figure 5 Sheet 1 of 1 GEOENGINEERS t APPENDIX A PREVIOUS EXPLORATIONS DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GEI-1 APPROXIMATE. ELEVATION; 25 FEET 0 u 3 SM BROWN SILTY FINE SAND WITH GRAVEL (LOOSE TO MEDIUM DENSE, MOIST) 0.8 - 1.3 ML BROWN FINE SANDY SILT (SOFT TO MEDIUM STIFF, MOIST) t.3 - 3.5 SM BROWN SILTY VERY FINE SAND (LOOSE TO M1OIUM DENSE, MOIST) 3.5 - 5.5 SM BROWN SILTY FINE SANG AND SANDY FINE SILT ML (MEDIUM DENSE TO MEDIUM STIFF, MOIST) 5.5 - 11.5 SP -SM BROWN FINE SAND WITH SILT (LOOSE TO MEDIUM DENSE, MOIST) BECOMES WET AT 1 FEET TEST PIT COMPLETED AT 11.5 FEET ON 2/20/86 GROUND WATER OBSERVED AT 11 FEET CAVING BELOW 3 FEET BAG SAMPLES OBTAINED AT 1.5, 2.5, AND 6 FEET MOISTURE CONTENT AT 1.5 AND 6 FEET MEASURED AS 36 AND 15 PERCENT, RESPECTIVELY TEST PIT GEI -2 APPROXIMATE ELEVATION: 26 FEET 2.0 ML BROWN FINE SANDY SILT WITH LENSES OF SILTY SM FINE SAND (SOFT TO MEDIUM STIFF, MOIST) 2.0 - 6.0 ML BROWN FINE SANDY SILT (MEDIUM STIFF, MOIST) GRADES TO SOFT AT 1.5 AND 4 FEET 6.0 - 11.5 5M BROWNISH -GRAY SILTY FINE'SAND (LOUSE TO MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT 11.5 FEET ON 2/20/86 NO GROUND WATER SEEPAGE OBSERVED CAVING BELOW 6 FEET BAG SAMPLE OBTAINED AT 2.2 FEET , THINW' *LL SAMPLE OBTAINED AT 3.5 FEET (rlr. ELC w•f IONS AND DEPTHS UN THE TEST PI T LOGS, ALTHOUGH SHOWN TU 0.1 FEET, ARE BASED ON AN vEtAGE oF MEASUREMENTS ACROSS THE TE5T Plr AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FEET t;rHEKW I SE NOTED. 44%1'1 GeoEngineers f Incorporated LOG OF TEST PIT FIGURE 3 DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION PEST PIT GEI-5 APPROXIMATE ELEVATION: 30.5 FEET 0 - 2.3 ML BROWN FINE SANDY SILT WITH THIN LENSES OF SM SILTY FINE SANG (MEDIUM STIFF, MOIST) 2.3 - 5.0 SM GRAYISH -BROWN SILTY FINE SAND WITH LENSES SP OF GRAY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 5.0 - 7.5 SP -SM GRADES TO GRAYISH -BROWN FINE SAND WITH SILT (LOOSE TO MEDIUM DENSE, MOIST) GRADES TO WET AT 8.5 FEET 7.5 - 10.0 SM BROWN SILTY FINE SAND (LOOSE, WET) 10.0 - 11.0 ML BLUISH -GRAY FINE SANDY SILT WITH LENSES OF SILTY FINE SAND AND A TRACE OF ORGANIC MATTER (WOOD) (SOFT, WET) TEST PIT COMPLETED AT 11 FEET ON 2/20/86 GROUND WATER SEEPAGE OBSERVED AT 9.5 FEET . CAVING BELOW 8 FEET BAG SAMPLES OBTAINED AT 9 AND 10 FEET MOISTURE CONTENT AT 10 FEET MEASUP.ED AS 46 PERCENT GeoEngineers q7.0 Incorporated LOG OF TEST PIT FIGURE 4 DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GEI -4 APPROXIMATE ELEVACION: 28.5 FEET 0 - 0.5 SM BROWN SILTY FINE SAND (MEDIUM DENSE, MOIST) 0.5 - 2.0 SM BROWN SILTY FINE SAND WITH STRINGERS OF FINE SAND WITH A TRACE OF ORGANIC MATTER (MEDIUM DENSE, MOIST) 2.0 - 4.2 SP -SM GRAYISH -BROWN FINE SAND WITH SILT WITH A TRACE OF ORGANIC MATTER,(LOOSE TO MEDIUM DENSE, MOIST) 4.2 - 6.2 ML MOTTLED BROWN SILT WITH FINE SAND (SOFT TO .MEDIUM STIFF, MOIST) 6.2 - 10.0 ML INTERBEDDED GRAY AND BROWN SILT AND SILTY SM FINE SAND (LOOSE, SOFT, MOIST TO WET) 10.0 - 11.5 SP -SM BROWN FINE SAND WITH SILT AND OCCASIONAL LAYERS OF SILT (LOOSE, SOFT, WET) TEST PIT COMPLETED AT 11.5 FEET ON 2/20/86 GROUND WATER SEEPAGE OBSERVED AT 11 FEET CAVING BELOW 10 FEET BAG SAMPLES OBTAINED AT 3, 4.5, AND 9 FEET MOISTURE CONTENT AT 4.5 AND 9 FEET MEASURED AS 47 AND 42 PERCENT, RESPECTIVELY GeoEngineers 4,40,Incorporated LOG OF TEST PIT FIGURE 5 DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GEt -5 APPROXIMATE ELEvATION: 28.5 FEET 0 - 0.5 SM BROWN SILTY FINE SAND (LOOSE, MOIST) 0.5 - 4.7 SM BROWN AND GRAY SILTY FINE SAND WITH LENSES OF FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 4.7 - 8.0 ML MOTTLED BROWN AND GRAY SILT WITH FINE SAND (SOFT, MOIST TO WET) R.0 - 11.7 SM /ML BROWN AND GRAY FINE SAND WITH LAYERS OF SILT (LOOSE, SOFT, WET) TEST PIT COMPLETED AT 11.7 FEET UN 2/20/86 GROUND WATER SEEPAGE OBSERVED AT 11.5 FEET THINWALL SAMPLE OBTAINED AT 6 FEET TEST PIT GEI -6 APPROXIMATE ELEVATION: 28.5 FEET 0 - 0.4 SM BROWN SILTY FINE SAND (LOOSE, MOIST) 0,4 - 2.5 ML BROWN FINE SANDY 51LT WITH STRINGERS OF SILTY FINE SAND (MEDIUM STIFF, MOIST) 2.5 - 4.7 SM BROWN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 4.7 - 11.0 SP -SM GRADES TO GRAYISH -BROWN FINE SAND WITH SILT (LOOSE TO MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT 11 FEET ON 2/20/86 NO GROUND WATER SEEPAGE OBSERVED BAG SAMPLE OBTAINED AT 1.5 FEET %AS GeoEngineers Incorporated 41k110 LOG OF TEST PIT FIGURE 6 DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GEI -7 APPROXIMATE ELEVATION: 25 FEET ML BROWN FINE SANDY SILT WITH POCKETS OF SILTY FINE SAND ANT) A TRACE OF ORGANIC MATTER (MEDIUM STIFF, MOIST) SM GRAY AND BROWN SILTY FINE SAID WITH LENSES OF FINE SAND WITH A TRACE OF SILT (LOOSE TO MEDIUM DENSE, MOIST) GRAYISH -BROWN FINE SAND WITH SILT (LOOSE'TO MEDIUM DENSE, MOIST) SP -SM 0 - 1.5 ML 1.5 - 6.0 SM 5.0 - 11.0 SP -SM GRADES TO WET AT 10 FEET TEST PIT COMPLETED AT I1 FEET ON 2/20/86 NO GROUND WATER SEEPAGE OBSERVED TEST PIT GET-8 APPROXIMATE ELEVATION: 25 FEFT BROWN FINE SANDY SILT WITH OCCASIONAL PIECES OF GRAVEL (MEDIUM STIFF, MOIST) BROWN SILTY FINE SANG WITH LENSES OF FINE SANDY SILT (LOOST TO MEDIUM DENSE, MOIST) GRADES TO BROWNISH -GRAY FINE SAND WITH SILT AND A TRACE OF ORGANIC MATTER (LOOSE TO MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT II FEET ON 2/20/86 NO GROUND WATER SEEPAGE OBSERVED BAG SAMPLE OBTAINED AT 8 FEET 44,011■°°1'_.44 GeoEnglneers Incorporated ®hr, LOG OF TEST PIT FIGURE 7 DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST Plr GEI -9 APPROXIMATE ELEVATION: 25 FEET 0 - 1.0 ML BROWN FINE SANDY SILT WITH OCCASIONAL GRAVEL (MEDIUM STIFF, MOIST) 1.0 - 3.0 ML BROWN FINE SANDY SILT WITH LENSES OF SILTY FINE SAND (MEDIUM STIFF, MOIST) 3.0 - 9.0 SM /ML BROWN SILTY FINE SAND AND FINE SANDY SILT (LOOSE TO MEDIUM DENSE, SOFT, MOIST) 9.0 - SP -SM GRAY FINE SAND WITH SILT (MEDIUM DENSE, MOIST TO WET) TEST PIT COMPLETED At 10.5 FEET ON 2/20/86 NO GROUND WATER SEEPAGE OBSERVED BAG SAMPLES OBTAINED At 2 AND 9 FEET MOISTURE CONTENT AT 2 AND 4 FEET MEASURED AS 36 ANO 35 PERCENT, RESPECTIVELY TEST PIT GEI -l0 APPROXIMATE ELEVATION: 25 FEET 0 - 0.5 ML BROWN FINE SANDY SILT (MEDIUM STIFF, MOIST) 0.5 - 9.5 SP -SM BROWN FINE SAND WITH SILT ANO OCCASIONAL LENSES OF FINE SANDY SILT (LOOSE TO MEDIUM DENSE, MOIST) 9.5 - 12.0 SP GRADES TO GRAY FINE SAND wlrH A TRACE OF SILT (LOOSE r0 MEDIUM DENSE, MOIST TO wET) TEST PIT COMPLETED AT 12 FEET ON 2/20/86 GROUND WATER SEEPAGE OBSERVED AT 11.5 FEET BAG SAMPLE OBTAINED AT 3 FEET GeoEnglneers . ' Incorporated LOG OF TEST PIT FIGURE 8 DEPTH BELOW GROUP SOIL GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION rESr PIT GEl -I1 APPROXIMATE ELEVATION: 29 FEET 0 - 0.5 ML BROWN FINE SANDY SILT (SOFT, MOIST) 0.5 - 2.3 SM BROWNISH -GRAY SILTY FINE SAND WITH LENSES ML OF FINE SANDY SILT (LOOSE TO MEDIUM DENSE, MOIST) 2.3 - 5.5 SM BROWN SILTY FINE SAND (LOOSE TO MEDIUM DENSE, MOIST) 5.5 - 11.5 SP -SM DROWN FINE SAND WITH SILT (LOOSE TO MEDIUM DENSE, MOIST) TEST PIT COMPLETED AT 11.5 FEET ON 2/20/86 NO GROUND WATER SEEPAGE OBSERVED TEST PIT GEI -12 APPROXIMATE ELEVATION: 29 FEET 0 - 0.4 ML BROWN FINE SANDY SILT (SOFT, MOIST) 0,4 - 3.5 SM BROWN SILrY FINE SAND WITH LENSES OF FINE SANDY ML SILT (LOOSE TO MEDIUM DENSE, MOIST) 3.5 - 12.; SP -SM GRAYISH -BROWN FINE SAND WITH SILT (LOOSE r0 MEDIUM DENSE, MOISr) TEST PIT COMLETED AT 12.5 FEET ON 2/20/86 NO GROUND WATER SEEPAGE OBSERVED „---A-1.1/,‘,„ GeoEngineers ®7 Incorporated LOG OF TEST PIT FIGURE 9 GEOENGINEERS t APPENDIX B REPORT LIMITATIONS AND GUIDELINES FOR USE APPENDIX B REPORT LIMITATIONS AND GUIDELINES FOR USE' This appendix provides information to help you manage your risks with respect to the use of this report. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES, PERSONS AND PROJECTS This report has been prepared for the exclusive use of Segale Properties, Inc. and their authorized agents. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open -ended liability claims by third parties with whom there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT IS BASED ON A UNIQUE SET OF PROJECT - SPECIFIC FACTORS This report has been prepared for the proposed two -story office building in the Segale Business Park in Tukwila, Washington. GeoEngineers considered a number of unique, project- specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. For example, changes that can affect the applicability of this report include those that affect: • the function of the proposed structure; • elevation, configuration, location, orientation or weight of the proposed structure; • composition of the design team; or • project ownership. I Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org. File No. 0291 -004 -01 Page B -1 January 5. 2010 GEOENGINEERS. If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. SUBSURFACE CONDITIONS CAN CHANGE This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. TOPSOIL For the purposes of this report, we consider topsoil to consist of generally fine - grained soil with an appreciable amount of organic matter based on visual examination, and to be unsuitable for direct support of the proposed improvements. However, the organic content and other mineralogical and gradational characteristics used to evaluate the suitability of soil for use in landscaping and agricultural purposes was not determined, nor considered in our analyses. Therefore, the information and recommendations in this report, and our logs and descriptions should not be used as a basis for estimating the volume of topsoil available for such purposes. MOST GEOTECHNICAL AND GEOLOGIC FINDINGS ARE PROFESSIONAL OPINIONS Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. GEOTECHNICAL ENGINEERING REPORT RECOMMENDATIONS ARE NOT FINAL Do not over -rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from GeoEngineers' professional judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. File No. 0291- 004 -01 Page B -2 January 5. 2010 GEOENGINEERS A GEOTECHNICAL ENGINEERING OR GEOLOGIC REPORT COULD BE SUBJECT TO MISINTERPRETATION Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre -bid and preconstruction conferences, and by providing construction observation. Do NOT REDRAW THE EXPLORATION LOGS Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. GIVE CONTRACTORS A COMPLETE REPORT AND GUIDANCE Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre - bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on -site personnel and to adjacent properties. READ THESE PROVISIONS CLOSELY Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these "Report Limitations and Guidelines for Use" apply to your project or site. GEOTECHNICAL, GEOLOGIC AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a File No. 0291 -004 -01 January 5, 2010 Page B -3 GEOENGINEERSZ geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. BIOLOGICAL POLLUTANTS GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention, or assessment of the presence of Biological Pollutants in or around any structure. Accordingly, this report includes no interpretations, recommendations, findings, or conclusions for the purpose of detecting, preventing, assessing, or abating Biological Pollutants. The term "Biological Pollutants" includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts. File No. 0291 -004 -01 Page B -4 January 5. 2010 GEOENGINEER5g JSTRUCTURAL ENGINEERS Engineers Northwest Inc., P.S. FILE COPY IPArmit M' SEGALE PROPERTIES Tukwila, WA SUPPLEMENTAL STRUCTURAL CALCULATIONS FOR TWO -STORY OFFICE BUILDING REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION RECEIVE APR 1 4 2010 ENW Project No. 07- 080000 REID MIDDLE April 14, 2010 . 1)10-044 • 6869 Woodlawn Avenue NE . Seattle, WA 98115 • 206.525.7560 . fax 206.522.6698 www.enwseattle.com ENW ENGINEERS NORTHWEST, INC., P.S. ^ STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT 5, 1 e a i t, e 14, SUBJECT ri per I%'& l0 (Cv11441 ) 4) cheek 6igh1y -load eFortfrAye4ter %Mort' 6Le ((#4n1 #S) 'Llpeac gaer G 4#r ,,avi6ovi oee t ., m s = 1 , + i 9 fttkare - 'rz i.4' 064 4a) 75'4. 44 t akettir DATE SHEET �1 OO�F�2 1 Q BY /� t4 ✓ v / 15'¢ = 121, k ta,-,941/0 -7 eir, P t 2, a4,6 4W> M' ae, t 3 (2, r 1g, 4 if/ &I/ie. 16044 V t, ,4 (,,1), 75'4- - 11916 Cein.s¢fv4' 2,0 (e 4,) - 6,41407-w; rvoluT (ii By; if 01 G'e epf,k' # 4) 61 k e 6-0F L L c 6arrl r 446 evt 2/4 Cdr, o is 1iai4 k,ftailbo Ggeallieh G°mreitior1 =- j C,1/1;e6k & 'bt --rbuke y 5 Ur �b rrc r A �d4�r6 L ®(041.)z 102e2 fi (h4,) : Luz i 4,01 w/ g0r1P. L C <600) r 41/4f. '& 57r 4¢ p, rlf, rtellNA mverlIs t: ehttle 14' e g, 1.1541/ - laatied Fobri 4 % ,e05.,4-, 4,0< < 2, ®:wfle iviletv 513P x 26tsf 69oelGr - w = 7(I) c('Gir ¢ 2015ps) _ �� _ , 44 ks F ek fvrtecivr p rem F® q g fieir erne; Rit441z,t 5,;k , 2, 9 (4le, C7, L nod-e; I v/tile R rL = (9,6)2(2, &ki) = d 4PC 5 , k /1 etc bgtl, of 455. are . ' 4).0/ wile . ; ellesqw.58pe 4, eksf hes9 t n Oic (14/ ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT / /aid OM-6e r os 9/`4 .� Ilreariv if my V `eet) • p E 1" 7 ikkGitteb G rice IV Sriflm r' Qv fop diktot 41- <� 4, Of 49 3Bt 4?L 62n 1.43 17151 .4-1.0,W4'c r 7 het' tS Mt t 61) ,D g di,. 5146) 2,)1, 2 b . 6i. EP, Z 1 E DATE Q, Q 6Fe � l SHEET 14 1 v rf ei4) BY %ase DL 274 4-2414 21) 0 1) -? L ,1 (141)'—',26 t/) r k @ be 6L,,, ) t 14-.5(161) r 2 J yak ' e 14, /am ; ��'1 ? ( (i1)� �46k t,e 4(17 ) 7k (1) 44rne /,4(214701 r 3.6)64,k V4` G ,, 4P47)t' lk Pdl's 41-ft /72. —k224- 224 iitty2t) r #0&e. I, 2(1 $34) 1 l 4}4k t 54;2k \y e to 4-(051 e 4514C /14ac , /(10) "f i 4-(71/A) Z U,519k �- t tf �2y9') -� £ �� (LL 4'1,5fr` itittv i-Otlf) ( NW STRUCTURAL ENGINEERS PROJECT : Segale 2 Story Office 4174 ' f" # " J ber,fe PAGE : CLIENT : DESIGN BY : JOB NO. : DATE: �C� (I) REVIEW BY: 444/11 d on ACI 318-02 (revitid) Shear Wall Design Based DATA CONCRETE STRENGTH REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD fc' = 4 ksi fy = 60 ksi Pu = 246 k Mu = 11319 ft-k Vu = 465 k LENGTH OF SHEAR WALL L = 24 ft THICKNESS OF WALL t = 10 in DEPTH AT FLANGE D = 7 in WIDTH AT FLANGE B = 14 in TOTAL WALL HEIGHT TO TOP hW = 15 ft REINF. BARS AT BULB 6 # 7 WALL DIST. HORIZ. REINF. 2 # 5 10.5 WALL DIST. VERT. REINF. 2 # 5 @ 10.5 HOOP REINF - WIDTH, B, DIR. 2 Iegs of # 4 HOOP REINF - LENGTH DIR. 3 Iegs of # 4 DESIGN SUMMARY SHEAR WALL LENGTH SHEAR WALL THICKNESS BULB END WIDTH BULB END DEPTH BULB REINFORCING WALL HORIZ. REINF WALL VERT. REINF HOOP REINF - WIDTH, B, 1 HOOP REINF - LENGTH DI in. o.c. in. o.c. L = 24.00 ft t = 10.00 in B = 14.00 in D +10 = 19.00 in 6 # 7 2 # 5 @ 11 2 # 5 11 2 # 4 @ 3 3 # 4 @ 3 THE WALL DESIGN IS ADEQUATE. L in o.c. in o.c. in o.c. in o.c. ANALYSIS 7000 6000 5000 4000 Pn (k) 3000 2000 1000 0 -1000 -2000 000 20000 30000 40000 Mn (ft -k) T, C, fy /E, FORCE DIAGRAM C r STRAIN DIAGRAM I� CHECK SHEAR CAPACITY THE MINIMUM REINFORCEMENT RATIOS ARE GIVEN BY ACI 318-02 SECTION 21.7.2.1 AND SECTION 14.3 AS (pn )min. = 0.0025 [ for Acv (fc')° 5 = 182.15 kips (Pv )min _ = 0.0025 [ for Acv (fc') °S = 182.15 kips where Acv = 2880 in2 Vu , and bar size #5 horizontal] Vu , and bar size #5 vertical] (gross area of concrete section bounded by web thickness and length in the shear direction) THE PROVIDED REINFORCEMENT RATIOS ARE Pn = 0.0059 > (Pn )min. [Satisfactory] Pv = 0.0059 > (Pv )fin_ [Satisfactory] The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu two curtains reinforcement required. (ACI 318-02, Sec.21.7.22) THE DESIGN SHEAR FORCE IS GIVEN BY ACI 318-02 SECTION 21.7.4.1 & 21.7.4.4 AS 4)V, =MIN [ 4) Acv (a, (fe) °.5 + pn fy), 4, 8 Acv (fc')0 5 ] = 874.31 kips > Vu [Satisfactory] > 2 Acv (fc')° where 4) = a� = Pv > 0.6 (conservatively, ACI 318-05 9.3.4 a) 3.0 (for hW1L = 0.63 <1.5) Pn [Satisfactory] (only for N.,/ L > 2.0, ACI 318-02 Sec. 21.7.4.3) M 0 0 0 SP 416 61.4 s 64,441— 6ks]Q (‘V 454 CHECK FLEXURAL & AXIAL CAPACITY L � '(rein-q60 THE MAXIMUM DESIGN AXIAL LOAD STRENGTH, ACI 318-02, Sec. 21.7.5.1 & Eq.(10 -2), IS P,na, =0.8 4) [ 0.85 fc' (Ag - Ast) + fy Asti = 5897 kips. > Pu [Satisfactory] where 4) = 0.65 (ACI 318 -02, Sec.9.3.2.2) Ag = 2936 in2. Ast = 24.00 in2. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 13636 ft-kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-02 SEC. 10.3.2 AS Sc = 0.003 AND Et = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Ec / (Ec + Es) = 168 in a = Cb [3t = 143 in ¢ = 0.48 + 83 Et = 0.652 (ACI 318-02, Fig. R9.3.2) where d = (L -0.5D) = 284.5 in 1 t = 0.85 ( ACI 318-02, Sec. 102.7.3 ) THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 3322 kips AND 25370 ft-kips. IN ACCORDANCE WITH ACI SEC. 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS 4) Mn = 0.9 Mn = 14571 ft-kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — (Pn=- 0.9MIN(AstFy,3.3c°.54Lt)= -1296 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. } Pn (kips) b Mn (ft-ldps) AT AXIAL LOAD ONLY = 5897 0 AT MAXIMUM LOAD = 5897 13636 AT 0 % TENSION = 5897 13329 AT 25 % TENSION = 5042 19395 AT 50 % TENSION = 4350 22547 ATE t= 0.002 = 3372 25198 AT BALANCED CONDITION = 3322 25370 ATEt =0.005 = 2577 32121 AT FLEXURE ONLY = 0 14571 AT TENSION ONLY = -1296 0 THE DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS (11. Mn = 16891 ft-kips > Mu [Satisfactory] where 4) = Min[0.9, Max(0.48 + 83 st , 0.65)] = 0.900 (ACI 318-02, Fig. R9.32) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI SECTION 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hw) / (600 Su) and fc < 02 fc' [Unsatisfactory] where c = 35 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.3 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318-02 Sec. 21.7.6.2a. ) fc = (Pu / A) + (Mu y / I) = 0.954 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu Toads. ) y = 144 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 3129 in'. ( area of transformed section. ) = 22346658 in". ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.037 > 400 / fy [Unsatisfactory] HENCE SPECIAL BOUNDARY ZONE DETAILING REQUIRED I The boundary element length = MAX( c-0.1 L, 0.5c, D +12) = 19.00 in. (ACI 318-02, Sec. 21.7.6.4 ) The maximum hoop spacing = MINI B/4 , 6db , 6 , 4 +(14 -hx)/3 ] = 3 in.o.c. ( ACI 318-02, Sec. 21.4.4.2 & 21.7.6.5a ) The required hoop reinforcement Ash, g DIR = (0.09 S hc fc ) / fyh = 0.189 in2. < # 4 provided [Satisfactory] ( ACI 318-02, Eq.21 -4) Ash, L DIR = (0.09 s hc fc' ) / fyb = 0.153 in2. < # 4 provided [Satisfactory] STRUCTURAL. ENGINEERS (2t;; i [tam) PROJECT : Segale 2 Story Office evra Sf et, bele PAGE : CLIENT : / DESIGN BY : JOB NO.: DATE : �- �G� (,'2' REVIEW BY : d on ACI 318 -02 (rel-/ f s2 f J) Shear Wall Design Based DATA CONCRETE STRENGTH REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD fc' = 4 ksi fy = 60 ksi Pu = 415 k Mu = 11434 ft-k Vu = 465 k LENGTH OF SHEAR WALL L = 24 ft THICKNESS OF WALL t = 10 in DEPTH AT FLANGE D = 7 in WIDTH AT FLANGE B = 14 in TOTAL WALL HEIGHT TO TOP hW = 15 ft REINF. BARS AT BULB 6 # 7 WALL DIST. HORIZ. REINF. 2 # 5 @ 10.5 WALL DIST. VERT. REINF. 2 # 5 @ 10.5 HOOP REINF - WIDTH, B, DIR. 2 legs of # 4 HOOP REINF - LENGTH DIR. • 3 legs of # 4 DESIGN SUMMARY SHEAR WALL LENGTH L = SHEAR WALL THICKNESS t = BULB END WIDTH B = BULB END DEPTH D + 10 = BULB REINFORCING 6 # 7 WALL HORIZ. REINF 2 # 5 WALL VERT. REINF 2 # 5 HOOP REINF - WIDTH, B, [ 2 # 4 HOOP REINF - LENGTH DI 3 # 4 in. o.c. in. o.c. THE WALL DESIGN IS ADEQUATE. L 24.00 10.00 14.00 20.04 ft in in in 11 11 3 3 in o.c. in o.c. in o.c. in o.c. D y r ANALYSIS 7000 6000 5000 4000 Pn (k) 3000 2000 1000 0 -1000 -2000 000 20000 30000 40000 Mn (ft -k) T. Ts Csn IIl1I 11 .__ ,�1aL Cs FORCE DIAGRAM Dc ° =d,c CHECK SHEAR CAPACITY THE MINIMUM REINFORCEMENT RATIOS ARE GIVEN BY ACI 318 -02 SECTION 21.7.2.1 AND SECTION 14.3 AS (Pn )ndn. = 0.0025 [ for Acv (fc') °.5 = 182.15 kips < Vu , and bar size #5 horizontal] (Pv )„„in. = 0.0025 [ for Acv (fc') °.5 = 182.15 kips < Vu , and bar size #5 vertical] where Acv = 2880 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) THE PROVIDED REINFORCEMENT RATIOS ARE Pn = 0.0059 > (Pn )min. pv = 0.0059 > (Pv )min. [Satisfactory] [Satisfactory] The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu two curtains reinforcement required. (ACI 318-02, Sec.21.7.2.2) THE DESIGN SHEAR FORCE IS GIVEN BY ACI 318-02 SECTION 21.7.4.1 & 21.7.4.4AS 4,Vn =MIN [ 4) Acv (an (fc )0 5 + pn fy), 4) 8 Acv (fc')° 5 ] = 874.31 kips > Vu [Satisfactory] > 2 Acv (fc')°_5 where 4) = a.= Pv > 0.6 (conservatively, ACI 318-05 93.4 a) 3.0 (for hW /L = 0.63 <1.5) Pn [Satisfactory] (only for h„,,/ L > 2.0, ACI 318-02 Sec. 21.7.4.3) geq ale wit/GI b�,4 e CHECK FLEXURAL & AXIAL CAPACITY (rev, fed 1,6- ' ) THE MAXIMUM DESIGN AXIAL LOAD STRENGTH, ACI 318-02, Sec_ 21.7.5.1 & Eq.(10 -2), IS P,,,. =0.8 4) [ 0.85 fc' (Ag - Ast) + fy Asti = 5897 kips. > Pu [Satisfactory] where 4) = 0.65 (ACI 318-02, Sec.9.3.2.2) Ag = 2936 in2. Ast = 24.00 in2. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 13636 ft-lips. Lw /�a p4 44 F� � OVA FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-02 SEC. 10.3.2 AS Ec = 0.003 AND Et = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Ec / (Cc + Es) = 168 in a = Cb fit = 143 in 41= 0.48 + 83 et = 0.652 (ACI 318 -02, Fig. R9.3.2) where d = (L -0.5D) = 284.5 in (it = 0.85 ( ACI 318-02, Sec. 10.2.7.3 ) THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 3322 kips AND 25370 ft-kips. IN ACCORDANCE W(TH AC1 SEC. 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS 4) Mn = 0.9 Mn = 14571 ft-lips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — $ Pn = - 0.9 MI N(Ast Fy , 3.3 fc °S 4 L t) = -1296 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. 0 Pn (kips) 0 Mn (ft -kips) AT AXIAL LOAD ONLY = 5897 0 AT MAXIMUM LOAD = 5897 13636 AT 0 % TENSION = 5897 13329 AT 25 % TENSION = 5042 19395 AT 50 % TENSION = 4350 22547 AT t: t= 0.002 = 3372 25198 AT BALANCED CONDITION = 3322 25370 AT e t= 0.005 = 2577 32121 AT FLEXURE ONLY = 0 14571 AT TENSION ONLY = -1296 0 THE DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS ¢ Mn = 18432 ft-kips > Mu [Satisfactory] where 4) = Min[0.9, Max(0.48 + 83 8t , 0.65)] = 0.900 (ACI 318 -02, Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI SECTION 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hw) / (600 Su) and fc < 0.2 fc' [Unsatisfactory] where c = 40 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.3 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318-02 Sec. 21.7.6.2a. ) fc = (Pu / A) + (Mu y / 1) = 1.017 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu loads. ) y = 144 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 3129 in2. ( area of transformed section. ) I = 22346658 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.037 > 400 / fy [Unsatisfactory] HENCE SPECIAL BOUNDARY ZONE DETAILING REQUIRED The boundary element length = MAX( c-0.1 L, 0.5c, 0 +12) = 20.04 In. (ACI 318 -02, Sec. 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4 +(14 -h))/3 1 = 3 in.o.c. ( ACI 318-02, Sec. 21.4.4.2 & 21.7.6.5a ) The required hoop reinforcement Ash, B DIR = (0.09 s hc fc ) / fyn = 0.189 in2. < # 4 provided [Satisfactory] ( ACI 318-02, Eq.21 -4) Ash, LDIR = (0.09 s hc fc ) / fyh = 0.162 in2. < # 4 provided [Satisfactory] 214 !l4Fef PROJECT : Segale 2 Story Office Sj-141 e., v/46 bole PAGE : STRUCT RAI. Esc; INEERs CLIENT : / DESIGN BY : JOB NO.: DATE : �' �' c REVIEW BY : ,./14447 Shear Wall Design Based on ACI 3 H INPUT DATA CONCRETE STRENGTH REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD b tO fc' = 4 ksi fy = 60 ksi Pu = 153 k Mu = 14308 ft-k Vu = 574 k LENGTH OF SHEAR WALL L = 285 ft THICKNESS OF WALL t = 10 in DEPTH AT FLANGE D = 8 in WIDTH AT FLANGE $ = 14 in TOTAL WALL HEIGHT TO TOP hw, = 15 ft REINF. BARS AT BULB 6 # 7 WALL DIST. HORIZ. REINF. 2 # 5 @ 10.5 WALL DIST. VERT. REINF. 2 # 5 @ 105 HOOP REINF - WIDTH, B, DIR. 2 Iegs of # 4 HOOP REINF - LENGTH DIR. 3 Iegs of # 4 a-e4/7-cai DESIGN SUMMARY SHEAR WALL LENGTH SHEAR WALL THICKNESS BULB END WIDTH BULB END DEPTH BULB REINFORCING WALL HORIZ. REINF WALL VERT. REINF HOOP REINF - WIDTH, B, I HOOP REINF - LENGTH DI in. 0.c. in. o.c_ L = 28.50 ft t = 10.00 in B = 14.00 in D +10 = 20.00 in 6 # 7 2 # 5 @ 11 2 # 5 @ 11 2 # 4 @ 3 3 # 4 @ 3 THE WALL DESIGN IS ADEQUATE. L ITB in o.c. in o.c. in o.c. in o.c. t ANALYSIS Pn (k) 8000 7000 6000 5000 4000 3000 2000 1000 0 -1000 -2000 10000 20000 30000 40000 500 Mn (ft -k) 00 T., Csn C. L fy /Es FORCE DIAGRAM C STRAIN DIAGRAM CHECK SHEAR CAPACITY THE MINIMUM REINFORCEMENT RATIOS ARE GIVEN BY ACI 318-02 SECTION 21.72.1 AND SECTION 14.3 AS (Pn )mn. = 0.0025 [ for Acv (fc')° 5 = 216.30 kips < Vu , and bar size #5 horizontal] (pv )mn. = 0.0025 [ for Acv (fc')° 5 = 216.30 kips < Vu , and bar size #5 vertical] where Acv = 3420 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) THE PROVIDED REINFORCEMENT RATIOS ARE Pn = 0.0059 > (M min. Pv = 0.0059 > (pv )mn. [Satisfactory] [Satisfactory] The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu two curtains reinforcement required. (ACI 318-02, Sec.21.7.2.2) THE DESIGN SHEAR FORCE IS GIVEN BY ACI 318-02 SECTION 21.7.4.1 & 21.7.4.4AS 4,Vn =MIN [ 4) Acv (ac (f0015+ p„ fy), 4, 8 Acv (fc') °51 = 1038.24 kips > Vu [Satisfactory] where 4) = 0.6 (conservatively, ACI 318-05 9.3.4 a) a.= 3.0 (for hN, /L = 0.53 <1.5) Pv > Pn [Satisfactory] (only for h,,, / L > 2.0, ACI 318-02 Sec. 21.7.4.3) > 2 Acv (fc)°5 , O O 0 (e to Gra wok( T be9.fe (w ///e rlilff>,ri) CHECK FLEXURAL & AXIAL CAPACITY V C J THE MAXIMUM DESIGN AXIAL LOAD STRENGTH, ACI 318 -02, Sec. 21.7.5.1 & Eq_(10 -2), IS P,.. =0.8 4, [ 0.85 fc' (Ag - Ast) + fy Ast] = 6956 kips. > Pu [Satisfactory] MAN where 4, = 0.65 (ACI 318 -02, Sec.9.3.2.2) Ag = 3484 in2. Ast = 27.07 in2. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 19061 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-02 SEC. 10.3.2 AS Sc = 0.003 AND £t = fy / Es = 0. 002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d £c / (Sc + Es) = 200 in a = Cb Di = 170 in 4' = 0.48 + 83 et = 0.652 (ACI 318-02, Fig. R9.3.2) where d = (L -0.5D) = 338 in fit = 0.85 ( ACI 318-02, Sec. 102.7.3 ) THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 3945 kips AND 35056 ft-kips. IN ACCORDANCE WITH ACI SEC. 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS 4, Mn = 0.9 Mn = 19542 ft -kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — $Pn=- 0.9MIN(AstFy,3.3f,cs4Lt)= -1462 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE_ 4, Pn (kips) 4, Mn (It-kips) AT AXIAL LOAD ONLY = 6956 0 AT MAXIMUM LOAD = 6956 19061 AT 0 % TENSION = 6956 18422 AT 25 % TENSION = 5969 26896 AT 50 % TENSION = 5154 31254 AT s t = 0.002 = 4004 34827 AT BALANCED CONDITION = 3945 35056 AT s t= 0.005 = 3061 44303 AT FLEXURE ONLY = 0 19542 AT TENSION ONLY = -1462 0 THE DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS 4, Mn = 21273 ft -kips > Mu [Satisfactory] where $ = Min[0.9, Max(0.48 + 83 at , 0.65)] = 0.900 (ACI 318 -02, Fig. R9.32) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI SECTION 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hw) / (600 Su) and fc < 0.2 fc' [Unsatisfactory] where c = 37 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.3 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318-02 Sec. 21.7.6.2a. ) fc = (Pu / A) + (Mu y / 1) = 0.830 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu loads. ) y = 171 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 3702 in2. ( area of transformed section. ) I = 37242463 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.032 > 400 / fy [Unsatisfactory] HENCE SPECIAL BOUNDARY ZONE DETAILING REQUIRED ! The boundary element length = MAX(c -0.1 L, 0.5c, D +12) = 20.00 in. ( ACI 318-02, Sec. 21.7.6.4 ) The maximum hoop spacing = MIN[ 814 , 6db , 6 , 4+(14-h0/3] = 3 in.o.c. ( ACI 318 -02, Sec. 21.4.4.2 & 21.7.6.5a ) The required hoop reinforcement Ash, B oiR = (0.09 s he fc ) / fyh = 0.189 in2. < # 4 provided [Satisfactory] ( ACI 318 -02, Eq.21 -4) Ash,1. qR = (0.09 s he fc ) / fyh = 0.162 in2. < # 4 provided [Satisfactory] STRUCTURA . ENGINEERS PROJECT: CLIENT : JOB NO. : Segale 2 Story Office DATE: (i filt m) 67-fee 6 (044 Awe Shear Wall Design Base 8 -02 INPUT DATA CONCRETE STRENGTH REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD tit fc' = 4 ksi fy = 60 ksi Pu = 241 k Mu = 14565 ft-k Vu = 574 k LENGTH OF SHEAR WALL L = 28.5 ft THICKNESS OF WALL t = 10 in DEPTH AT FLANGE D = 8 in WIDTH AT FLANGE B = 14 in TOTAL WALL HEIGHT TO TOP hW = 15 ft REINF. BARS AT BULB 6 # 7 WALL DIST. HORIZ. REINF. 2 # 5 @ 10.5 WALL DIST. VERT. REINF. 2 # 5 @ 105 HOOP REINF - WIDTH, B, DIR. 2 Iegs of # 4 HOOP REINF - LENGTH DIR. 3 Iegs of # 4 PAGE : DESIGN BY : G, G, t2 REVIEW BY : (rvt) DESIGN SUMMARY SHEAR WALL LENGTH SHEAR WALL THICKNESS BULB END WIDTH BULB END DEPTH BULB REINFORCING WALL HORIZ. REINF WALL VERT. REINF HOOP REINF - WIDTH, 8, 1 HOOP REINF - LENGTH DI in_ o.c. in. o_c_ L = 28.50 ft t = 10.00 in B = 14.00 in D +10 = 20.00 in 6 # 7 2 # 5 @ 11 2 # 5 11 2 # 4 @ 3 3 # 4 @ 3 THE WALL DESIGN IS ADEQUATE. _ L in o.c. in o.c. in o.c. in o.c. D y rB t ANALYSIS rb Pn (k) 8000 7000 6000 5000 4000 3000 2000 1000 0 -1000 -2000 �D00ff 20000 30000 40000 500 Mn (ft-k) 00 Ts Ts, Csn C. fy /Es L FORCE DIAGRAM Cc ° =tic C ] STRAIN DIAGRAM CHECK SHEAR CAPACITY THE MINIMUM REINFORCEMENT RATIOS ARE GIVEN BY ACI 318-02 SECTION 21.7.2.1 AND SECTION 14.3 AS (pn )min. = 0.0025 [ for Acv (fc')05 = 216.30 kips < Vu , and bar size #5 horizontal] (Pv )min. = 0.0025 [ for Acv (fc')° 5 = 216.30 kips < Vu , and bar size #5 vertical] where Acv = 3420 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) THE PROVIDED REINFORCEMENT RATIOS ARE Pn = 0.0059 > (Pn )min. [Satisfactory] Pv = 0.0059 > [Satisfactory] The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu > 2 Acv (fc')05 , two curtains reinforcement required. (ACI 318 -02, Sec.21.7.2.2) THE DESIGN SHEAR FORCE IS GIVEN BY ACI 318-02 SECTION 21.7.4.1 & 21.7.4.4AS 4,Vn =MIN [ 4) Acv (ac (fc')015+ pnfy), 4, 8 Acv (ref 51 = 1038.24 kips > Vu [Satisfactory] where 4) = ac _ Pv 0.6 (conservatively, ACI 318-05 9.3.4 a) 3.0 (for hw /L = 0.53 <1.5) IN [Satisfactory] (only for h./ L > 2.0, ACI 318-02 Sec. 21.7.4.3) 0 0 0 0 co 0 gde wA6 Ise 6oiia r 1�Meet L,G, (2 CHECK FLEXURAL & AXIAL CAPACITY THE MAXIMUM DESIGN AXIAL LOAD STRENGTH, ACI 318-02, Sec. 21.7.5.1 & Eq.(10 -2), IS 4) P. =0.8 4) [ 0.85 fc' (Ag - Ast) + fy Asti = 6956 kips. > Pu where ¢ = 0.65 (ACI 318-02, Sec.9.3.2.2) ✓y Ag = 3484 inz_ L a Ast = 27.07 inz. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 19061 ft-kips. [Satisfactory] FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-02 SEC. 10.3.2 AS E. = 0.003 AND Et = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d E. / (Cc + Es) = 200 in a = Cb [31 = 170 in 4 = 0.48 + 83 Et = 0.652 (ACI 318 -02, Fig. R9.3.2) where d = (L -0.5D) = 338 in 131 = 0.85 ( ACI 318 -02, Sec. 102.7.3 ) THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 3945 kips AND 35056 ft-kips. IN ACCORDANCE WITH ACI' SEC. 9.32 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS 4 Mn = 0.9 Mn = 19542 ft-kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — QPn=- 0.9MIN(AstFy,3.3f:154Lt)= -1462 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. 0 Pn (kips) 0 Mn (ft-kips) AT AXIAL LOAD ONLY = 6956 0 AT MAXIMUM LOAD = 6956 19061 AT 0 % TENSION = 6956 18422 AT 25 % TENSION = 5969 26896 AT 50 % TENSION = 5154 31254 AT s t= 0.002 = 4004 34827 AT BALANCED CONDITION = 3945 35056 AT c t= 0.005 = 3061 44303 AT FLEXURE ONLY = 0 19542 AT TENSION ONLY = -1462 0 THE DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS Mn = 22251 ft -lips > Mu [Satisfactory] where 4, = Min[0.9, Max(0.48 + 83 Et , 0.65)] = 0.900 (ACI 318 -02, Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI SECTION 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hw) / (600 Su) and fc < 0.2 fd [Unsatisfactory] where c = 40 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.3 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318-02 Sec. 21.7.6.2a. ) fc = (Pu / A) + (Mu y / I) = 0.868 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu Toads. ) y = 171 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 3702 inz. ( area of transformed section. ) I = 37242463 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.032 > 400 / fy [Unsatisfactory] HENCE SPECIAL BOUNDARY ZONE DETAILING REQUIRED ! The boundary element length = MAX( c-0. f L, 0.5c, D +12) = 20.00 in. (AC( 318-02, Sec. 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4 +(14 -h,)/3 ] = 3 in.o.c. ( ACI 318 -02, Sec. 21.4.4.2 & 21.7.6.5a ) The required hoop reinforcement Ash, B DIR = (0.09 S he fc ) / fyh = 0.189 Inz. < # 4 provided [Satisfactory] ( ACI 318 -02, Eq.21 -4) Ash, L DIR = (0.09 s he fc ) / fyh = 0.162 Inz• < # 4 provided [Satisfactory] ENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS /¢ PROJECT # 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT w4St ' e 7 S the fir J i c)c 1, 3 •SUBJECT 6.12 61412/4,4`terf top IC le 4� 1J. 1041 teP Irt” d 147 a� 2i DATE SHEET BY ti OF L,4 4/14/1/ geLL-------c iTgic Mor [14(147)* *116 4-616) z a'5 7k' e Bose e b4,5 e '/� 575k c C1-) Pa 7' 19('2 7J 2e4 e <<+(& 7) / 96k4 L6 (s) Pu 1, 2 C21 V f i (4. ),, 70 5) y 1461c 44t61 96601e STRUCTC'k.1 ti. ENGINEERS PROJECT: CLIENT : JOB NO. : Cw /2D p tt4steY) Segale 2 Story Office 6a`/€.t ' IW4{/l knr4e Cec. C2J' k) Shear Wall Design Based on ACI 318 -02 INPUT DATA CONCRETE STRENGTH REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD DATE: fc' = 4 ksi fy = 60 ksi Pu = 340 k Mu = 9600 ft -k Vu = 375 k LENGTH OF SHEAR WALL L = 24.9 ft THICKNESS OF WALL t = 10 in DEPTH AT FLANGE D = 6 in WIDTH AT FLANGE B = 14 in TOTAL WALL HEIGHT TO TOP hw = 15 ft REINF. BARS AT BULB 6 # 7 WALL DIST. HORIZ. REINF. 2 # 5 @ 10.5 WALL DIST. VERT. REINF. 2 # 5 @ 10.5 HOOP REINF - WIDTH, 8, DIR. 2 legs of # 4 HOOP REINF - LENGTH DIR. 3 legs of # 4 PAGE DESIGN B REVIEW BY DESIGN SUMMARY SHEAR WALL LENGTH L = 24.90 ft SHEAR WALL THICKNESS t = 10.00 in BULB END WIDTH B = 14.00 in BULB END DEPTH D + 10 = 19.50 in BULB REINFORCING 6 # 7 WALL HORIZ. REINF 2 # 5 11 WALL VERT. REINF 2 # 5 @ 11 HOOP REINF - WIDTH, B, l 2 # 4 @ 3 HOOP REINF - LENGTH DI 3 # 4 3 in. o.c. in. o.c. THE WALL DESIGN IS ADEQUATE. L in o.c. in o.c. in o.c. in o.c. ANALYSIS 7000 6000 5000 4000 Pn (k) 3000 2000 1000 0 -1000 -2000 20000 30000 400 Mn (ft-k) 00 Ts Ts, can CS fy /E: L FORCE DIAGRAM jcc 1 ° = C STRAIN DIAGRAM CHECK SHEAR CAPACITY THE MINIMUM REINFORCEMENT RATIOS ARE GIVEN BY ACI 318-02 SECTION 21.7.2.1 AND SECTION 14.3 AS (Pn ),Nn. = 0.0025 [ for Acv (fc')0 5 = 188.98 kips < Vu , and bar size #5 horizontal] (Pv )nn. = 0.0025 [ for Acv (fc')° 5 = 188.98 kips < Vu , and bar size #5 vertical] where Acv = 2988 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) THE PROVIDED REINFORCEMENT RATIOS ARE Pn = 0.0059 > (Pn )mn. Pv = 0.0059 > (Pv )mta [Satisfactory] [Satisfactory] The proposed spacing is Tess than the maximum permissible value of 18 in and is satisfactory. Since wall one curtain reinforcement required. (ACI 318 -02, Sec.21.7.2.2) THE DESIGN SHEAR FORCE IS GIVEN BY ACI 318-02 SECTION 21.7.4.1 & 21.7.4.4AS 0Vn =MIN [ 4, Acv (f405+ pn fy), 4> 8 Acv (fc')° 5 ] = 907.09 kips > Vu where 4) = a� = Pv 0.6 (conservatively, ACI 318-05 9.3.4 a) 3.0 (for hW /L = 0.60 <1.5) pn [Satisfactory] (only for hw / L > 2.0, ACI 318-02 Sec. 21.7.4.3) Vu < 2 Acv (fc')° 5 [Satisfactory] 0 0 0 6w'2d ) / Get94i) le isle (rra. 7 mill) be CHECK FLEXURAL & AXIAL CAPACITY (re vt'leti) z, (2) (604?-0(4) THE MAXIMUM DESIGN AXIAL LOAD STRENGTH, ACI 318 -02, Sec. 21.7.5.1 & Eq.(10 -2), IS (I) Pm =0.8 4 [ 0.85 fc (Ag - Ast) + fy Asti = - 6096 mss — --- > Pu _ [Satisfactory] where 0 = 065 (ACI 318-02, Sec.9.3.2.2) Ag = 3036 in2. Ast = 24.75 1112. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 14667 ft -kips- MW 1 t ted FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-02 SEC. 10.3.2 AS Ec = 0.003 AND Et = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Ec / (Cc + Es) = 175 in a = Cb 131 = 149 in $ = 0.48 + 83 Et = 0.652 (ACI 318-02, Fig. R9.32) where d = (L -0-50) = 295.8 in (it = 0.85 ( ACI 318-02, Sec. 10.2.7.3 ) THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 3443 kips AND 27162 ft-lips. IN ACCORDANCE WITH ACI SEC. 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS 4 Mn = 0.9 M„ = 15523 ft-kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS - 4Pn=- 0.9MIN(AstFy,3.3f•054Lt)= -1337 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. 4 Pn (ips) 4 Mn (ft-trips) AT AXIAL LOAD ONLY = 6096 0 AT MAXIMUM LOAD = 6096 14667 AT 0 % TENSION = 6096 14187 AT 25 % TENSION = 5227 20736 AT 50 % TENSION = 4509 24134 AT Bt= 0.002 = 3495 26979 AT BALANCED CONDITION = 3443 27162 AT s t= 0.005 = 2668 34378 AT FLEXURE ONLY = 0 15523 AT TENSION ONLY = -1337 0 THE DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS Mn = 18829 ft -kips > Mu [Satisfactory] where 0 = Min[0.9, Max(0.48 + 83 Et , 0.65)] = 0.900 (ACI 318-02, Fig. R9.3.2) CHECK BOUNDARY-ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI SECTION 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (1 hw) / (600 Su) and fc < 0.2 fc' [Unsatisfactory] where c = 39 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.3 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318 -02 Sec. 21.7.6.2a. ) fc = (Pu / A) + (Mu y / I) = 0.801 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu loads. ) y = 149 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 3235 in2. ( area of transformed section. ) I = 24741613 in'. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.043 > 400 / fy [Unsatisfactory] HENCE SPECIAL BOUNDARY ZONE DETAILING REQUIRED I The boundary element Length = MAX( c-0.11_, 0.5c, D +12) = 19.50 in. ( ACI 318-02, Sec. 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4 +(14 -h0/3 ] = 3 in.o.c. ( ACI 318 -02, Sec. 21.4.4.2 & 21.7.6.5a ) The required hoop reinforcement Ash. a DAR = (0.09 s hc fd ) / fyh = 0.189 in2. < # 4 provided [Satisfactory] ( ACI 318-02, Eq.21 -4) Ash. L DIR = (0.09 s hc ) / fyh = 0.158 in2. < # 4 provided [Satisfactory] •911 422 STRUCTURAL RAI. Enc:INz ERS ehak 6 -12 dalf 60014`. (W27 be , Apo 6fra G vr. 2 PROJECT : Segale 2-Story Office Building CLIENT : JOB NO.. -- -- - --- DATE . - - -._ -� PAGE : DESIGN BY : REVIEW BY . WeliCa.paclty;of Eecentiic:Coiilnection :Based fo'n "AISC-`31.04/5 • INPUT DATA & DESIGN SUMMARY THICKER PART JOINTED WELD SIZE GRAVITY LOAD, ASD ECCENTRICITY TO EDGE LATERAL LOAD, ASD WELD LENGTH, DA WELD LENGTH, DC WELD LENGTH, CB t = 0.626 in w= 0.3125 in P = 10 kips e = 0.75 in F = 133 kips Li = 16 in 12 = 19 in L3= 16 in THE CONNECTION DESIGN IS ADEQUATE. ANALYSIS MIN WELD SIZE (AISC 360-05 Tab. J2.4) MAX WELD SIZE (AISC 360-05 J2.2b) EFFECTIVE THROAT THICKNESS CENTROID OF WELD GROUP CENTRODIAL MOMENT OF INERTIA TOTAL ECCENTRICITY ALLOWABLE STRESS (AISC 360-05 J2.4) DETERMINE SHEAR STRESS @ POINTS A, B, C, D Point A : Point B : Point C : Point D : fx= F /Aw +EMyA / (Ix +1y)= fx= F /Aw- EMys /(Ix +ly)= fx= F /Aw- EMyc /(Ix +Iy)= fx= F /Aw +EMyo /(Ix +Iy)= CHECK SHEAR CAPACITY POINTS A, B, C, D Point A : f„ = (f2 + fy2)o.5 = 12.7 ksi Point B : fv = (fx2 + fy) °.5 = 11.2 ksi Point C : fv = (f 2 + fy) °5 = 11.1 ksi Point D : fv = (2 + fy2)°.5 = 12.6 ksi wmin = Wmax = to = Xo = Yo = Ix = ly= e total, P = e total, F= Fv = 0.25 in 0.56 in 0.707w EXiAi /EA; EY;A; /EA; (bh3112 +Ad2) E(bh3 /12 +Ad2) e + X° 0.5L2 -Y° 0.6F /S2 12.6 ksi 11.0 ksi 11.0 ksi 12.6 ksi < Fv = < Fv = < Fv = < Fv = Y P T 1r D L1 A L2 ►CWP t C L3 B xo 0.22 in = 5.02 in 9.5 in 764 in` = 714 Ina = 11.7 in 0.0 in 21.0 ksi fy=- P /Aw- EMx,a(Ix +ly)= fy=- P /AW- EMxa /(Ix +Iy)= fy=- P /Aw +EMxc /(Ix +Iy)= fy=- P /Aw +EMxo /(Ix +Iy)= 21.0 ksi 21.0 ksi 21.0 ksi 21.0 ksi [Satisfactory] [Satisfactory] [Satisfactory] [Satisfactory] F T -1.8 ksi -1.8 ksi -0.5 ksi -0.5 ksi 425 -4, 2 eP won , Ge14x 4) i j* f E PROJECT : Segale / J 2-Story Office Building 6 -t 6/3 r JO PAGE : 15 24- / DESIGN BY : -BY' C tt r rr u r P r:4: r F tr CLIENT : s- JOB-NO.. .. ... . DATE : �' - -_ '..........._._._. -..-.. REVIEW G Fes'.. WeldiCapaclty ot:EcceiMc:ConnectligiSaseii on 74I C_360 -05 ' 1 _ 7 ... . , - INPUT DATA & DESIGN SUMMARY THICKER PART JOINTED t = 0.626 WELD SIZE w = 0.3126 GRAVITY LOAD, ASD P = 47 ECCENTRICITY TO EDGE e = 0.75 LATtRAL LOAD, ASD F = 116 WELD LENGTH, DA L1 = 12 WELD LENGTH, DC L2 = 17 WELD LENGTH, CB L3 = 12 in t Y 'b-- e P in kips in kips in i ` D -- �' A in ( � <' 1-/ 0 YO L2 CWP in C L3 B X THE CONNECTION DESIGN IS ADEQUATE. J ANALYSIS X0 MIN WELD SIZE (AISC 360-05 Tab. J2.4) MAX WELD SIZE (AISC 360-05 J2.2b) Wmin = 025 in wmaX = 0.56 in EFFECTIVE THROAT THICKNESS to = 0.707 w = 0.22 in CENTROID OF WELD GROUP Xo = E Xi A; / E A; = 3.51 in Yo= EY;A; /EA; = 8.5 in CENTRODIAL MOMENT OF INERTIA Ix= E (b h3/ 12 + A d2) = 474 in4 ly= E(bh3 /12 +Ad2) = 317 ;n4 TOTAL ECCENTRICITY e total, P = e + Li - Xo = 92 in e total, F = 0.5 L2 - Yo = 0.0 in ALLOWABLE STRESS (AISC 360-05 J2.4) F„ = 0.6 F / 12 = 21.0 ksi DETERMINE SHEAR STRESS @ POINTS A, B, C, D PointA: f= F /AW +EMyA /(IX +Iy)= 17.4ksi fy=- P /Aw- EMxA /(IX +Iy)= 9.8ksi Point B : fx = F / Aw - EM yB / (IX + Iy) = 8.0 ksi fy = -P / Aw - EM x8 / (IX + Iy) = -9.8 ksi Point C: fX= F1AN,- EMyc / (lx +ly)= 8.0 ksi fy=- P /AW + ERA xc / (lx +Iy)= -3.3 ksi PointD: fX= F /AW +EMyo /(Ix +ly)= 17.4 ksi fy=- P /AW +EMxo /(Ix +Iy)= -3.3 ksi CHECK SHEAR CAPACITY @ POINTS A, B, C, D Point A : fv = (f2 + fy2)°s = 20.0 ksi < F„ = 21.0 ksi [Satisfactory] Point B : fv = (f2 + fy2)o.5 = 12.7 ksi < F„ = 21.0 ksi [Satisfactory] Point C : f„ = (fX2 + fy2)05 = 8.7 ksi < F„ = 21.0 ksi [Satisfactory] Point D : f„ = (fX2 + fy2)° 5 = 17.7 ksi < F„ = 21.0 ksi (Satisfactory] 423 ENW /0,6etk 13 4.2 eirs /earn,(( 246evo PROJECT : Segale 2-Story Office Building etwei G / a`g, 2 PAGE : CLIENT : DESIGN BY : REVIEW -BY, STRUCTURAI. EN(; Nf ERS WetdiCapac(tysoi'EE:eritildtbn ection,8asedibTAISCS60(05.: INPUT DATA & DESIGN SUMMARY THICKER PART JOINTED WELD SIZE GRAVITY LOAD, ASD ECCENTRICITY TO EDGE LATERALLOAD,ASD WELD LENGTH, DA WELD LENGTH, DC WELD LENGTH, CB t = 0.626 in w = 0.3126 in P = 3 kips e = 0.76 in F = 128 kips L� = 12 in L2 = 17 in L3 = 12 in THE CONNECTION DESIGN IS ADEQUATE. ANALYSIS MIN WELD SIZE (AISC 360-05 Tab. J2.4) MAX WELD SIZE (AISC 360-05 J2.2b) EFFECTIVE THROAT THICKNESS CENTROID OF WELD GROUP CENTRODIAL MOMENT OF INERTIA TOTAL ECCENTRICITY ALLOWABLE STRESS (AISC 360-05 J2.4 ) DETERMINE SHEAR STRESS @ POINTS A, B, C, D Point A : Point B : Point C : Point D : fx= F /Aw +EMyA /(lx +fy)= fx= F /Aw- EMyB /(Ix +ly)= fx= F /A,v- EMyc /(Ix +Iy)= fx= F /Aw +EMyD /(Ix +ly)= CHECK SHEAR CAPACITY @ POINTS A, B, C, D Point A : f„ = (fx2 + fy2) °5 = 14.4 ksi Point B : f„ = (fx2 + f2)°5 = 13.8 ksi Point C : fv = (fx2 + fy2) °5 = 13.8 ksi PointD: fv= (fx2 +fy)0'S= 14.4 ksi Wmin = Wmax = to = Xo= Yo = Ix = • ly = e total, P = e total, F= F„ = 0.25 in 0.56 in 0.707 w EX;Ai /EA; EY;A1 /EAi (bh3 /12 +Ad2) (b h3/ 12 + A d2) e +L1 -Xo 0.5 L2 -Yo 0.6 F /Q 14.4 ksi 13.8 ksi 13.8 ksi 14.4 ksi < Fv = < Fv = < Fv = < Fv = Y �P L2 Lwp C 3 B _IL. Xo A 0.22 in 3.51 in = 8.5 in 474 in4 317 in4 9.2 in 0.0 in 21.0 ksi fy=- P /Aw -EM xA / (Ix +ly)= fy=- P /Aw- EMxB /(Ix +Iy)= fy=- P /Aw+EMxc /(Ix +Iy)= fy=- P /Aw +EMxo /(Ix +Iy)= 21.0 ksi 21.0 ksi 21.0 ksi 21.0 ksi [Satisfactory] [Satisfactory] [Satisfactory] [Satisfactory] - 0.6 ksi - 0.6 ksi -0.2 ksi -02 ksi X F a ENW ENGINEERS NORTHWEST, INC., P.S. ^- STRUCTURAL ENGINEERS _68869_WooDLAwNAvE. N. E., #205, SEATTLE, WA .98115 (206) 5257560 FAx (206) 5226698 PROJECT # PROJECT f el it `g o /ee DATE SUBJECT , D i - e t j c4411.66h- ( 4 . 4 / 6 / 4 s (P4-i, �3,2) floor) 6frrc, C 4D �. 2 (Cal i, 1-oj buue4 etr, f4efr 4, 2 �-1-.27 14-e14-e44/1 G ` 4rev i gG , 4,9 - T r 6 k MD, -.-- a ecItve Pc 4 = "F" lereikeitheei P r '1 (.”)j(PloPs0)` Ott, 4L2 ": 19 ('e W27x94) ieki,1'OK Per qereds eef rive0 et-4 6,413, a 2,2 ; (64,/e,s/m. 4-44y 6kse, 4Gki #6 4.26-4 -,2 SHEET 17 O /F 4 BY j� [j /� 6� 1 'fewi : i,144 44t, 4,g i� C c 516 ,gyp e fteeive %G C 2, ski e) sl 4 123 k „ ACer sfro eei ; ". 12g1-6 "L2'. 24" 7 n( 17 "Ce to /4) " p L i 2 '(&,0 (4orsf) k ' L l" c "L 3 °` L 12 C tow. trk r eir yeettiohed ft.s.49, etLefik •G 34i, (,„/ w2 41;(2, 41.) , 4 t Opt z3Ai8e6' )- 6r 1.9 11 4 4b 115Ie c h f c+ p' 4 7k(r. L I "L /"t nLS4r 12 k "L2 G 1 7' eome, aft ter gPreeds eel t k 'ewi #-.2% ; (4)et etkc b 3, "al Grnri.. 0 6-rd el D/5 (0-se wthe riwett ' eef K t "12-4-e-5425- 7G r i J � �C = "i it (SO r 69k e�, �Q (2!1+ 1 e. s. t:72 ,v� e �y /� /�J r� q oy t� fi � i `'F .7�%f16)�(13© ) r L�k "� (2 ` b G 1'i eet Fe, r'L� '2 b " `/L2rz 12` i ebeek - d G e c — -� -tend oK t / � {4 L z "pi; k � ' (e W30 "L/ ‘1.1-311: "L2 +r is "� —� Cahn, Ok. Wee% 54ear: Gi/.24)eVt 43 " ebeck far 174c AU L g43)2 e 4 ,s 12 ( 41) r l &,'t 7 i� c 5.3�ti FA) Z 4ks1 1 6 =294' Ic ' "IA- O� O) G J 16 z l/ -1h 269,k 61( ENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 W"�ooD,ii arA-v 7N.T #205,- SEArzLE W-d= 98113`( 206)325= 2560 -Erik t-- 206)'522 -6698° '° PROJECT # PROJECT /j141e G 06" e5ePt e DATE SUBJECT Dr4J too ef,JJg�, ea/G4leti;,'4s J SHEET IS OF� BY MAN 26. ( +j C 61/Peek L-4-, 1 d a f &r i g c , / ,r , 6000 re G 2, l C(144 J ' ¢)(71 z 177 k. "P e. LSD f1446 - L'4,1 h-as been revised `'F le((J(4D7e 7k r,L, berm, bt< 'L1 . '13`I = 9,5"nef, "L3 4 r (4,5" t f" /�+We etrim/shalt T (d) ,Gi.etic F-3, 2 eteavl m n . e eettek e1 D/7 (r): re = 22 fl , 4F" s� / fi 1. 4- 4, pri a Ge`(,r,L) max. "L�"c "L140 l b ' n�.2" S®rg _ 2n ." 1� 3- - ` Vg" J 5/C "W CI4 (: 4tPAfl, . eK Per s pu4 h 6, i4) (� crest; lg?-62i) t -15.5k; 44, 2 s(i -fit), flak:. ir6 r . Ge 2 5. /.60; eembineet r 1-19:5#1,61 Z 26.9k; , 6F), (e) 66,ee1 E-1,2 bift,f t *rah, ,G &rig 40,1 ( '" t ` 2'� l`4 2 = 230k nrr 1 x ` 6 ) ( )r k Li r l.; c I� yL2 it ` 2Zk we/ t (017n. *IC per ? 1,feni 016 (et a edc k 4 2 teon(? 4 DA' Olver1 PROJECT : Segate 2-Story Office Building PAGE : STRUCTURAL ENG[\-t ERs CLIENT : DESIGN BY: JSi _ A�'E''' REVIEW BY° Weld ?Capacity itEcce it idiC-_ont ectlari Based oil AISC 360-05. . • INPUT DATA & DESIGN SUMMARY THICKER PART JOINTED WELD SIZE GRAVITY LOAD, ASD ECCENTRICITY TO EDGE LATERAL LOAD, ASD WELD LENGTH, DA WELD LENGTH, DC WELD LENGTH, CB t = 0.6 in w = 0.9126 in P = 12 kips e = 0.76 in F = 69 kips Lt = 8 in L2 = 12 in 4- 4v .446 L3 = 8 in THE CONNECTION DESIGN IS ADEQUATE. ANALYSIS MIN WELD SIZE (AISC 360-05 Tab. J2.4) MAX WELD SIZE (AISC 360-05 J2.2b) EFFECTIVE THROAT THICKNESS CENTROID OF WELD GROUP CENTRODIAL MOMENT OF INERTIA TOTAL ECCENTRICITY ALLOWABLE STRESS (AISC 360-05 J2.4) DETERMINE SHEAR STRESS © POINTS A, B, C, D Point A : Point B : Point C : Point D : fx= F /Aw +ZMyA /(1x +1y)= fx= F /Aw- EMye /(Ix +Iy)= fx= F /Aw- EMyc /(Ix +Iy)= fx= F /Aw +EMyo /(Ix +l= CHECK SHEAR CAPACITY @ POINTS A, B, C, D Point A : Point B : Point C : Point D : z 2o s fv = f2 +f2o.s x y) = fv. = (fx2 + fy2)os = fv = (fx2 + fy2)o5 = 13.5 ksi 10.0 ksi 9.4 ksi 13.0 ksi Wmin = Wmax to = Xo = Yo = Ix = Iy = e total, p = e total. F = Fv = W1.4 frn ea x,1164 0.19 in 0.44 in 0.707 w EX; Ai /EA; EY;A; /EA; Z(bh3 /12 +Ad2) Z (b h3/ 12 + A d2) e +L1-Xo 0.5L2 -Yo 0.6F /S2 13.0 ksi 9.3 ksi 9.3 ksi 13.0 ksi Lwp L2 C L3 B _II Xo A = 0.22 in 2.29 in 6 in = 159 in4 = 96 in4 6.5 in 0.0 in 21.0 ksi fy=- P /Aw- EMxA /(ix +ly)= fy=- P /Aw- LMxB /(Ix +Iy)= fy= -P /Aw +EMxc /(Ix +Iy)= fy=- P /Aw +EMxo /(Ix +Iy)= < Fv = 21.0 ksi < Fv = 21.0 ksi < Fv = 21.0 ksi =. 21.0 ksi [Satisfactory] [Satisfactory] [Satisfactory] [Satisfactory] -3.7 ksi -3.7 ksi -1.2 ksi -1.2 ksi F ElmPROJECT : Segale 2-Stay Office Building 1 PAGE : / DESIGN BY: ,' < CLIENT: Sr.Rt_c'rLurt:LI_ Er_( r .Fi:ris._ __ lA a Cal a ftliR Eccenthc ronnectiori Based on'?AISCi360-05- .. ... . • - , INPUT DATA & DESIGN SUMMARY ` Y e F THICKER PART JOINTED t = 0.6 in T WELD SIZE w = 0.3126 in 1r GRAVITY LOAD, ASD P = 15 kips ECCENTRICITY TO EDGE e = 0.76 in LATERAL LOAD, ASD F = 89 kips D L 1 A WELD LENGTH, DA L1 = 8 in F WELD LENGTH, DC WELD LENGTH, CB L2 = 15 in Yo L3 = 8 in L2 "WP -� ^�'" X - C L3 B THE CONNECTION DESIGN IS ADEQUATE. ANALYSIS `i Xo MIN WELD SIZE (AISC 360-05 Tab. J2.4) wmi„ = 0.19 in MAX WELD SIZE (AISC 360-05 J2.2b) wmax = 0.44 in EFFECTIVE THROAT THICKNESS t0 = 0.707 w = 0.22 in CENTROID OF WELD GROUP Xo = E X; A; / E A; = 2.06 in Yo = EY;A1 /EA; = 75 in CENTRODIAL MOMENT OF INERTIA IX = E (b h3/ 12 + A d2) = 261 in4 iy = E (b h3/ 12 + A d2) = 102 in` TOTAL ECCENTRICITY a tote;, p = e + L1 - Xo = 6.7 in e total, F= 0.5 L2 - Yo = 0.0 in ALLOWABLE STRESS (AISC 360-05 J2.4) F„ = 0.6 Ftx / £t = 21.0 ksi DETERMINE SHEAR STRESS § POINTS A, B, C, D Point A: fx= HA, +EMyA /(Ix +iy)= 15.1 ksi fy=- P /Aw -EMxA /Qtly)= -3.8 ksi Point B: fx= F /Aw- EMYB /(I),+iy)= 10.9 ksi fy=- P /Aw- EMxo / (lx +Iy)= -3.8 ksi Point C : fx = F / Aw - ZM yo / (Ix + Iy) = 10.9 ksi fy = -P / Aw + EM xc / (Ix + Iy) = -1.6 ksi PointD: fx= F /Aw +EMyo /(Ix +dy)= 15.1 ksi fy=- P /Aw +EIVIxo /(Ix +Iy)= -1.6 ksi CHECK SHEAR CAPACITY @ POINTS A, B, C, D Point A : f„ = (fx2 + fy2)0-5 = 15.5 ksi < F, = 21.0 ksi [Satisfactory] Point B : f„ = (f3(2 + fy )°.5 = 11.6 ksi < FF, = 21.0 ksi [Satisfactory] Point C : f„ _ (fx2 + f2)°-5 = 11.0 ksi < F„ = 21.0 ksi [Satisfactory] . Point D : f„ = (fx2 + fy) °.5 = 15.2 ksi < F„ = 21.0 ksi [Satisfactory] 26, (c k L-4 _ _ NPROJECT : Segale 2-Story Office Building PAGE : , DESIGN BY : REVIEW.Y • - A Za9= - STRUC°cuxar_ EKCI EE_RS CLIENT : - -- - -- JOB NO DATE Wel tCapacity of Eccentric C:onnection";Based ;oniA1SC :3.60 -05 : ' ... ; _ • • . INPUT DATA & DESIGN SUMMARY THICKER WELD IZEART JOINTED w = 0 375 in ct c p I ,IL'l GRAVITY LOAD, ASD P = 7 kips �'7L- r' Jl ECCENTRICITY TO EDGE e = 0.76 in LATERAL LOAD, ASD F = 177 kips ' S 5ks/ WELD LENGTH, DA L1 = 9.6 in WELD LENGTH, DC L2 = 14.5 in ©K Yo WELD LENGTH, CB L3 = 9.5 in Y e A P F -e- D l� L1 LZ CWP C L3 B THE CONNECTION DESIGN IS ADEQUATE._ ANALYSIS X0 MIN WELD SIZE (AISC 360-05 Tab. J2.4) Wmin = 0.25 in MAX WELD SIZE (AISC 360-05 J2.2b) wmax = 0.56 in EFFECTIVE THROAT THICKNESS to = 0.707 w = 0.27 in CENTROID OF WELD GROUP X0 = E X; A; / E A; = 2.69 in Y0= EY;A; /EA; = 7.25 in CENTRODIAL MOMENT OF INERTIA ix= E (b h3/ 12 + A d2) = 332 in° 1 Iy= E(bh2 /12 +Ad2) = 193 In' TOTAL ECCENTRICITY e total, P = e +11 - X0 = 7.6 in e total, F = 0.5 L2 - Yo = 0.0 in ALLOWABLE STRESS (AISC 360-05 J2.4) F„ = 0.6 F / 0 = 21.0 ksi • DETERMINE SHEAR STRESS @ POINTS A, B, C, D Point A : fx = F / Aw + ZM YA / (Ix + Iy) = 20.7 ksi fy = -P / Aw - EM xA / (Ix + Iy) = -1.5 ksi Point B : fx =F / Aw - EM ya / (Ix + Iy) = 19.2 ksi fy = -P / Aw - EM xe / (Ix + Iy) _ -1.5 ksi Point C: fx = F / Aw - EM yc / (Ix + Iy) = 19.2 ksi fy=- P /Aw +EMxo /(Ix +Iy)= -0.5 ksi Point D: fx= F /Aw +EM Yo / (Ix +ly)= 20.7 ksi fy=- P /Aw +EMxo /(Ix +Iy)= -0.5 ksi CHECK SHEAR CAPACITY @ POINTS A, B, C, D Point A : f„ = (fx2 + fy2)05 = 20.7 ksi < F„ = 21.0 ksi [Satisfactory] Point B : f„ = (fx2 + fy2)0.5 = 19.3 ksi < F„ = 21.0 ksi [Satisfactory] Point C : f„ = (fx2 + fy )05 = 19.2 ksi < F„ = 21.0 ksi [Satisfactory] Point D : f„ = (fx2 + fy2)0.5 = 20.7 ksi < F„ = 21.0 ksi [Satisfactory] '&(4 F-3.2 n G, PROJECT : Segale 2-Story Office Building ENINT • I PAGE : 4 DESIGN BY : .. - REVIEW By fil .'�'= s CLIENT : $ -1 r s wc_ \ r. r+5 -r_ te I = =f�s, 'r - ..... _JOBNO_ - DATE'- Weld iCapacityiofigoldentNciC ti ection 8_asedO AISC160 4:15 •.. INPUT DATA & DESIGN SUMMARY Y e P THICKER PART JOINTED t = 0.626 in WELD SIZE w= 0.3125 in '!r GRAVITY LOAD, ASD P = 25 kips ECCENTRICITY TO EDGE e = 0.76 in LATERAL LOAD, ASD F = 220 kips D L' A WELD LENGTH, DA L1 = 18 in ) 1 F WELD LENGTH, DC 12 = 23 in Y° L2 TCWp WELD LENGTH, CB L3= 18 in L3 B -X C THE CONNECTION DESIGN IS ADEQUATE. 'f I-... X0 ANALYSIS MIN WELD SIZE (AISC 360-05 Tab. J2.4) Wmin = 0.25 in MAX WELD SIZE (AISC 360-05 J2.2b) wmsx = 0.56 in EFFECTIVE THROAT THICKNESS t8 = 0.707 w = 0.22 in CENTROIDOFWELDGROUP X0= EX; A; /EA; = 5.49 in Yo= EY;A; /EA; = 11.5 in CENTRODIAL MOMENT OF INERTIA Ix = E (b h3/ 12 + A d2) = 1276 in4 ly= E(bh3 /12 +Ad2) = 1039 in' TOTAL ECCENTRICITY a mom;, p = e + L1 - X° = 13.3 in e total, F = 0.5 L2 - Y° = 0.0 in ALLOWABLE STRESS (AISC 360-05 J2.4) F„ = 0.6 FExx / S2 = 21.0 ksi DETERMINE SHEAR STRESS @ POINTS A, B, C, D Point A : fx = F / Aw + EM yA / (lx + ly) = 18.5 ksi fy = -P / Aw - EM xA / (lx + ly) = -3.7 ksi Point B: fx= F /A,„,- EMyB / (lx +ly)= 15.2 ksi fy=- P /Aw- EMxB /(Ix +Iy)= -3.7 ksi Point C : fx = F / Aw - EM yc / (Ix + ly) = 15.2 ksi fy = -P / Aw + EM xc / (Ix + ly) _ -1.1 ksi Point D : fx = F / Aw + EM yo / (Ix + Iy) = 18.5 ksi fy = -P / Aw + EM xo / (lx + Iy) _ -1.1 ksi CHECK SHEAR CAPACITY @ POINTS A, B, C, D Point A : f" = (f 2 + fy2)o5 = 18.9 ksi < F„ = 21.0 ksi [Satisfactory] Point B : f„ = (fx2 + fy2) °3 = 15.7 ksi < F„ = 21.0 ksi [Satisfactory] Point C : f„ = (fx2 + fy2)° 5 = 15.3 ksi < F„ = 21.0 ksi [Satisfactory] Point D : f„ = (1x2 + fy2)o.3 = 18.6 ksi < Fv = 21.0 ksi [Satisfactory] I4-eU4 tti z6 (e) ther,/ l- kw nion,g C, DI7, 2_i tee EN ‘: PROJECT : Segale 2-Story Office Building PAGE : �4 _ DESIGN BY : , _ .. - ._ _ ._.._ -- REVIEW BY: ^.� ksi_ _. STRUCTURAL. rcx.al. I i:GIKP_I RS CLIENT : - JOB. No _ - Weld; CapacitSi0 •EccentiieConilealOW;Ba onAIS.C460 -05 . INPUT DATA & DESIGN SUMMARY THICKER PART JOINTED t = 0.625 in WELD SIZE w= 0.3128 in GRAVITY LOAD, ASD P = 3 kips ECCENTRICITY TO EDGE e = 0.78 in LATERAL LOAD, ASD F = 230 kips WELD LENGTH, DA L1 = 18 in WELD LENGTH, DC 12 = 22 in Yo WELD LENGTH, CB L3 = 16 in Y e P F �- ► D L' CWP LZ C L3 B t X THE CONNECTION DESIGN IS ADEQUATE. I_ ANALYSIS _I Xo MIN WELD SIZE (AISC 360-05 Tab. J2.4) MAX WELD SIZE (AISC 360-05 J2.2b) Wmin = 0.25 in wmax = 0.56 in EFFECTIVE THROAT THICKNESS to = 0.707 w = 0.22 in CENTROID OF WELD GROUP X0 = E X; A; / E Ai = 4.74 In Y0= EY;Ai /EA; = 11 in CENTRODIAL MOMENT OF INERTIA Ix = E (b h31 12 + A d2) = 1052 in4 ly= E(bh3112 +Ad2) = 746 in` TOTAL ECCENTRICITY a total, P = e + L1 - X0 = 12.0 in e total, F= 0.5L2 -YO = 0.0 in ALLOWABLE STRESS (AISC 360-05 J2.4) F„ = 0.6 F / S2 = 21.0 ksi DETERMINE SHEAR STRESS § POINTS A, B, C, D PointA: fx= F /Aw +EMYA /(Ix+Iy)= 19.5 ksi fy=- P /Aw- EMxA /(Ix +Iy)= -0.5 ksi Point B : fX = F / Aw - EM yB / (Ix + ly) = 19.1 ksi fy = -P / Aw - EM xB / (Ix + ly) = -0.5 ksi PointC: fx= F /Aw- EMyc/(lx +Iy)= 19.1 ksi fy=- P /Aw +EMxc /(Ix +Iy)= -0.2 ksi PointD: fx= F /Aw +EMyo /(Ix +Iy)= 19.5 ksi fy=- P /Aw +EMxo /(Ix +ly)= -0.2ksi CHECK SHEAR CAPACITY @ POINTS A, B, C, D Point A : f„ = (fx2 + fy2)0.5 = 19.5 ksi < F, = 21.0 ksi [Satisfactory] Point B : f„ = (fx2 + f y )0 5 = 19.1 ksi < F, = 21.0 ksi [Satisfactory] Point C : f„ = (f 2 + fy )0.5 = 19.1 ksi < F„ = 21.0 ksi [Satisfactory] Point D : f„ = (fx2 + fy2)0.5 = 19.5 ksi < F„ = 21.0 ksi [Satisfactory] ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful lnp = ) Job number : Job name : Segale 2-Story Office Building SHEET /4-OF G7 REV. 1: 4/6/07 REV. 2: 9/29/09 RFV i /1 nit n SEISMIC ievfied C(e , IBC 2006 Section 1613.1 / ASCE 7 -05 Section 12.8 Equivalent Lateral Force Procedure - Building design base shear All references below are to ASCE 7 -05 (U.N.O.) Input Basic Seismic- Force - Resisting System = Basic Seismic - Force- Resisting System = Is this considered a Building Structure ? Is Diaphragm considered Flexible? hn = Ss = S1 = TL = Site Class (soil) = Occupancy Category = Top of wall elevation (parapet) = Elevation of top of wall lateral support (max.) = Elevation of top of wall lateral support (min.) = Regular Structure < 5 Stories? Al Special reinforced concrete shear walls BWS Y Y 30.00 ft. 1.429 0.489 33.70 ft. 31.00 ft. 31.00 ft. YES Output Site Coefficient Fa = 0.900 Site Coefficient Fv = 2.400 Sms = 1.286 Sm1 = 1.174 Sds = 0.857 Sd1 = 0.783 Seismic Design Category (SDC) = D To = 0.183 Ts = 0.914 Ct = 0.02 Period = T = 0.256 Sa = 0257 R= 5 Qo= 2 Cd = 5 IE= 1 Detailing Reference Section = 14.2 Cs calc. = Cs max. = Cs min. = Cs use = Vu design = ---I> V design = Ev = = Bearing Wall System Section 15.1.1 - for Nonbuilding Structure definition. Section 12.3.1 height to top level in main portion of structure (abv.base) Section 11.3 Spectral response acceleration at 0.2 seconds for Site Class B. Spectral response acceleration at 1.0 seconds for Site Class B. Long - period transition period Figure 22 -15 thni 22 -20 Section 20.1 Soil properties "D" is default unless the Geotech data orBuilding Table 1 -1 page 3 Official thinks it is Site Class "E "or "F ". roof high point (minimum parapet) roof low point (maximum parapet) Section 12.8.1.3 W = Building weight (# or kips) Table 11.4 -1 Table 11.4 -2 Sms = FaSs Section 11.4.3 (Eq. 11.4-1) Sm1 = FvS1 Section 11.4.3 (Eq. 11.4 -2) Sds = 2I3Sms Section 11.4.4 (Eq. 11.4-3) Sd1 = 213Sm1 Section 11.4.4 (Eq. 11.4 -4) Section 11.6 & Tables 11.6 -1 & 11.6 -2 0.2Sd1 /Sds Section 11.4.5 Sd1 /Sds Section 11.4.5 Section 12.8.2.1 Table 12.8 -2 Table 12.8 -1 seconds - Section12.8.2.1 . (Eq_ 12.8 -7) Cu = 1.4 Section 11.4.5 (Eq. 11.4-5)or (Eq.11.4 -6)or (Eq. 11.4 -7) Table 12.2 -1 Response Modification Coefficient (reduces forces to USD) System Overstrength Factor modified for flexible diaphragm Deflection Amplification Factor for use in Sections 12.8.6, 12.8.7 & 12.9.2 Occupancy Importance Factor - Table 11.5 -1 0.171 Section 12.8.1.1 (Eq. 12.8 -2) 0.612 Section 12.8.1.1 (Eq. 12.8 -3 & Eq. 12.8 -4) 0.010 Section 12.8.1.1 (Eq. 12.8 -5 & Eq. 12.8 -6) 0.171 Section 12.8.1.1 (Eq. 12.8 -2 thru Eq. 12.8 -6) 0.171 *W At strength level USD (Eq. 12.8 -1) 0.120 *W Working (0.7 *E ) ASD 0.171 *D = +/-.2 Sds D (Eq. 12.44) - May be Zero for proportioning foundations. Diaphragms wp = The weight tributary to the diaphragm at that level Fpu calc. = 0.171 Fpu min.= 0.171 Fpu max.= 0.343 Fpu design = 0A71 Fp design = 0.120 *wp (Eqs. 12.8 -2 thru 12.8 -6 above) *wp (min. Section 12.10.1.1) *wp (max. Section 12.10.1.1) *wp USD *wp ASD (0.7 *USD) 3/11/2010 EQ. ASCE7- 05Seismic.xls EN •� i* * WSTRUCTURAL ENGINEERS Ineers Northwest Inc., P.S. FILE C .i.:r PY Pmrrvollt SEGALE PROPERTIES Tukwila, WA STRUCTURAL CALCULATIONS FOR TWO -STORY OFFICE BUILDING tlOOL1Li February 11, 2010 NW Project No. 07- 080000 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION RECEIVED FEB 16 2010 PERMIT CENTER • • 6869 Woodlawn Avenue NE . Seattle, WA 98115 . 206.525.7560 . fax 206.522.6698 www.enwseattle.com • • LAW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL Et 6869 WOODLA WN AVE. N. G, 6205, SEATTLE, WA 98115 (206) 5 EENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT j A 4 1t J 1 o f 4- "" $4- / / DATE Vea4'. �/ SHEET ji '2. OF / SUBJECT /f' V V BY DL t • 1,5 ef , rod:- 54 "t " 164 • lc jp-r!ft -� 1, n t 2, 014 q%litic + 2,S ri4 v,4e J1 : . - wj 1.2c(4•6) r /5056 4618 1(110 A) J3 : r It 33'}. u: 4,37(40 - 25'3/058 --_____ (m) / . a) % 12 '� w t ''256/lctf, J4 I z ./ 71-1. Got &644J 1240/ 6 S0 S bi 3 <4AI 1: 221! Uv= x,25(40) C 2cre /t96 114.0_ er Wier �;' w ` a'(44 c 2 4050 lack,) 'Zito ,25Cli jAerr) -t' , 2q(io) r �, 4 bt Pi 5l'; t g.1(30j 404 . 64(5'6 4,4' OA (4 23,g 294, ' w 7; /i , 26 36 2� P - Pat < C,gi /Olv 4371M ow Ilk frp . ( ENWENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT 54tei bit. 41 7 LATE `� SHEET `� � OF SUBJECT //441/ BY PROJECT # r �4 X39) r 0144,-o-s 097, 1 if t 'kir 9,5' 151,7. IV 24.2 14-; 1 )#6,9 464' 22.1 P 4 -c67-1 ; g yP v fi,S to IA X4,2 ip,I `361 t 6, tc0c)40 t- 6, 15(90) r g. . -4 (PC, /Sic /rc 1 4tvtie) pz Az510J4)645(0) • o ENW ENGINEERS NORTHWEST, INC., P.S. ^ STRUCTURAL ENGINEERS PROJECT 11 SUBJECT 6869 WOOOLp WN AVE. N. E., 0205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 PROJECT 4ega' DATE r (. AJ SHEET I I 9-OF BY ___ S D to-do Ar41 lint* ; k1 ✓pJ 'fig yr. . ;' haw off-A4 y Imes T -10N tr :.1 0 kie t, 0 $ (ceai�o 4r.5t. IO) grit 7.2 VL ft / h/ 4e : 94/o0 ftke mi ore ►i- fh)ryI y9r4 l Vt 24kt rof v -314-1` far t +tif-6 40-4* 04. - e vettuts $411 ENWENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT ' lac DATE SUBJECT Iral b e Ov�►S T rib; • `J SHEET 1 / 5 OF J BY /14 4ppt' 'Iiln4ra b,f , 0,0 .14-50) iY ot] --� [L.13) + 1,75E] L,a 6 t.19 - ,1oC5p5 D t H* F f ,q4/ 5.524E +,771. -'►7 S'I [l1lD 1,31E+,14 ,7951 " gets,) (A-4CE 7.05) 12, 4, 3,1' 7(z..c = ()7 to-4 bAi4. 15209 Coo , 62 P �Ca) = , t7 On, 34,C c,55 D 30625) T , 411, E =65' k r 1, 4146) iwtX befit/. ' T brws br 6f/t5 4' 6. r ,i5 d� 6(2) 1; 4r, . '14924x 76 54,07k-/ .� t w24x G 6�k w77 5b " / we 4I—fq Company : Engineers Northwest Designer : T Job Number : Basic Load Cases D -1 re-tor/in/ W24,z 76 Feb 21, 2008 1:20 PM Ge Checked By: Point a (Me... Surface (... 1 BLU Description D t,ategory None A vravny 1 vIavny '- .,..,,..y - - 1 1 1 0 2 S None NC 1 1 1 2 1 0 1 3 E None 1 0 1 1 1 NC 1 2 Load Combinations Factor BLC Factor Description boive ru... SR... DL .' rdl LUl oLL, ral•Wl 1,1., 8 a,,.,,. .,�......,..,. oel 1 . -- -- • - - -• - - - 1 0 1 0 1 D-+S Yes NC 1 1 1 2 1 0 1 0 1 0 1 0 1 NC 1 NC 1 2 1.13D +1.75E Yes max 0 1 1.13 3 1.75 1 0 1 1584.542 2 NC 1 4 min -.016 3 1.1D +1.31E... Yes 0 1 1 1.1 3 1.31 2 .75 5 3 max 0 1 -.367 2 0 1 Member Distributed Loads BLC 1 : D 1 Member Label M1 Direction Start Magnitude[k/ft,... End Magnitude[k /ft,d... Start Location[ft % Y -.62 -.62 0 1 End Location[ft % 1 0 Member Distributed Loads (BLC 2 : S) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k /ft,d... 1 1 1 M1 1 Y 1 -.87 -.87 1 0 Start Location[ft,%] End Location[ft,%] •oint Loads and Enforced Displacements (BLC 3 : E) Joint Label N2 111 L,D,M L 1 0 Direction Magnitude[k,k -ft in,rad k's ^2/ft] X -58 Member Point Loads Member Label Direction Magnitude[k,k -ft] Location[ft,%I No-Data to Print ... Member Primary Data 1 Label I Joint J Joint K Joint Rotate(deg) Section/Shape Design List 1 M1 Ni J N2 Type Material Design Rules HR1A )Wide Flange Beam IA572Grad...1 Typical Envelope Member Section Deflections atio lc . (n) Uz Ratio lc 1 rvtemoer M1 oel 1 . max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.261 2 0 1 0 1 1584.542 2 NC 1 4 min -.016 2 -.556 1 0 1 0 1 745.054 1 NC 1 5 3 max 0 1 -.367 2 0 1 0 1 1128.986 2 NC 1 6 min -.032 2 -.78 1 0 1 0 1 530.851 1 NC 1 7 4 max 0 1 -.261 2 0 1 0 1 1584.542 2 NC 1 8 min -.049 2 -.556 1 0 1 0 1 745.054 1 NC 1 1 9 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min -.065 2 0 1 0 1 0 1 NC 1 NC 1 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4RDS1.r3d] Page 3 Company : Engineers Northwest Designer : Ted M Job Number : PS -1 1,644 Feb 21, 2008 L7 1:20 PM Checked By: Envelope Member Section Forces ft] Ic y -y Momen.._ Ic z -z Momen... Ic 1 Memoer M1 oec 1 max 101.5 2 25.702 1 0 1 0 1 0 1 0 1 2 1 2 min 0 1 12.085 2 0 1 0 1 0 1 0 1 3 1 2 max 101.5 2 12.851 1 0 1 0 1 0 1 - 78.177 2 4 2 0 min 0 1 6.043 2 0 1 0 1 0 1- 166.263 1 5 2- 3 max 101.5 2 0 1 0 1 0 1 0 1- 104.236 2 6 1 15.151 min 0 1 0 1 0 1 0 1 0 1- 221.684 1 7 1 4 max 101.5 2 -6.043 2 0 1 0 1 0 1 - 78.177 2 8 2 -.574 min 0 1 - 12.851 1 0 1 0 1 0 1- 166.263 1 9 min 5 max 101.5 2- 12.085 2 0 1 0 1 0 1 0 1 10 5 min 0 1 - 25.702 1 0 1 0 1 0 1 0 1 Envelope Member Section Stresses Ic z Shear[ - Bot[ks7 Ic z- Top[ksil Ic z- Botfksi] Ic 1 memoer M1 oec 1 max rvuagnoq 4.531 IV 2 i vCar... 2.442 1 0 1 - MP` -•L 0 •_ 1 0 1 0 1 0 1 2 min 0 1 1.148 2 0 1 0 1 0 1 0 1 0 1 3 2 max 4.531 2 1.221 1 0 1 11.363 1 -5.343 2 0 1 0 1 4 min 0 1 .574 2 0 1 5.343 2- 11.363 1 0 1 0 1 5 3 max 4.531 2 0 1 0 1 15.151 1 -7.124 2 0 1 0 1 6 min 0 1 0 1 0 1 7.124 2- 15.151 1 0 1 0 1 7 4 max 4.531 2 -.574 2 0 1 11.363 1 -5,343 2 0 1 0 1 8 min 0 1 -1.221 1 0 1 5.343 2- 11.363 1 0 1 0 1 09 5 max 4.531 2 -1.148 2 0 1 0 1 0 1 0 1 0 1 10 min 0 1 -2.442 1 0 1 0 , 1 0 1 0 1 0 1 Hot Rolled Steel Section Sets 1 Label Shape Design List Type HR1A 1 VV24X76 I Wide Flange Beam Material Design Rules A [in2] I Typical 1 22.4 1 82.5 A572Grade50 yy f in4] Izz [in4] J [in4] 2100 1 2.68 Envelope ASD Steel Code Checks Member Shape Code C... Loc[ftl Ic Shear C... Loc[ft] Dir Ic Fa [ksi] Ft fksil Fb y -y [... Fb z -z f... Cb Cmy Cmz ASD Eqn H1 -1 1 W24X761 .540 117.2513 .122 1 0 I y 1 119.3781 30 1 37.5 33 11 1 .6 1.85 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4RDS1.r3d] Page 4 Company : Engineers Northwest Designer : Ted M Job Number : D� - 3/ •re-e. d?rt► 6 Basic Load Cases BLC Description 1 2 D 3 S (4224.€ g4 Feb 21, 2008 ��yy 1:35 PM %rb Checked By: Category E None None X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (_.. 1 1 None 1 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 1 2 3 D +S 1.13D +1.75E 1.1 D +1.31 E... Yes Yes 1 1 2 1 1.13 3 1.75 Yes 1 1.1 3 1.31 2 .75 Member Distributed Loads (BLC 1 : D) Member Label Direction Start Magnitude[k /ft,... End Magnitude[k/ft,d... Start Location[ft , %] End Location[ft , %] 1 I M1 1 Y Member Distributed Loads (BLC 2 : S) Member Label Direction Start Magnitude[k/ft ,... End Magnitude[klft,d... Start Location[ft, %] End LocaOtion[ft, %l -.55 -.55 ! 0 0 1 1 M1 Y 1 -.75 -.75 0 •oint Loads and Enforced Displacements (BLC 3 : E) Joint Label N2 I Member Point Loads Member Label L,D,M I- I Direction Magnitude[k,k -ft in,rad k's ^2/ft1 X I -65 Direction Magnitude[k,k-ft] Location[ft, %] No Data to Print ... Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section /Shape Design List 1 J M1 � N1 J N2 Envelope Member Section Deflections HR1A 1VVide Flange Type Material Design Rules Beam IA572Grad... Typical • Member Sec x [in] Ic y [in] Ic z [in] Ic x Rotate Ir... Ic n) uy Katio is n) uz rtauu w 1 M1 1 max 0 1 0 1 0 1 0 1 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.39 2 0 1 0 1 1246.103 2 NC 1 4 min -.019 2 -.816 1 0 1 0 1 595.733 1 NC 1 5 3 max 0 1 -.547 2 0 1 0 1 887.849 2 NC 1 6 min -.039 2 -1.145 1 0 1 0 1 424.46 1 NC 1 7 4 max 0 1 -.39 2 0 1 0 1 1246.103 2 NC 1 8 min -.058 2 -.816 1 0 1 0 1 595.733 1 NC 1 g 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min -.077 2 0 1 0 1 0 1 NC 1 NC 1 RISA -3D Version 5.0d [C: \RISA- 3d \Sega[e4RDS3.r3d] Page 5 Company : Engineers Northwest Designer : Ted M Job Number : Feb 21, 2008 { 1:35 PM If 7 Checked By: 411 Envelope Member Section Forces y Shear[kl z Shen rtk1 Toraue[k -ftl v -y Momen... Ic z -z Momen... lc 1 IVIM1 cI v y 1 max 113.75 2 26.325 1 0 1 0 1 0 1 0 1 2 1 2 min 0 1 12.585 2 0 1 0 1 0 1 0 1 3 1 2 max 113.75 2 13.163 1 0 1 0 1 0 1 -95.57 2 4 2 0 min 0 1 6.293 2 0 1 0 1 0 1- 199.905 1 5 2- 3 max 113.75 2 0 1 0 1 0 1 0 1- 127.427 2 6 1 16.262 min 0 1 0 1 0 1 0 1 0 1- 266.541 1 7 1 4 max 113.75 2 -6.293 2 0 1 0 1 0 1 -95.57 2 8 2 -.556 min 0 1 - 13.162 1 0 1 0 1 0 1- 199.905 1 9 min 5 max 113.75 2- 12.585 2 0 1 0 1 0 1 0 1 10 5 min 0 1 - 26.325 1 0 1 0 1 0 1 0 1 Envelope Member Section Stresses Sec Top[ksil Ic v- Bottksil Ic z- Toplksil lc z- Bot[ksil Ic 1 IVIGI"LOGI M 1 1 max �.«q.w., 4.605 ... 2 ... ...... ,.._ 2.324 ._ 1 _..__. ... 0 ._ 1 0 1 0 1 0 1 0 1 2 min 0 1 1.111 2 0 1 0 1 0 1 0 1 0 1 3 2 max 4.605 2 1.162 1 0 1 12.197 1 -5.831 2 0 1 0 1 4 min 0 1 .556 2 0 1 5.831 2- 12.197 1 0 1 0 1 5 3 max 4.605 2 0 1 0 1 16.262 1 -7.775 2 0 1 0 1 6 min 0 1 0 1 0 1 7.775 2- 16.262 1 0 1 0 1 7 4 max 4.605 2 -.556 2 0 1 12.197 1 -5.831 2 0 1 0 1 8 min 0 1 -1.162 1 0 1 5.831 2- 12.197 1 0 1 0 1 9 5 max 4.605 2 -1.111 2 0 1 0 1 0 1 0 1 0 1 10 min 0 1 -2.324 1 0 1 0 1 0 1 0 1 0 1 Hot Rolled Steel Section Sets 1 Label Shape Design List Type HR1A 1 W24X84 I Wide Flange 1 Beam IA572Grade50 Material Design Rules A [in2] Typical 1 24.7 Envelope ASD Steel Code Checks 1 YY [in4] Izz [in41 94.4 [ 2370 J [in4] 3.7 Member Shape Code C... Loc[ft] lc Shear C... Loc[ft Dir Ic Fa [ksi] Ft [ksi] Fb y -y [... Fb z -z [... Cb Cmy Cmz ASD Eqn .116 1 0 1 y 11 19.659 30 1 37.5 1 33 1 1 1 .6 M1 W24X84 .574 20.25 3 .85 H1 -1 RISA -3D Version 5.0d [C: \RISA- 3d1Segale4RDS3.r3d] Page 6 Company : Engineers Northwest Designer : Ted M Job Number : • Basic Load Cases dl o '7 1'04"et '4 6n4 tote 4.0 ,! Feb 21, 2008 t, t49 1:51 PM Checked By: Cate ory t Distributed Area (Me... Surface (. 1 u�., vaovni-man D g None .. .........� _.-.. _ _. __ _� _ 1 1 1 0 2 S None NC 1 2 1 0 1 3 E None 1 0 1 1 1 NC 1 3 Load Combinations 1 Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor D +S Yes 1 1 2 2 1.13D +1.75E Yes 1 1.13 3 1.75 3 Yes 1 1.1 3 1.31 2 .75 Member Distributed Loads (BLC 1 : D) Member Label 1 1 M1 Direction Start Ma.nitude k/ft ... End Magnitude klft d... Start Location[ft, %] End Location[ft, %J -.15 -.15 0 1 0 Y Member Distributed Loads (BLC 2 : S) 1 Member Label Direction Start Magnitude[k/ t,... End Magnitude[k /ft,d... Start Location[ft, %] End Location[ft, %] -.15 1 -.15 1 0 M1 Y 0 .Ioint Loads and Enforced Displacements (BLC 3 : E) Joint Label L,D,M Direction j 1 � N2 L 1 X Member Point Loads Magnitude[k,k -ft in,rad k *s "2/ft] -31 Member Label Direction Magnitude[k,k -ft] No Data to Print ... Location[ft, %] Member Primary Data Label - I Joint M1 K Joint Rotate de. Section /Shape Design List T e Material Design Rules HR1A Wide Flange Beam A572Grad...';! Envelope Member Section Deflections Sec Ic x Rotate [r... Ic (n) Uy Ratio Ic (n) Uz Ratio lc 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.392 2 0 1 0 1 1224.655 2 NC 1 4 min -.019 2 -.694 1 0 1 0 1 691.93 1 NC 1 5 3 max 0 1 -.55 2 0 1 0 1 872.566 2 NC 1 6 min -.038 2 -.974 1 0 1 0 1 493 1 NC 1 7 4 max 0 1 -.392 2 0 1 0 1 1224.655 2 NC 1 8 min -.057 2 -.694 1 0 1 0 1 691.93 1 NC 1 9 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min -.076 2 0 1 0 1 0 1 NC 1 NC 1 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4RDS7.r3d] Page 7 • Company : Engineers Northwest Designer : Ted M Job Number : Di 5 ) ro #F Feb 21, 2008 1, 1.1 1:51 PM Checked By: Envelope Member Section Forces Member 1 M1 1 max 54.25 2 •-•..,...1.1 6 .. 1 G AJIICa1inj 0 Ic 1 lorguellc -ni 0 is 1 y- y'women.. 0 Ic 1 z -z Momen... 0 Ic 1 2 0 1 min 0 1 3.39 2 0 1 0 1 0 1 0 1 3 0 2 max 54.25 2 3 1 0 1 0 1 0 1 - 25.425 2 4 -4.462 2 min 0 1 1.695 2 0 1 0 1 0 1 -45 1 5 4.462 3 max 54.25 2 0 1 0 1 0 1 0 1 -33.9 2 6 0 1 min 0 1 0 1 0 1 0 1 0 1 -60 1 7 0 4 max 54.25 2 -1.695 2 0 1 0 1 0 1 - 25.425 2 8 4.597 2 min 0 1 -3 1 0 1 0 1 0 1 -45 1 9 5 max 54.25 2 -3.39 2 0 1 0 1 0 1 0 1 10 9 min 0 1 -6 1 0 1 0 1 0 1 0 1 Envelope Member Section Stresses Member • 1 M1 1 max - -"'."_'., 4.597 .- 2 , " """'t •• 1.064 ," 1 vricall... 1 0 iu 1 y- 1uplKSIt 0 IC 1 y- bO[IKSIJ 0 Ic 1 z- Ioplksj] 0 Ic 1 z-Bot[ksil lc 0 1 2 min 0 1 .601 2 0 1 0 1 0 1 0 1 0 1 3 2 max 4.597 2 .532 1 0 1 7.897 1 -4.462 2 0 1 0 1 4 min 0 1 .301 2 0 1 4.462 2 -7.897 1 0 1 0 1 5 3 max 4.597 2 0 1 0 1 10.529 1 -5.949 2 0 1 0 1 6 min 0 1 0 1 0 1 5.949 2- 10.529 1 0 1 0 1 7 4 max 4.597 2 -.301 2 0 1 7.897 1 -4.462 2 0 1 0 1 8 min 0 1 -.532 1 0 1 4.462 2 -7.897 1 0 1 0 1 9 5 max 4.597 2 -.601 2 0 1 0 1 0 1 0 1 0 1 10 min 0 1 -1.064 1 0 1 0 1 0 1 0 1 0 1 Hot Rolled Steel Section Sets Label 1 1 HR1A Shape Design List Type W18X40 Wide Flange Beam Material Design Rules A [in2] A572Grade50 Envelope ASD Steel Code Checks Typical 11.8 Iyy [in4] Izz [in4] 19.1 1 612 J [in4] .81 Member Shape Code C... Loc ft lc Shear C... Loc ft Dir Ic Fa ksi Ft ksi Fb - ... Fb z -z Cb Cm Cmz ASD E n 1 M1 W18X40 .575 20 3 .053 0 y 1 11.65730 37.5 33 .6 .85 H1-1 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4RDS7.r3d] Page 8 ENWENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS PROJECT # SUBJECT PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 bps DHI r�SD r rl5S y PW VW'V 1�V a- 9. i7% fi-' r tEj'L7k e1,4190 (t 6.0 4; D. PfYieNc r (.1)‘; 6A1/6' ,-(2 0 ) ta¢tai , c 2,4' C ' ASG6,. 6 r _4 � n .: _� f 6 , 7 ) 9� 1 ��, 7/o� 62, 4, 3, zJ r. P�er�� , 65 (0) s 4,ok '(ice,) '--r, 4,Z cd) ' 764' t36kf; 47 .1 I Z C ,592 —t kiAr ! II/ 'D - - F DATE SHEET 1..1 2 OF BY /14447 teat& ' a*, j er4f. a, ketri f, *tog 4, eems _ ' ' 4,e 00 C 2. 3 k 44-Ax vevx. .. odei twit. 41irett hi JtiGr- *x1,1 6ei n rib -7 UPr +. 1 *-I1s no Jrts, 4,2,41 bktome " wnet. tt�6' , = 1,s -C 6- ,(4 -60. (61x 12,5)(14P4$) r 0,� �t T = C�� - , 467(1. j] dvwioQ '4'410,1) to l2 Cd,3) � , ( �( 05� C7� 1)(6x ,)25r0$ = 04I I ' 604 mi. ,,,s t ftd 4„‘ jP/t P, r, I , k �- t w►1 f, its W4- 4 pwIig6 c(G4tts Company : Engineers Northwest Feb 21, 2008 Designer : Ted M 2:14 PM Leis �i -T J tuff &. Checked By: Job Number : r� �n wii 7 Basic Load Cases t Distributed Area. (Me_.._ Surface 1 D None max 0 1 0 1 1 1 0 2 S None NC 1 2 1 0 1 3 E None 1 0 1 1 1 NC 1 3 Load Combinations 1 Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor D +S Yes 1 2 1 2 1.13D +1.75E Yes 1 1.13 3 1.75 3 1.1 D +1.31 E... Yes 1 1.1 3 1.31 2 .75 Member Distributed Loads (BLC 1 : D) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,d... 1 M1. Y -.15 -.15 Member Distributed Loads (BLC 2 : S) Start Location[ft, %1 End Location[ftt, %] 0 0 Member Label Direction Start Mapnitude[k/ft, ... End Magnitude[k/ft d... 1 1 M1 1 Y -.15 1 -.15 Start Locationrft, %1 0 0 End Location[ft, %1 .Joint Loads and Enforced Displacements (BLC 3 : E) Joint Label L,D,M Direction Magnitude[k,k -ft in,rad k *s "21st} N2 ( L X 4 -102 Member Point Loads Member Label Direction Magnitudelk,k -ft] Locationlft,%1 Igo Data to Print ... Member Primary Data Label !Joint J Joint K Joint Rotate d M1 N1 N2 Section/Sh e Desi n List Type Material Desi n Rules HR1A Wide Flange( Beard A572Grad... Typical Envelope Member Section Deflections z [inl Ic x Rotate [r... lc (n) Uv Ratio Ic (n) Uz Ratio lc 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.065 2 0 1 0 1 5549.633 2 NC 1 4 min -.033 2 -.115 1 0 1 0 1 3135.543 1 NC 1 5 3 max 0 1 -.091 2 0 1 0 1 3954.113 2 NC 1 6 min -.066 2 -.161 1 0 1 0 1 2234.074 1 NC 1 7 4 max 0 1 -.065 2 0 1 0 1 5549.633 2 NC 1 8 min -.1 2 -.115 1 0 1 0 1 3135.543 1 NC 1 r 9 5. max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min -.133 2 0 1 0 1• 0 1 NC 1 NC 1 RISA-3D Version 5.0d [C: \RISA- 3dtSega[e4RDS1-0.r3d1 Paget 1 Company : Engineers Northwest Designer : Ted M Job Number : W-149) t-elifif Feb 21, 2008 2:14 PM Checked By: Envelope Member Section Forces Ic Ic Tor uue[k -ft]- Ic v -v. Momen... Ic z- z_Momen.._. Ic 1 M1 1 max 178.5 2 4.5 1 0 1 0 1 0 1 0 1 2 1 2 min 0 1 2.542 2 0 1 0 1 0 1 0 1 3 1 2 max 178.5 2 2.25 1 0 1 0 1 0 1 - 14.302 2 4 2 0 min 0 1 1.271 2 0 1 0 1 0 1 - 25.312 1 5 2 3 max 178.5 2 0 1 0 1 0 1 0 1 - 19.069 2 6 1 3.645 min 0 1 0 1 0 1 0 1 0 1 -33.75 1 7 1 4 max 178.5 2 -1.271 2 0 1 0 1 0 1 - 14.302 2 8 2 -.149 min 0 1 -2.25 1 0 1 0 1 0 1 - 25.313 1 9 min 5 max 178.5 2 -2.543 2 0 1 0 1 0 1 0 1 10 5 min 0 1 -4.5 1 0 1 0 1 0 1 0 1 Envelope Member Section Stresses ember Sec Axial[ksi] Ic v Shears... Ic z ShearE... Ic v- To p[ksii Ic v- Bot{ksi] Ic z- To p[ksi} Ic z- Bot]ksi] Ic 1 M1 1 max 10.689 2 .528 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 .298 2 0 1 0 1 0 1 0 1 0 1 3 2 max 10.689 2 .264 1 0 1 2.734 1 -1.545 2 0 1 0 1 4 min 0 1 .149 2 0 1 1.545 2 -2.734 1 0 1 0 1 5 3 max 10.689 2 0 1 0 1 3.645 1 -2.059 2 0 1 0 1 6 min 0 1 0 1 0 1 2.059 2 -3.645 1 0 1 0 1 7 4 max 10.689 2 -.149 2 0 1 2.734 1 -1.545 2 0 1 0 1 8 min 0 1 -.264 1 0 1 1.545 2 -2.734 1 0 1 0 1 9 5 max 10.689 2 -.298 2 0 .1 0 1 0 1 0 1 0 1 10 min 0 1 -.528 1 0 1 0 1 0 1 0 1 0 1 Hot Rolled Steel Section Sets 1 Label Shape Design List HR1A 1 W21X57 Type Material Design Rules A [in2] Iyy [in4] Izz [in4] J FM] Wide Flange Beam A572Grade50I Typical 16.7 30.6 1170 I 1.77 Envelope ASD Steel Code Checks 1 Member Shape Code C... Loc[ft] Ic Shear C... Loc[ft] Dir k: Fa [ksiL Ft Iksil Fb y -y l... Fb z -z [... Cb Cmy Cmz ASD Eqn M1 1W21X571 .688 1 15 121 .026 1 0 1 y I 1 117.2271 30 1 37.5 1 30 11 .6 1.85 1 H1 -1 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4RDS10.r3d] Page 12 Company : Engineers Northwest Designer : Ted M Job Number : Basic Load Cases D5-11,f4 44 "24,eI&t Feb 21, 2008 2:04 PM 1 I Checked By: BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 D None 1 2 S None 1 3 E None 1 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 D +S Yes 1 1 2 2 1.13D +1.75E Yes 1 1.13 3 1.1 D +1.31 E... Yes 1 1.1 L3 3 1.75 1.31 2 .75 Member Distributed Loads (BLC 1 : D) Member Label 1 1 M1 Direction Start Magnitude[k/ft,... End Magnitude[k /ft,d... Start Location[ft, %] End Location[ft. %] Y -.15 J -.15 1 0 0 J Member Distributed Loads (BLC 2 : S) 1 Member Label Direction Start Mapnitude[k/ft,... End Magnitude[k /ft,d... Start Location[ft,%1 -.15 1 0 M1 Y -.15 End Location[ft,%1 0 Joint Loads and Enforced Displacements (BLC 3 : E) L,D,M Joint Label 1 N2 L Direction Magnitude[k,k -ft in,rad k`s ^2/ft] X -127 Member Point Loads Member Label Direction Magnitude[k,k-ftl Location[ft,%1 No Data to Print ... Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Design List Type Material Design Rules M1 J N1 J N2 J ! J HR1A JWide Flanpel Beam JA572Grad...1 Typical 1 Envelope Member Section Deflections Member Sec x in Ic y [in Ic z in lc x Rotate 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.067 2 0 1 0 1 5782.608 2 NC 1 4 min -.041 2 -.119 1 0 1 0 1 3267.174 1 NC 1 5 3 max 0 1 -.095 2 0 1 0 1 4120.108 2 NC 1 6 min -.082 2 -.168 1 0 1 0 1 2327.861 1 NC 1 7 4 max 0 1 -.067 2 0 1 0 1 5782.608 2 NC 1 8 min -.123 2 -.119 1 0 1 0 1 3267.174 1 NC 1 9 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min -.164 2 0 1 0 1 0 1 NC 1 NC 1 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4RDS11.r3d] Page 9 Company : Engineers Northwest Designer : Ted M Job Number : Envelope Member Section Forces 1)41-14 rerr Feb 21, 2008 2:04 PM Checked By: l•l� Member Sec Axial 1 M1 1 max 222.25 2 4.875 1 0 1 0 1 0 1 0 1 2 1 2 min 0 1 2.754 2 0 1 0 1 0 1 0 1 3 1 2 max 222.25 2 2.438 1 0 1 0 1 0 1 - 16.784 2 4 2 0 min 0 1 1.377 2 0 1 0 1 0 1 - 29.707 1 5 2 3 max 222.25 2 0 1 0 1 0 1 0 1 - 22.379 2 6 1 3.64 min 0 1 0 1 0 1 0 1 0 1 - 39.609 1 7 1 4 max 222.25 2 -1.377 2 0 1 0 1 0 1 - 16.784 2 8 2 -.135 min 0 1 -2.437 1 0 1 0 1 0 1 - 29.707 1 9 min 5 max 222.25 2 -2.754 2 0 1 0 1 0 1 0 1 10 5 min 0 1 -4.875 1 0 1 0 1 0 1 0 1 Envelope Member Section Stresses Member Sec Axial[ksi] Ic y Shear[. Ic z Shear tc y- 1 M1 1 max 12.212 2 .478 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 .27 2 0 1 0 1 0 1 0 1 0 1 3 2 max 12.212 2 .239 1 0 1 2.73 1 -1.542 2 0 1 0 1 4 min 0 1 .135 2 0 1 1.542 2 -2.73 1 0 1 0 1 5 3 max 12.212 2 0 1 0 1 3.64 1 -2.057 2 0 1 0 1 6 min 0 1 0 1 0 1 2.057 2 -3.64 1 0 1 0 1 7 4 max 12.212 2 -.135 2 0 1 2.73 1 -1.542 2 0 1 0 1 8 min 0 1 -.239 1 0 1 1.542 2 -2.73 1 0 1 0 1 9 5 max 12.212 2 -.27 2 0 1 0 1 0 1 0 1 0 1 10 min 0 1 -.478 1 0 1 0 1 0 1 0 1 0 1 Hot Rolled Steel Section Sets 1 Label Shape Design List HR1A 1 W24X62 Wide Flange Envelope ASD Steel Code Checks Type Material Design Rules A [in2] lyy [in4] Izz [in4] J [in4] Beam 1A572Grade50l Typical 1 18.2 1 34.5 1550 l 1.71 Member Shape Code C... Loc[ftl lc Shear C... Loc[ft] Dir lc Fa [ksij Ft [ksil Fb y -y [... Fb z -z [... Cb Cmy Cmz ASD Eqn I 1 l M1 1W24X621 .659 116.25121 .024 l 0 1 y 11 120.6641 30 1 37.5 1 30 11 .6 1.85 1 H1 -1 1 RISA -3D Version 5.0d [C:\RISA- 3d\Segale4RDS11.r3dj Page 10 Company : Engineers Northwest Designer : Ted M Job Number : Basic Load Cases Fla 'Orwt) No; Feb 21, 2008 j� j7 3:03 PM Checked By: (19mce4 e — b2,$) BLC Description Cate or 1 D None max 0 1 0 1 1 1 0 2 S None NC 1 2 1 0 1 3 E None 1 0 1 1 1 NC 1 3 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 D +S Yes 1 1 2 2 1.13D +1.75E Yes 1 1.13 3 1.75 3 1.1 D +1.31 E... Yes 1 1.1 3 1.31 2 .75 Member Distributed Loads (BLC 1 : D) I ► I Member Label Direction Start Ma • nitude k/ft ... End Ma nitude k/ft d... Start Location[ft,%1 End Location[ft. %] M1 1 Y -.15 -.15 0 1 0 Member Distributed Loads (BLC 2 : S) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k /ft ,d... M1 1 Y 1 -.15 Joint Loads and Enforced Displacements (BLC 3 : E) L,D,M Joint Label Start Location[ft,%1 End Location[ft, %] -.15 1 0 0 N2 1 L Direction Magnitude[k,k-ft in,rad k's ^2/ft] X 1 -23 Member Point Loads Member Label Direction Magnitude[k,k -ft] Location[ft, %] No Data to Print ... Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section /Shape Design List Type Material Design Rules f 1 I M1 1 N1 1 N2 [ HR1A JWide Flange Beam JA572Grad..•1 Typical Envelope Member Section Deflections Member Sec le 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.494 2 0 1 0 1 910.709 2 NC 1 4 min -.017 2 -.875 1 0 1 0 1 514.551 1 NC 1 5 3 max 0 1 -.694 2 0 1 0 1 648.88 2 NC 1 6 min -.034 2 -1.227 1 0 1 0 1 366.617 1 NC 1 7 4 max 0 1 -.494 2 0 1 0 1 910.709 2 NC 1 8 min -.051 2 -.875 1 0 1 0 1 514.551 1 NC 1 9 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min -.068 2 0 1 • 0 1 0 1 NC 1 NC 1 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4RFinS.r3d] Page 13 • Company : Engineers Northwest Designer : Ted M Job Number : Ir-Jyv -4 J r €44, Envelope Member Section Forces Feb 3: 3 PM2008 C �y Checked By: r b M Envelope Member Section Stresses y -y Momen.. lc z -z Momen... Ic 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 0 0 - 22.346 - 39.551 - 29.795 - 52.734 - 22.346 - 39.551 0 0 1 2 1 2 1 2 1 1 1 Member Sec Axial[ksi �,.. �,.1 .•, y oncalIN� is z anearjKi is lorque[k -ft] Ic 1 M1 1 max 40.25 2 5.625 1 0 1 0 1 2 1 min 0 1 3.178 2 0 1 0 1 3 2 2 max 40.25 2 2.812 1 0 1 0 1 4 2 min 0 1 1.589 2 0 1 0 1 5 2 3 max 40.25 2 0 1 0 1 0 1 6 2 0 min 0 1 0 1 0 1 0 1 7 4 max 40.25 2 -1.589 2 0 1 0 1 8 2 0 min 0 1 -2.813 1 0 1 0 1 9 1 5 max 40.25 2 -3.178 2 0 1 0 1 10 4 min 0 1 -5.625 1 0 1 0 1 Envelope Member Section Stresses y -y Momen.. lc z -z Momen... Ic 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 0 0 - 22.346 - 39.551 - 29.795 - 52.734 - 22.346 - 39.551 0 0 1 2 1 2 1 2 1 1 1 Member Sec Axial[ksi Hot Rolled Steel Section Sets Label Shape Design List 1 - HR1A I W16X31 I Wide Flange Type Beam Envelope ASD Steel Code Checks Material Design Rules A572Grade50 Typical A [in2] 9.12 Iyy [in4] Izz [in4] 12.4 375 J [in4] .46 Member Sha s e Code C... Loc ft Ic Shear C... Loc ft Dir Ic Fa ksi Ft ksi Fb . Fb z -z ... Cb Cm Cmz ASD E s n M1 W16X31 .724 18.75 3 .065 37.5 y 1 9.024 30 37.5 33 1 .6 .85 H1 -1 • RISA -3D Version 5.0d [C: \RISA- 3d \Segale4RFinS.r3d] Page 14 y z an0earl... y- I o0plksi I� - Bo0t[ksi] z- To0p[ksi] I Bo0t[ksi] 1 M 1 1 max 4.413 2 1.288 1 1 1 z- lc 2 min 0 1 .728 2 0 1 0 1 0 1 0 1 0 1 3 2 max 4.413 2 .644 1 0 1 10.049 1 -5.678 2 0 1 0 1 1 4 min 0 1 .364 2 0 1 5.678 2- 10.049 1 0 1 0 1 5 3 max 4.413 2 0 1 0 1 13.399 1 -7.57 2 0 1 0 1 6 min 0 1 0 1 0 1 7.57 2- 13.399 1 0 1 0 7 4 max 4.413 2 -.364 2 0 1 10.049 1 -5.678 2 0 1 0 1 1 8 min 0 1 -.644 1 0 1 5.678 2- 10.049 1 0 1 0 1 9 5 max 4.413 2 -.728 2 0 1 0 1 0 1 0 1 0 1 10 min 0 1 -1.288 1 0 1 0 1 0 1 0 1 0 1 Hot Rolled Steel Section Sets Label Shape Design List 1 - HR1A I W16X31 I Wide Flange Type Beam Envelope ASD Steel Code Checks Material Design Rules A572Grade50 Typical A [in2] 9.12 Iyy [in4] Izz [in4] 12.4 375 J [in4] .46 Member Sha s e Code C... Loc ft Ic Shear C... Loc ft Dir Ic Fa ksi Ft ksi Fb . Fb z -z ... Cb Cm Cmz ASD E s n M1 W16X31 .724 18.75 3 .065 37.5 y 1 9.024 30 37.5 33 1 .6 .85 H1 -1 • RISA -3D Version 5.0d [C: \RISA- 3d \Segale4RFinS.r3d] Page 14 EINW7ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS • PROJECT # SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT e pj�/ G r j I�/ i- �DYFte 54frr t WbfA- G /ldor 49644& 64444 4b r1tr) DATE i SHEET l ' b / I� OF BY /VIM% 4,a 4:0 e-tif 4,� • .4 ��t;I 4,0 4,6 jolly( . 4,0 1, .4 J 2! ,d j R��A1 l d 4, Z r� '' Alt ua ,..516 53 s -8 MINIM ENSENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS PROJECT # PROJECT 7 e fe(e gee 1- 5 DATE SUBJECT WI/ At q&- vvi, f B� e SHEET 1 / 20 OF BY 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 A & -►,?; It It -nit wtL e 5')('t 2 k/9 '_ , 2 q. .f, , We, Garb, i ddhktyti 6,614 '746. f t e6 n �pGc twii013 1-151 =,Orie,s G4p ,24f,df _, 3h4( +W 444-, tee e _ Ii rye✓I pm/4444,f ; 4mm Ifteitkioa. -- 6.N14 ?12 %w e ), P P 1:ce, t+0 S p ,t40 �� r l2C7) Qopif (4,J- goo rf S !ii, k'` • i dx it ,i w+ 4,. 1 17n /� IV //oit 16760# ' If, Vi'-'1 6o G c't t tF6e l 1,866 t560. • ec✓ •' x,14) t, 2k •2� G45� rs, / / 1,4 t t- fro l 5A9f Wr Z /g,a)(40)4, j tea p= /..9. 4)4t + W40)(4 reef car i A4 t1,2k, t,Vk ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS IIIROJECT # SUBJECT PROJECT Gv 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 e'l e Ge 7 At& 2 - DATE �LYr� / ✓ SHEET [1#2 1 OF f14/6/1/4-4 f o'+',�6 .41 2,4 .41 db"� 10,s' ±74 wog /, 7 1"L 4 d evince tiz 2t Mig _ 67 k ' bk et belies BY MAN (4i''i 3(528f 25J 20 ",47 etPor (4,411 14)44 014 GUZ ' (7q) x,2(46) f 20 e 7 e .42 4471 ` d 2, 7 (36 1n7 44b 2eJk 44144,0Q,1 g,� �,7SCo4;3M r 170 w t 9 be 4) 5) f? 56/2�) t ,32 -f ,a3 L ,'70 of. ti(444 btki, S6 /14c l'616) ? (62,e14 r ® , G2, 5'�? � , R t +(bk /Iv 01 GvG2�z 2, 1,2'(76} ,16(20 -t' (32 �,�b2' /‘5 14 or 6 roof £?L on41,4 04 b4i. 34 4 -0 4 -4 lv z ' 32-e/192 t - 4 1�[2se i4 e-i b evi e( 146 f� n teem r ` 5 14 MS, ,, 44) ;AI , 27/ 2.1 S.9 k 7,4 /INt,1,lk" ti /14-k 2 2 cut L3.2( ?�-e2t Gut & �, 2 G -e 20 7 1 c / ./26 t K1, � , 4 (,4 4.1 t 26,7 II °l,k'75jc 411 ~Mt 121 UIJ 6 2,e 14 i r EIN\V ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # SUBJECT C eti,k 141440 0 epv / PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 leggy tgrfree ° 2007 E ,51 6 g 115' 5,4 135 14,6' DATE ✓J SHEET 6 41OF BY tat L , 3 (76) IVO Z /CI t9a4 1744,1 1v2 c 4 1(7f) t 40 136 1 �' (V2/e44 tilt �4 k ' fro w 4 mg= brZ 217 ,67 " c 2/54.6 �' Lek t ,q(75) f4 40 c r 416 4/2 , ', ?(14) - 4& c 46' 415 Mt '3 k' 1/011,4o21 4711,1ch 1//6o �L6,,4 t11k 4t1,k' to r iS( ) t SIN t Ld c ,3 ,, .04 4■row rte( hi, 1N 0011, fn treffrr 1, 1,3 ,43 Ft 1,1k Pi, (efei;) 1,t tm W g C4(g( o) -t , z3 Pet; r 16 ice -s 11,5 4,0 .111 t 2b, S h ' ---- -- 51-1 • ,12.'1,114 /1M c 1,511 r.%t/r [(') f so5)] 5,7(01,5)j L , 33 Pt, s now 410 % ���DI 1 Gr �'/OI wi L ✓ (Tel . 15 t qt � ►�J ,l�i f ll: oafU bm, •V2.1 'f 1tl'' 602 L -1;0(70 0 f , !2 ,b 23.2 !!v.a ,Al z 'll k' 21,44 ,92 ENSENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 OROJECT # PROJECT j Wl — +4-2, DATE SUBJECT �/ � �� Lc r SHEET I, n S OF BY f$ t.6 (QQ 2 icrewe' B /� °) g �/ 25 9 1 L 4: / C4' r 4j 7 ,ter D �� v 1 ),7 7,1 t C.( )t- (s) ,12 + 4-0 PL 5 (cob .; r ( t ri. 3 649 e25) ,e 40 c ,44 ravF t 5',1(4eJ.4o ,35 4,7t4 ,3 i �Z2 gt IV( Wegtt 1ff kef of _ Mt J6,2k' bit t &r 'e/44 l 0 t to 1 6oi - 4 „I (56.00-e 419 c , 151 /14 c,Sk/ Gu, t 4,6 (75 ) .P 40 t 'VI 6v3 c 4,6C40)v4 -& c , 22 1,9 .1 1,2 tg alit = 7(9.4-k' /VLI.44- zL.v1H (ij %Z (4- 6) -e 90 ,28 =w3 4i2 ` ';,200 t 9(46)f Mt. 3D t,51 r 46.1 pti 16/c 26 _ ,V4” 1/42 ppe Gt t6e 3& tvt42(4a) _ ,25 .PL t(0i6) t i,5k •g5 41,1 2(2:05 .z 3�3 2l0 ch,eoT 24-1c61 5 r $(7®• 4/401 e /20 ENW ENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS • PROJECT # SUBJECT PROJECT kiVrzi-6/Ppvti4ltieure 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 4-�e 2 sio-y 560 2g � ' 159: 4Li -4� 40 r -5 DS- '7 (verf. 77L 51 60 tur 1,1 sdio) t 15'7 it so' R= 59c5 4 t 40-21.61 1,7 1,7 DATE SHEET / 124 OF BY NW/ Gtii P 5051 t 3,21469 r 3c3 tor g (4) e 'mL 7k' 241c054 (fro sicp erioi of-7 ) bv14,s6(44 k2'30r 24' I r qc 5,t =41,5k ��1c0s 4. 4h X20 g�,1 DS-1, '51 (e440 7' X9,5 A ,. 1405.' i 19k L 2 Sri.) 21, 5. ' ,g - s) M ti 15,k/6-0 "�► (77.) • Cfrnteltil��y� (f1tD y /75Li'tr31E,. 1,o) (w /.no4-atraM -see s ,1,5) to/ „/ 4,S fgc 115 l 6,5 L 9er5 10 kes4- wt 210 4ice5 L Go/ r 5(50)4'40 , 29 bk 4,004 f 4-0 t r '2° t 69/1+ to' c 6,((t f 50 tent c(c0jf qqt St9 (I L) 3r 1,s6.6j eSo ,/ 7 CPL 6Ge 0AeGO Cr) ��k ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS • PROJECT # PROJECT ltv4 /Pe 41/1‘2"6 SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 SPg1 delte -24e 4.4 ,9( r�3 (ye,4. -- rt) erg, £r,t ,GPI; 5 t P1 -6, (vet/ ,t) G,e, 1 ; 1L1 -l9 29'5/ 6r rise r 2 4-Q65? Mt 146k/ 6-0 . 7 0 1'p tt, tvc.) -A? 57k 617 2e,q 4,464 12,6 DATE SHEET BY 1 /25 OF ,444" V UntyG t ieekc 3 sec L 1, ,xku1 r6 z 3 d ks; r Gv3 r6661 4) 0,29 lute 1:100+ VO)4> -45 plc be24.1,P r,1 14,9k sow P 2, 2,46 1 4r,q z Ck 77 /P 4,6p ui: d,g 13.25,2 11,4 4 13 20 �`14(41) 2f,2/ 11.5 5T' 4-74 57k '/ f��M ��1 :�:�_f��• rs�'-ri�� -v lid � ;: �-�. 464/61) c' £+L l,O L/6.2; i,d3 D.- L, 75E e 1,0 ✓ t15e Wt 11-44_ it G 3 2, (D-P ,751- f 1.31E 1 <0 (I?1fiA 2D) (order "5P -1 r 9 t1-1 /72 / Lc-z; 457 / Le -3; .7 41_ 36,zk Cri-) 14(rt) r 440k rt. z 1,6f " 1/293 G� ° /77&" bK. - Pc-6 frm 6,4 14,2 11 23,C /9,6' et la it 16' 32,x: see ,0-3 eiolc, 1NFVENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 6 PROJECT # PROJECT /i e '2 ° �y ` E SUBJECT 't(P%1 h ' 1 yke Frat44Jn'� ~ roef F. " H 4 4 ✓) SHEET l' �J L6 OF BY MA V DATE • ENWENGINEERS NORTHWEST, INC., P.S. ^• STRUCTURAL ENGINEERS PROJECT # PROJECT 'J` eg, je/ -. 4 i-e y DATE AQ &rki bi vAe 4iiGwvyny 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 SUBJECT SHEET 1, 2.,7 OF BY /1/14/11 - ;ate f/' 4 5 L,4k Cc 'cm ' 5 Cd9' 1q1 tis eme07 44c 60,9k ft4Ikl ;loan b ieyb • 5r -q; TtI • 6,4 1IZ ,/5 14144-1 t0,9, f 60/504.2g) r , 47 r of +eerie, + 50 ,b3 b , Gt92 c 6,1(75) 4' 14 Gvg t ,(40jf 30a , 21 rise tvit)' 31 ,Orc z 1 r i /402 —7 ' 3 r . 9 2 Rt. gk GO, ILO t9.2 0,4 n.d,� ,®t 44' 11,z. 23,t 294' S6, c,4 12' 1g -30' 5,4 12' 1$, gt4c 541(1t 64'/ IS cc, C 15 r1 i/ec� t5.•k 44t 4i5k' All t tin n 1/113 LLB- t ' 4 l I/0b41 dk, Gtr, t '3, l (50-1, 15) ,2Z25') ; 36 aG s��w, w2 ` 6,2(401 , 25 (� r 4, 2 lnl4dJ � /ZS' M t q �, 3 k ' t 59 I 1ak654 c(/, t 2, /6'0 i59 f Fig /2c) 33 qv/ efA/ Cal c 7, T( 4.0j r 25 ,! 2�itc54 ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS • PROJECT # PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 SUBJECT ij't414 /L', G 4- 4144f, DATE SHEET 1 2? OF BY /1/14/1/ PS -8 ,17 1 10,5 23 ' 6reevi tatti ; brcfees q i! M4x . / LSx5z64 -• >: 66 r • I** 515 4444, -(64,4.,0) AS 74 15 35k'1; F6= /66M) 2 ikcj 41414, . • ,Cev, fcc5 J�T' pr 2,1k ,t&( toga 'Fa t 4'S k41 1, 5k41. < 4e6 /1/4441a, /cWj i(c40) OFt. '2,52 it 1 b &1ocv 4,ce I/3e 3�2no Cave Mt tie C`4kj C t,&k 14k' lax, �" C3 $a c 1,1 k/e o k - � � g a g � be. v� ✓ N !I5 "C3. ») ` 5:7 k " 6,,3';'!,,c i l,72 n0'7� %" f iUe# �' x. y4" firwpa1,4fi �k• 2 `',v1141, ftte t k(1)/1` /292 1:3 r1i, C1D,i �, g2 z k1, 5kss ENWENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS • - PROJECT # PROJECT «d'4//' Afiv���idcG�� Alifb SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 2f.416 dP�ice • ehitPA z __ e 7 19gg. 5,6 DATE SHEET I'�� /,/ �, O(� FF BY / ✓YlY to e 1 ' ,9� e, for evkai /ierf 015)tojtc c Eq,SCIq�) e #010 ,r r1,1- (ekfpg 100e es L,4 t/ 'z ,4-46) ` 4k (etv44iwJ L uheid; vt /P,tit($effivoi,dooki) /11 ail/ #14 e "4-rmmm /to P65 -96 _kIf j R re ek Pbc6,1 {�/ �'ir6 44ih 14 ar 4 vc& (Vero-ode j@ ¢1 S *i/flog 4/0.14,, I%e �1 at • h®i AieZ le664 lefe/'S e I`eI -,/t4 feel?, edoesn t hove 1/141- -for selyevir teflon.) /, Gtd-rd c 1,08,5 C,6) -4Jt p lyduse ENGINEERS - NORTHWEST, INC.P_S. 6869 WOODLAWN AVE. N.E_(SUITE 205) SEATTLE, WA. 98115 SHEET rf�V' OF 6»i Groat Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Wind on Rooftop Equipment - ASCE 7 -05 Section 6.5.15.1 & Figure 6 -21 Buildings with h <= 60 ft. Project No.:- Project Name:- Segale Office Wind Speed = Exposure = Category = Is this a hurricane prone region? Kd = M/U depth (parallel to wind) = Wind is :- The Rooftop M/U is :- Roof height above ground level (h) = Building dimension (B)= z = Height at centroid of M/U = 1= Kzt = qz = Kz M/U = F= qz M/U = Gf = Cf M/U = qzGCf = Af M/U = INPUT 85 mph B NO 1.00 6.00 ft. Normal to face Flexible 44.00 ft. 111.00 ft. OUTPUT 49.00 ft. 0.87 1 00 16.09 *Kz 0.81 qzGCfAf 12.97 psf 1.581 1.300 26.67 psf 195. sq.ft. Area Factor = 1.9 F M/U = 9880 # Table 1 -1 Table 6-1 Table 6-4 Length = height = MlU 10.00 ft. 1 X R 5/25/07 .--h = 44 ft. Roof height B=111 ft. Dynamically Sensitive Ground level Measured perpendicular to wind direction Table 6-1 Sec. 6.5.7.2 {Eq. 6-3) Sec. 6.5.10 (Eq.6 -15) Table6 -3 z =49 ft. ( Eq. 6 -28 ) Velocity pressure evaluated at height z above the ground Gust effect factor - Section 6.5.8 Net force coefficient from Fig. 6-21 Force in psf Projected area normal to the wind except where Cf is specified for the actual surface area. Section 6.5.15.1 Total Force Notes From Figure 6 -21:- 1.) The design wind force shall be calculated based on the area of the structure projected on a plane normal to the wind direction. The force shal be assumed to act parallel to the wind direction. 2.) Linear interpolation is permitted for h/D values other than shown. 3.) Notation: - D: least horizontal dimension of square, cross - sections at elevation under consideration, in feet. h: height of the structure in feet. qz: velocity pressure evaluated at height z above ground, in psf. 7/6/2009 Rooftop ASCE7- 05WindMeth2.xls F41N'\T ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 5226698 PROJECT # PROJECT ‘tvO/,f'etie �e DATE d SUBJECT lbw P1w�e w%% SHEET 1 3,' OF BY /14j Prig i I:hot; t/Lbeix. 6 it i%eGk 4Vkv1) -� �-� 4.9 '4 21--r(eme ohte 2,¢ 6 f P 1 %A - 2 eeaie dreks : MI: I ,✓ .7 A4/2%,49 1 tvtbj 6A ! 4,,g ant 4,t to 1.440, ',7p P w, ift/d-144-, or heifer kiwi. 0114w, 0,01-44t i 2 de. • foie, jortil or T7(2414. £ e6"-% -- 4/t n, i /Ateid if d t 4 Ir4 6'ti V4 %_f • • 2001 North American Specification w/2004 Supplement ASD DATE: 7/6/2009 6 i e94t6 401-c p vt 0e -uht41 0 4 SECTION DESIGNATION: 600T200 -43 Single aKk J� I v�b(-3 INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = 6.161 in 2.000 in 2.000 in Steel Thickness = 0.0451 in Inside Corner Radius = 0.0712 inp fro Yield Stress, Fy = 33.0 kSi Fy With Cold -Work, Fya = 33.0 ksi giimo COMBINED AXIAL AND BENDING LOADS INPUT PARAMETERS Overall Wall Height = 10.0 Lateral Load = 26.7 psf Lateral Load Multiplied by 1.00 for interaction checks Listed Allowable Axial Load multiplied by 1.00 for interaction checks Lateral load not modified for deflection calculations Studs Considered Fully Braced for Bending ALLOWABLE LOADS (Ib) Oftredirf SPACING Maximum BRACING 12 in 16 in 24 in KUr 24 in 1927 1547 817 51 MID Pt 1577 1269 673 100 THIRD Pt 1818 1461 772 66 SHEATH 2 SIDES N/A N/A N/A 51 DEFLECTION 01223 U917 U612 O • m El \ W ENGINEERS NORTHWEST, INC., P.S. ^- STRUCTURAL ENGINEERS PROJECT 0 PROJECT 6869 Wow!, wH Ave. N. E, 6205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 DATE^ SHEET i ,V I OF BY U • ENW • PROJECT # SUBJECT ENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS 'torPROJECT I 1 r ( / ,-z OF /II BY (VVV V 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 -669 9 585414 - L" V 4. / - 4©2 (per – Ge 4,w/4r) DATE SHEET D� t fi3C, pg. + 1, q ti 5 ;0 1,g '3M n 1 ' 37 Frei • 4^ -i( b 24y4,hik . fpfln opos-e /wilt e /i. �to- . -fps 19 t t. 2 q(t o f 50) r O i l /cot, Jaz, ,Gt 3e,' t lojsce 14� f= 33► � , r L 7 ivs4g CerP. -t ec omiB f wiikons '6 ep, 5 J`dha fg. meie.*Ow. 1-t-g (i 7c0f2a)23-1 L 4'% 242 L141 —3 etlil g1 ref- f4 Lki - 913 w� $12 /loo sto. e. 2 r C39 �v r 112/X00 4,x, 241tvg , 044,, ° • Y6: 27 ' to= (t- 60) - R60/6t3te 24-1.409 lobby j 7 : z, ' z co) TM/ 41t, t $32 e'(ev frr h4?- ; 2'*/,S / cw = ti g. t /4 '29c LIZ L Ci 4(t 4:13.-P'2 d to flit( o)fq(jP 4-0 t, I?t [41,6,k Z (fir (m4ii 4v kni rz t2.1 /44- • EN' ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522 -669. PROJECT # PROJECT e �e * L 4 1 DATE n SUBJECT Nov (Itet4f, -- f iwi SHEET 2, 1 OF � BY IFt655 I • PClit te4 cl 406- 6itriAlf t2 (40 2o,5 6,� #32 ' 47.5 6.4' 1U,7' t$' 23,5 406- d ' G9k 44 47,5 ib, t 432(38) L 96 ttg 40, LL r c' 5, y 4e67iv 29bj A F 23,2(21, 9 ZQ =1 the 40 71_, lt,o P1 I/gkf 4044,vcfk PI 5:756s4(10-o)+ 5;75 (-t) • e / tL5 4t LLgC 16 Lt (12 z • 1K 3504,2) t 14g pt tick r ,wt. - M k titifise44 Alg y 22.440 ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT 11 PROJE SUBJECT Woor 6869 W000L6w,1 AVE. N. E., 9205, SEArn.E, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 DATE SHEET OF B D •5 AP? Goers /Ertl 6 /,ies tvickg,ir t It 7k z G k/ At, dWs; S N 'LV7' 1,78 iffi. -IM • (wig Aso et®f gra t). . -es- rlIQ7,1s • a' s 05' 0640 : 3 O 4r f tevteas fry ttelfiy00'.14) w/ 1/6 4744 11.‘ r,fAcli Totes- (4/45 en P( ) ws,turrepi't- SF-eyk-; /s&w� M-k wii1i #i --0:1-14k t 374js £; celoo c�r+2 l4yr t-4424Fron ENW • PROJECT # PROJECT Dr ftL4 6Pv4 ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 -6698 4e5ek Ofia - ,40-or 4ill r c iblc Loa - (wpm) ) £t4 G' 7 -P99 Seel, 1,2, 4,1, 2 d 7./20 egg 6,o t ri441p01) .4' lr��iD 1,15E 1,0 (1,o ' 9S ) P S /i2 .75'S DATE SHEET BY 141P l , 3i !'E ,751.] 1, e) 2/1�5 � �(O^F' / Vvti/V • Moo DS -1 PL t 331,c (cD)-1- /tie e I ► g U 0t20) t tilbg zGb 4(2) &3•r spy P1 t 10&0 }e 14az 1,64kr LLz3b(io)= 1,50 4D l 4 fp m �4 brP tee DLL 61tie t A 3131 v 11� ')` ` '17' Cyr beNt-er) iN 66-r beOter) W2.1Q5D'• Company : Engineers Northwest Designer : Ted M Job Number : P5l - •44.0.-06-45 6.11 Feb 20, 2008 2 / ro 10:02 PM Checked By: • Hot Rolled Steel Design Parameters 1.1110,e t6s-t • Label Shape Length[... Lbyy[ft] Lbzz[ft] Lcomp top...Lcomp bot... Kyy 1 1 I M1 I HR1A 34 8.5 1 8.5 Kzz Cm -yy Cm -zz Cb y sway z swa y Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 D +L Yes max 0 1 1 2 1 1 0 1 NC 1 NC 1 2 min 0 2 1.13D +1.75E Yes 0 1 1 1.13 3 1.75 NC 1 3 2 max 0 1 -.336 2 0 1 3 1.1 D +1.31 E... Yes 2 NC 1 1.1 3 1.31 2 .75 2 -.575 1 0 1 0 1 709.42 1 NC Member Distributed Loads (BLC 1 : D) I I Member Label Direction Start Ma • nitude k/ft ... End Ma. nitude k/ft d... Start Location[ft,%1 End Location[ft,%) M1 Y -1.8 -1.8 0 1 0 Member Distributed Loads (BLC 2 : L) 1 Member Label Direction Start Magnitude[k/ft,... End Magnitude[k /ft,d... Start Location[ft,%1 End Location[ft,%1 Y -1.68 M1 -1.68 0 0 Joint Loads and Enforced Displacements (BLC 3 : E) Joint Label N2 L,D,M L Direction X Magnitude[k/k-ft in,rad k's ^2/ft1 • -87 Member Point Loads Member Label Direction Magnitude[k,k-ft] Location[ft,%1 No Data to Print ... Member Primary Data Label I Joint J Joint 1 1 M1 1 N1 J N2 K Joint Rotate(deg) Section /Shape Design List Type Material Design Rules 1 ! HR1A ]Wide Flange] Beam JA572Grad...J Typical 1 Envelope Member Section Deflections Member Sec x in lc v fin lc z in Ic x Rotate [r... Ic 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.336 2 0 1 0 1 1213.757 2 NC 1 4 min -.017 2 -.575 1 0 1 0 1 709.42 1 NC 1 5 3 max 0 1 -.472 2 0 1 0 1 864.802 2 NC 1 6 min -.034 2 -.807 1 0 1 0 1 505.462 1 NC 1 7 4 max 0 1 -.336 2 0 1 0 1 1213.757 2 NC 1 8 min -.051 2 -.575 1 0 1 0 1 709.42 1 NC 1 9 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min -.068 2 0 1 0 1 0 1 NC 1 NC 1 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4DS1.r3d] Page 1 • Company : Engineers Northwest Designer : Ted M Job Number : • Basic Load Cases V -1, 6b". f41 1-d)( 1D' Feb 21, 2008 241 11:57 AM Checked By: BLC Description Cate or X Gravity Y Gravity Z Gravit Joint Point Distributed Area (Me... Surface 1 D None max 0 1 0 1 1 1 0 2 L None NC 1 2 1 0 1 3 E None 1 0 1 1 1 NC 1 3 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 D +L Yes 1 1 2 1 2 1.13D +1.75E Yes 1 1.13 3 1.75 3 1.1 D +1.31 E... Yes 1 1.1 3 1.31 2 .75 Member Distributed Loads (BLC 1 : D) I 1 Member Label M1 Direction Y Start Magnitude[k/ft,... End Magnitude[k /ft,d... Start Location[ft,%1 End Location[ft,%1 -1.8 J -1.8 I 0 1 0 1 Member Distributed Loads (BLC 2 • L) 1 Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,d... Start Location[ft,%1 M1 1 Y -1.68 -1.68 0 •Joint Loads and Enforced Displacements (BLC 3 : E) End Location[ft, %] 0 Joint Label L,D,M Direction Magnitude[k,k -ft in,rad k's ^2lft] 1 1 1 N2 L 4 X -87 Member Point Loads Member Label Direction Magnitude[k,k -ft] Location[ft %] No Data to Print ... Member Primary Data Label I 1 I M1 I Joint J Joint K Joint Rotate(deg) Section/Shape Design List Type Material Design Rules N1 I N2 I I I HR1A 11/Vide Flangel Beam IA572Grad...1 Typical I Envelope Member'Section Deflections Member Sec x in Ic y [in Ic 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.336 2 0 1 1 0 1 1213.757 2 NC 1 4 min -.017 2 -.575 1 0 1 0 1 709.42 1 NC 1 5 3 max 0 1 -.472 2 0 1 0 1 864.802 2 NC 1 6 min -.034 2 -.807 1 0 1 0 1 505.462 1 NC 1 7 4 max 0 1 -.336 2 0 1 0 1 1213.757 2 NC 1 8 min -.051 2 -.575 1 0 1 0 1 709.42 1 NC 1 9 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min -.068 2 0 1 0 1 0 1 NC 1 NC 1 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4DS1.r3d] Page 1 Company : Engineers Northwest Designer : Ted M Job Number : Envelope Member Section Forces PH floor Feb 21, 2008 2. 11:57 AM Checked By: • ember Sec Axial l Ic v Shear l Ic z Shear l Ic Tor quefk -ft l Ic v -v Momen... Ic z -z Momen... Ic 1 M1 1 max 152.25 2 59.16 1 0 1 0 1 0 1 0. 1 2 1 2 min 0 1 34.578 2 0 1 0 1 0 1 0 1 3 1 2 max 152.25 2 29.58 1 0 1 0 1 0 1- 220.435 2 4 2 0 min 0 1 17.289 2 0 1 0 1 0 1- 377.145 1 5 2- 3 max 152.25 2 0 1 0 1 0 1 0 1- 293.913 2 6 1 20.135 min 0 1 0 1 0 1 0 1 0 1 - 502.86 1 7 1 4 max 152.25 2- 17.289 2 0 1 0 1 0 1- 220.435 2 8 2 -1.063 min 0 1 -29.58 1 0 1 0 1 0 1- 377.145 1 9 min 5 max 152.25 2- 34.578 2 0 1 0 1 0 1 0 1 10 5 min 0 1 -59.16 1 0 1 0 1 0 1 0 1 Envelope Member Section Stresses Member Sec Axial ksi Ic v Shear f... Ic z Shear f... Ic -To ksi Ic v- Botfksil Ic z- Topfksil Ic z- Botfksil Ic 1 M1 1 max 4.803 2 3.639 1 0 1 0 1 • 0 1 0 1 0 1 2 min 0 1 2.127 2 0 1 0 1 . 0 1 0 1 0 1 3 2 max 4.803 2 1.819 1 0 1 15.101 1 -8.826 2 0 1 0 1 4 min 0 1 1.063 2 0 1 8.826 2- 15.101 1 0 1 0 1 5 3 max 4.803 2 0 1 0 1 20.135 1- 11.768 2 0 1 0 1 6 min 0 1 0 1 0 1 11.768 2- 20.135 1 0 1 0 1 7 4 max 4.803 2 -1.063 2 0 1 15.101 1 -8.826 2 0 1 0 1 8 min 0 1 -1.819 1 0 1 8.826 2- 15.101 1 0 1 0 1 9 5 max 4.803 2 -2.127 2 0 1 0 1 0 1 0 1 0 1 10 min 0 1 -3.639 1 0 1 0 1 0 1 0 1 0 1 Hot Rolled Steel Section Sets Label Shape Design List 1 HR1A W 30X108 Wide Flange Type Material Design Rules A [in2] A572Grade50l Typical Beam 31.7 Iyy f in41 Izz [in4] J [in4] 4470 1 4.99 146 Envelope ASD Steel Code Checks 1 Member Shape Code C... Loc[ft] Ic Shear C... Loc[ft] Dir Ic Fa [ksi] .182 1 0 M1 W30X108) .688 17 3 Y 1 Ft [ksi] Fb y -y [... Fb z -z [... Cb Cmy Cmz ASD Eqn 37.5 1 33 11 1 .6 1.851 H1 -2 21.9691 30 • RISA -3D Version 5.0d [C: \RISA- 3d \Segafe4DS1.r3d] Page 2 Company : Engineers Northwest Designer : Ted M Job Number : Envelope Member Section Forces 9 5 - 3 , 4GDor Feb 20, 2008 10:05 PM Checked By: Member Sec Axial l lc v Shear [k] Ic z Shearfk] Ic Torque[k -ft] Ic y- 1 M1 1 max 54.25 2 62.8 1 0 1 0 1 0 1 0 1 2 1 2 min 0 1 37.064 2 0 1 0 1 0 1 0 1 3 1 2 max 54.25 2 31.4 1 0 1 0 1 0 1 - 277.98 2 4 2 0 min 0 1 18.532 2 0 1 0 1 0 1 -471 1 5 2- 3 max 54.25 2 0 1 0 1 0 1 0 1 - 370.64 2 6 1 25.145 min 0 1 0 1 0 1 0 1 0 1 -628 1 7 1 4 max 54.25 2- 18.532 2 0 1 0 1 0 1 - 277.98 2 8 2 -1.14 min 0 1 -31.4 1 0 1 0 1 0 1 -471 1 9 min 5 max 54.25 2- 37.064 2 0 1 0 1 0 1 0 1 10 5 min 0 1 -62.8 1 0 1 0 1 0 1 0 1 Envelope Member Section Stresses Member Sec Axial ksi 1 M1 1 max 1.711 2 3.863 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 2.28 2 0 1 0 1 0 1 0 1 0 1 3 2 max 1.711 2 1.931 1 0 1 18.859 1 -11.13 2 0 1 0 1 4 min 0 1 1.14 2 0 1 11.13 2- 18.859 1 0 1 0 1 5 3 max 1.711 2 0 1 0 1 25.145 1- 14.841 2 0 1 0 1 6 min 0 1 0 1 0 1 14.841 2- 25.145 1 0 1 0 1 7 4 max 1.711 2 -1.14 2 0 1 18.859 1 -11.13 2 0 1 0 1 8 min 0 1 -1.931 1 0 1 11.13 2- 18.859 1 0 1 0 1 9 5 max 1.711 2 -2.28 2 0 1 0 1 0 1 0 1 0 1 10 min 0 1 -3.863 1 0 1 0 1 0 1 0 1 0 1 Envelope ASD Steel Code Checks 1I Member Shape Code C... Loc[ft] Ic Shear C... Loc[ftl Dir Ic Fa [ksi] Ft [ksi] Fb y -y [... Fb z -z [... Cb Cmy Cmz ASD Eqn M 1 6 1.85 w 30X108 .762 1 20 111 .193 Hot Rolled Steel Section Sets 0 y 1 24.731 30 37.5 33 11 H1 -2 Label Shape Design List Type 1 HR1A 1 W30X108 j Wide Flange Beam Material Design Rules A572Grade50 T .ica[ A [in2] 31.7 lyy [in4] Izz [in4] 146 4470 J [in4] 4.99 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4DS3.r3d] Page 2 Company : Engineers Northwest Designer : Ted M Job Number : Hot Rolled Steel Design Parameters kGtOr draf . Feb 20, 2008 2y I D 10:08 PM Checked By: Label Shape Length[... Lbyy[ft] Lbzz[ft] Lcomp top...Lcomp bot... Kyy M1 1 HR1A 37 9.25 1 8.5 Kzz Cm -yy Cm -zz Cb y sway z swa y Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Fact 1 D +L Yes max 0 1 1 2 1 1 0 1 NC 1 NC 1 2 min 0 2 1.13D +1.75E Yes 0 1 1 1.13 3 1.75 NC 1 3 2 max 0 1 -.452 2 0 1 3 1.1 D +1.31 E... Yes ' NC 1 1.1 3 1.31 2 .75 2 -.905 1 0 1 0 1 490.347 1 NC Member Distributed Loads (BLC 1 : D) 1 Member Label I Direction Start Magnitude[k /ft,.. -,End Magnitu8de[k /ft,d... Start Location[ft, %1 End Location[ft, %] 1 M1 1 Y -.38 3 ) 0 J 0 Member Distributed Loads (BLC 2 : L) Member Label Direction Start Magnitude[k/ft,... End Magnitude[k/ft,d... Start Location[ft, %] End Location[ft, %1 M1 Y -.48 -.48 0 0 Joint Loads and Enforced Displacements (BLC 3 : E) Joint Label 1 N2 L,D,M Direction Mapnitude[k,k -ft in,rad k`s ^2/ft] L ( X -34 Member Point Loads Member Label Direction Magnitude[k,k -ft] Location[ft, %] No Data to Print ... Member Primary Data Label I Joint 1 I MI J N1 J Joint K Joint Rotate(deg) Section /Shape Design List Type Material Design Rules N2 1 1 J HR1A !Wide FJanpeJ Beam JA572Grad...j Typical Envelope Member Section Deflections Member Sec x in lc 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.452 2 0 1 0 1 982.064 2 NC 1 4 min -.015 2 -.905 1 0 1 0 1 490.347 1 NC 1 5 3 max 0 1 -.635 2 0 1 0 1 699.721 2 NC 1 6 min -.031 2 -1.271 1 0 1 0 1 349.372 1 NC 1 7 4 max 0 1 -.452 2 0 1 0 1 982.064 2 NC 1 8 min -.046 2 -.905 1 0 1 0 1 490.347 1 NC 1 9 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min -.062 2 0 1 0 1 0 1 NC 1 NC 1 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4DS7.r3d] Page 1 Company : Engineers Northwest Designer : Ted M Job Number : f)-7) irdeof Feb 20, 2008 211 10:08 PM Checked By: • Envelope Member Section Forces Member Sec Ic It - Momen 1 M1 1 max 59.5 2 15.91 1 0 1 0 1 0 1 0 1 2 1 2 min 0 1 7.944 2 0 1 0 1 0 1 0 1 3 1 2 max 59.5 2 7.955 1 0 1 0 1 0 1 - 55.111 2 4 2 0 min 0 1 3.972 2 0 1 0 1 0 1- 110.376 1 5 2- 3 max 59.5 2 0 1 0 1 0 1 0 1 - 73.481 2 6 1 18.692 min 0 1 0 1 0 1 0 1 0 1- 147.168 1 7 1 4 max 59.5 2 -3.972 2 0 1 0 1 0 1 - 55.111 2 8 2 -.502 min 0 1 -7.955 1 0 1 0 1 0 1- 110.376 1 9 min 5 max 59.5 2 -7.944 2 0 1 0 1 0 1 0 1 10 5 min 0 1 -15.91 1 0 1 0 1 0 1 0 1 Envelope Member Section Stresses Member Sec 1 M1 1 max 4.048 2 2.01 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 1.004 2 0 1 0 1 0 1 0 1 0 1 3 2 max 4.048 2 1.005 1 0 1 14.019 1 -7 2 0 1 0 1 4 min 0 1 .502 2 0 1 7 2- 14.019 1 0 1 0 1 5 3 max 4.048 2 0 1 0 1 18.692 1 -9.333 2 0 1 0 1 6 min 0 1 0 1 0 1 9.333 2- 18.692 1 0 1 0 1 7 4 max 4.048 2 -.502 2 0 1 14.019 1 -7 2 0 1 0 1 8 min 0 1 -1.005 1 0 1 7 2- 14.019 1 0 1 0 1 9 5 max 4.048 2 -1.004 2 0 1 0 1 0 1 0 1 0 1 10 min 0 1 -2.01 1 0 1 0 1 0 1 0 1 0 1 Envelope ASD Steel Code Checks 1 Member Shape Code C... Loc[ft] Ic Shear C... Loc[ft] Dir Ic Fa [ksi] Ft [ksi] Fb y -y [... Fb z -z [... Cb Cmy Cmz ASD Eqn M1 1.61.85 W21 X501 .632 18.5 Hot Rolled Steel Section Sets 31 .101 1 0 y 1 17.935 30 37.5 33 H1 -1 Label Shape Desi. n List Type Material Desiqn Rules A in2 I in4 Izz in4 J in4' HR1A W21X50 Wide Flange Beam �A572Grade50l Typical 14.7 24.9 984 1.14 • RISA -3D Version 5.0d [C: \RISA- 3d \Segale4DS7.r3d] Page 2 ENSENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS •6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -669 • PROJECT # PROJECT Pi Nle fir e SUBJECT r - 4Pt m ®'i DI -16 • • c 44f t 6ff: r. £t 'o 44 -,,6. _ 1/0(12,c) ' 47/, Ltk t zC r 62 '3) 2 (1»J' t zC�l3)16. c '1101 D 2C2 ?) 2 (12.5) 7 7_ td/-21,c c r3'7') 11D 471/ , 351 7�- t42 DATE SHEET f� 2 12 OF BY p'1/k' �t921 Ja 2 .1 let cE (or .bed r 1,, 4(14) wZ7 yc, 161 I- L S 7 * 2J■a� . �%]j 7 P I o eZtt 21,2 rL ✓ I/v 24g 76 or beer • e tiv24 /0611,4) 4Agy 14/27x94 ��- 14,21z57 5-0 p-14 LL z tO s0,6)(Sp) � MO 50� • c l D ti,g(m)to tet*I- Company : Engineers Northwest Designer : Ted M Job Number : • Hot Rolled Steel Design Parameters Label Shape Length[... Lbyy[ft] 1 1 M1 HR1A 1 30 10 Load Combinations PS - �, hoer etri 19,47 14124,e76 Feb 20, 2008 10:12 PM Checked By: Lbzz[ft] Lcomp top...Lcomp bot... Kyy Kzz Cm -yy Cm -zz Cb ry sway z sway 1 1 1 8.5 Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 D +L Yes 1 1 2 2 1.13D +1.75E Yes 1 1.13 3 1.75 3 1.1 D +1.31 E... Yes 1 1.1 3 1.31 2 .75 Member Distributed Loads BLC 1 : D 1 Member Label M1 Direction Start Magnitude[k/ft,... End Magnitude[k/ft,d... Start Location[ft,%] End Location[ft,%] 1 Y 1 -.38 1 -.38 1 0 1 0 Member Distributed Loads (BLC 2 : L) Member Label M1 Direction Y Start Magnitude[k/ft,... End Magnitude[k/ft,d... -.48 -.48 Start Location[ft,%] End Location[ft,%] 0 0 Joint Loads and Enforced Displacements (BLC 3 : E) Joint Label L,D,M Direction Magnitude[k,k -ft in,rad k *s ^2/ft] N2 1 L 1 X 1 -62 Member Point Loads (BLC 1 : D) 11 Member Label M1 Direction Y Magnitude[k,k -ft] -10.5 Location[ft,%] 10.7 • Member Point Loads (BLC 2 : L) 1 1 1 Member Label M1 Direction Y Magnitude[k,k -ft] Location[ft,%] -14 10.7 Member Primary Data 1 Label I Joint J Joint K Joint Rotate(deg) Section /Shape Design List M1 1 N1 N2 HR1A Type Material Design Rules Wide Flange Beam A572Grad... Typical Envelope Member Section Deflections Member Sec x in Ic v [in Ic z in Ic x Rotate [r... lc (n) Uv Ratio Ic (n) Uz Ratio Ic 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.219 2 0 1 0 1 1642.759 2 NC 1 4 min -.015 2 -.447 1 0 1 0 1 805.688 1 NC 1 5 3 max 0 1 -.297 2 0 1 0 1 1213.092 2 NC 1 6 min -.03 2 -.605 1 0 1 0 1 595.235 1 NC 1 7 4 max 0 1 -.201 2 0 1 0 1 1790.897 2 NC 1 8 min -.045 2 -.409 1 0 1 0 1 879.352 1 NC 1 RISA -3D Version 5.0d [C: \RISA- 3d\Segale4DS8.r3d] Page 1 Company : Engineers Northwest Designer : Ted M Job Number : Ni Pr. Feb 20, 2008 12, 14 10:12 PM Checked By: Envelope Member Section Deflections (Continued) Member Sec x in Ic v [inl Ic z in Ic x Rotate Er... Ic (n) Uv Ratio Ic (n) Uz Ratio Ic 9 M1 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 1 2 min -.06 2 0 1 0 1 0 1 NC 1 NC 1 Envelope Member Section Forces Member Sec Axial l Ic v Shear l Ic z Shear l Ic Tor aue[k -ft l lc v -v Momen... Ic z -z Momen... Ic 1 M1 1 max 108.5 2 28.662 1 0 1 0 1 0 1 0 1 2 1 2 min 0 1 14.074 2 0 1 0 1 0 1 0 1 3 1 2 max 108.5 2 22.212 1 0 1 0 1 0 1 - 93.479 2 4 2 0 min 0 1 10.854 2 0 1 0 1 0 1- 190.775 1 5 2- 3 max 108.5 2 -4.232 2 0 1 0 1 0 1- 111.785 2 6 1 15.57 min 0 1 -8.738 1 0 1 0 1 0 1- 227.825 1 7 1 4 max 108.5 2 -7.452 2 0 1 0 1 0 1 - 67.969 2 8 2 -.708 min 0 1 - 15.188 1 0 1 0 1 0 1 -138.1 1 9 min 5 max 108.5 2- 10.673 2 0 1 0 1 0 1 0 1 10 5 min 0 1 - 21.638 1 0 1 0 1 0 1 0 1 Envelo • e Member Section Stresses Member Sec Axiallksil Ic v Shear[... Ic z Shear[... Ic v- To pfksil Ic v- Botfksl Ic z- To pfksl Ic z- Bot[ksil Ic 1 M1 1 max 4.844 2 2.723 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 1.337 2 0 1 0 1 0 1 0 1 0 1 3 2 max 4.844 2 2.11 1 0 1 13.038 1 -6.389 2 0 1 0 1 4 min 0 1 1.031 2 0 1 6.389 2- 13.038 1 0 1 0 1 5 3 max 4.844 2 -.402 2 0 1 15.57 1 -7.64 2 0 1 0 1 6 min 0 1 -.83 1 0 1 7.64 2 -15.57 1 0 1 0 1 7 4 max 4.844 2 -.708 2 0 1 9.438 1 -4.645 2 0 1 0 1 8 min 0 1 -1.443 1 0 1 4.645 2 -9.438 1 0 1 0 1 9 5 max 4.844 2 -1.014 2 0 1 0 1 0 1 0 1 0 1 10 min 0 1 -2.056 1 0 1 0 1 0 1 0 1 0 1 Envelope ASD Steel Code Checks Member Shape Code C... Loc[ft] Ic Shear C... Loc[ft] Dir Ic Fa [ksi] Ft [ksiL Fb y -y [... Fb z -z [... Cb Cmy Cmz ASD Eqn . 1 1 M1 1 W24X761 .599 110.93813 1 .136 ) 0 1 y 11 122.281 1 30 1 37.5 1 33 11 1 .6 1.85 Hot Rolled Steel Section Sets H1 -2 Label Shape Design List Type Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] 82.5 1 2100 1 HR1A W 24X76 Wide Flange Beam A572Grade50 Typical 22.4 2.68 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4DS8.r3d] Page 2 Company : Engineers Northwest Designer : Ted M Job Number : De / duar 4r4q b,". Feb 20, 2008 21,t3 10:15 PM Checked By: • Hot Rolled Steel Design Parameters W2//62 • Label Shape Length[... Lbyy[ft] Lbzz[ft] Lcomp top...Lcomp bot... Kyy 1 1 8.5 1 1 1 1 M1 1 HR1A 1 30 1 10 1 Kzz Cm -yy Cm -zz Cb y swa z sway . 1 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor 1 D +L Yes max 0 1 1 2 1 1 0 1 NC 1 NC 1 2 min 0 2 1.13D +1.75E Yes 0 1 1 1.13 3 1.75 NC 1 3 2 max 0 1 -.145 2 0 1 3 1.1 D +1.31 E... Yes 2 NC 1 1.1 3 1.31 2 .75 2 -.29 1 0 1 0 1 1243.373 1 NC Member Distributed Loads (BLC 1 : D) 1 1 1 Member Label Direction Start Magnitude[k /ft,... End Magnitude[k/ft,d... Start Location[ft,%1 End Location[ft, %] M 1 1 Y 1 -.38 1 -.38 1 0 1 0 Member Distributed Loads (BLC 2 : L) Member Label 1 M1 Direction Start Magnitude[k/ft,... End Magnitude[k/ft ,d... Start Location[ft, %j Y 1 -.48 -.48 0 End Location[ft,%1 0 Joint Loads and Enforced Displacements (BLC 3 : E) 011 Joint Label L,D.M Direction Magnitude[k,k -ft in,rad k`s ^2/ft] N2 L X -118 Member Point Loads Member Label Direction Magnitude[k,k -ft] Location[ft, %] No Data to Print ... Member Primary Data Label I Joint 1 1 1 M1 1 N1 J Joint K Joint Rotate(deg) Section /Shape Design List Type Material Design Rules N2 1 1 1 HR1A 1Wide Flange) Beam 1A572Grad...1 Typical Envelope Member Section Deflections Member Sec x in lc 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.145 2 0 1 0 1 2490.22 2 NC 1 4 min -.035 2 -.29 1 0 1 0 1 1243.373 1 NC 1 5 3 max 0 1 -.203 2 0 1 0 1 1774.282 2 NC 1 6 min -.07 2 -.406 1 0 1 0 1 885.903 1 NC 1 7 4 max 0 1 -.145 2 0 1 0 1 2490.22 2 NC 1 8 min -.105 2 -.29 1 0 1 0 1 1243.373 1 NC 1 9 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 min -.14 2 0 1 0 1 0 1 NC 1 NC 1 RISA -3D Version 5.0d [C: \RISA- 3d \Segale4DS10.r3d] Page 1 • Company : Engineers Northwest Designer : Ted M Job Number : Envelope Member Section Forces D5 `t, ,Pleer Feb 20, 2008 2 r 16 10:15 PM Checked By: Member Sec Axial fkl lc y Shear fk] Ic z Shear[k] Ic Toraue[k -ft] Ic y- 1 M1 1 max 206.5 2 12.9 1 0 1 0 1 0 1 0 1 2 1 2 min 0 1 6.441 2 0 1 0 1 0 1 0 1 3 1 2 max 206.5 2 6.45 1 0 1 0 1 0 1 - 36.231 2 4 2 0 min 0 1 3.22 2 0 1 0 1 0 1 - 72.562 1 5 2 3 max 206.5 2 0 1 0 1 0 1 0 1 - 48.307 2 6 1 9.161 min 0 1 0 1 0 1 0 1 0 1 -96.75 1 7 1 4 max 206.5 2 -3.221 2 0 1 0 1 0 1 - 36.231 2 8 2 -.384 min 0 1 -6.45 1 0 1 0 1 0 1 - 72.563 1 9 min 5 max 206.5 2 -6.441 2 0 1 0 1 0 1 0 1 10 5 min 0 1 -12.9 1 0 1 0 1 0 1 0 1 Envelope Member Section Stresses Member Sec Axial ksi Ic 1 M1 1 max 11.284 2 1.536 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 .767 2 0 1 0 1 0 1 0 1 0 1 3 2 max 11.284 2 .768 1 0 1 6.871 1 -3.431 2 0 1 0 1 4 min 0 1 .384 2 0 1 3.431 2 -6.871 1 0 1 0 1 5 3 max 11.284 2 0 1 0 1 9.161 1 -4.574 2 0 1 0 1 6 min 0 1 0 1 0 1 4.574 2 -9.161 1 0 1 0 1 7 4 max 11.284 2 -.384 2 0 1 6.871 1 -3.431 2 0 1 0 1 8 min 0 1 -.768 1 0 1 3.431 2 -6.871 1 0 1 0 1 9 5 max 11.284 2 -.767 2 0 1 0 1 0 1 0 1 0 1 10 min 0 1 -1.536 1 0 1 0 1 0 1 0 1 0 1 Envelope ASD Steel Code Checks 1 Member Shape Code C... Loc[ft] Ic Shear C... Loc[ft] Dir Ic Fa [ksi] Ft [ksi] Fb y -y [... Fb z -z [... Cb Cmy Cmz ASD Eqn 30 11.6 M1 1W21X621 .678 15 12 Hot Rolled Steel Section Sets .077 0 ly 1 1 21.36 30 1 37.5 .85 1 H1 -1 Label HR1A Shape Design List W21 X62 Wide Flange Type Material Design Rules A [in2] Iyy [in4] Izz [in4] J [in4] Beam A572Grade50 T •ical 1 18.3 1 57.5 J 1330 1 1.83 RISA -3D Version 5.0d [C:\RISA- 3d1Segale4DS10.r3d] Page 2 Company : Engineers Northwest Designer : Ted M Job Number : • Hot Rolled Steel Design Parameters 144 • Feb 20, 2008 10:20 PM Checked By: 2.17 Label Shape Length[... Lbyy[ft] Lbzz[ft] Lcomp top...Lcomp bot... Kyy Kzz 1 M1 I HR1A 1 32.5 1 8.2 1 1 1 1 8.5 1 Cm -yy Cm-zz Cb swa lz sway Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Fact 1 D +L Yes max 0 1 1 2 1 1 0 1 NC 1 NC 1 2 min 0 2 1.13D +1.75E Yes 0 1 1 1.13 3 1.75 NC 1 3 2 max 0 1 -.151 2 0 1 3 1.1D +1.31E... Yes 2 NC 1 1.1 3 1.31 2 .75 2 -.26 1 0 1 0 1 1501.352 1 NC Member Distributed Loads (BLC 1 : D) Member Label Direction Start Ma • nitude k/ft ... End Magnitude k/ft d._. Start Location[ft,%] End Location[ft,%] M 1 Y -.38 -.38 0 1 0 Member Distributed Loads (BLC 2 : L) 1 Member Label Direction Start Magnitude[k /ft,... End Magnitude[k/ft,d... Start Location[ft,% M1 Y -.35 -.35 0 End Location[ft,%] 0 Joint Loads and Enforced Displacements (BLC 3 : E) • 1 1 Joint Label N2 L,D,M Direction Magnitude[k,k -ft in,rad k *s ^2/ft1 X I -148 L Member Point Loads (BLC 1 : D) Member Label M1 Direction Y Magnitude[k,k -ft] -11 Location[ft,%] 24.5 Member Point Loads (BLC 2 : L) Member Label M1 Direction Magnitude(k,k -ft] Y -10.7 Location[ft,%] 24.5 Member Primary Data Label 1 I M1 I Joint J Joint N1 N2 K Joint Rotate(deg) Section /Shape Design List Type Material Design Rules 1 HR1A Wide Flange! Beam IA572Grad...1 Typical Envelope Member Section Deflections Member Sec x in lc y [in c 1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 1 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 -.151 2 0 1 0 1 2584.182 2 NC 1 4 min -.031 2 -.26 1 0 1 0 1 1501.352 1 NC 1 5 3 max 0 1 -.224 2 0 1 0 1 1744.007 2 NC 1 6 min -.063 2 -.385 1 0 1 0 1 1012.467 1 NC 1 7 4 max 0 1 -.171 2 0 1 0 1 2278.579 2 NC 1 8 min -.094 2 -.295 1 0 1 0 1 1321.575 1 NC 1 RISA -3D Version 5.0d MARISA- 3d \Seaale4DS11 _r3d1 Pana 1 Company : Engineers Northwest Designer : Ted M Job Number : DS -GIJ If-Gdthr Feb 20, 2008 r l b 10:20 PM Checked By: •Envelope Member Section Deflections (Continued) Member Sec x in Ic v fin! Ic z in Ic x Rotate fr... Ic (n) Uv Ratio Ic (n) Uz Ratio Ic 9 M1 5 max 0 1 0 1 0 1 0 1 NC 1 NC 1 10 1 2 min -.126 2 0 1 0 1 0 1 NC 1 NC 1 Envelope Member Section Forces Member Sec Axialfkl Ic v Shear l Ic z Shear l Ic Tor quefk -ft l Ic y -y Momen... Ic z -z Momen... Ic 1 M1 1 max 259 2 17.204 1 0 1 0 1 0 1 0 1 2 1 2 min 0 1 10.037 2 0 1 0 1 0 1 0 1 3 1 2 max 259 2 11.273 1 0 1 0 1 0 1 - 67.381 2 4 2 0 min 0 1 6.549 2 0 1 0 1 0 1- 115.687 1 5 2 3 max 259 2 5.342 1 0 1 0 1 0 1- 106.414 2 6 1 9.048 min 0 1 3.06 2 0 1 0 1 0 1- 183.183 1 7 2 4 max 259 2 -.429 2 0 1 0 1 0 1- 117.101 2 8 2 -.033 min 0 1 -.59 1 0 1 0 1 0 1- 202.487 1 9 min 5 max 259 2- 16.348 2 0 1 0 1 0 1 0 1 10 5 min 0 1 - 28.221 1 0 1 0 1 0. 1 0 1 Envelope Member Section Stresses Member Sec Axial ksi Ic v Shear f... Ic z Shear[... Ic -To ksi lc v- Botfksil Ic z- Topfksil Ic z- Bot[ksl Ic 1 M1 1 max 9.35 2 1.304 1 0 1 0 1 0 1 0 1 0 1 2 min 0 1 .761 2 0 1 0 1 0 1 0 1 0 1 3 2 max 9.35 2 .855 1 0 1 5.714 1 -3.328 2 0 1 0 1 4 min 0 1 .496 2 0 1 3.328 2 -5.714 1 0 1 0 1 5 3 max 9.35 2 .405 1 0 1 9.048 1 -5.256 2 0 1 0 1 6 min 0 1 .232 2 0 1 5.256 2 -9.048 1 0 1 0 1 7 4 max 9.35 2 -.033 2 0 1 10.002 1 -5.784 2 0 1 0 1 8 min 0 1 -.045 1 0 1 5.784 2- 10.002 1 0 1 0 1 9 5 max 9.35 2 -1.239 2 0 1 0 1 0 1 0 1 0 1 10 min 0 1 -2.139 1 0 1 0 1 0 1 0 1 0 1 Envelope ASD Steel Code Checks Member Shape Code C... Loc[ft] Ic Shear C... Loc[ft] Dir Ic Fa [ksi] Ft [ksi] Fb y -y [... Fb z -z [... Cb Cmy Cmz ASD Eqn .85 1 H1 -1 W27X941 .562 123.698 .107 1 32.5 1y (1 124.8861 30 1 37.5 30 11 1 .6 Hot Rolled Steel Section Sets Label Shape Design List HR1A 1 W27X94 I Wide Flange Type Beam Material Design Rules A572Grade50 Typical A [in2] Ivy [in4] 27.7 1 124 Izz [in4] J [in4] 3270 1 4.03 • RISA -3D Version 5.0d [C: \RISA- 3d \Segale4DS11.r3dj Page 2 • • 646 041-66 Job#: - Project Name : - Location on project : - ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful SHEETZ / OF 12/19/07 Segale Office W30 beam seat @ corbel, 2nd fir. Beam seat design For WF beams wl bottom notched to sit on joist girders, etc. Assumed load distribution Plate & Beam Fy = WF beam callout = Reaction (R) = Depth over support (h) = Bearing length (L1)= Remaining seat notch length (L2) = Width of added beam seat (w) = Beam seat fillet weld size = Weld electrodes = I.) Shear check 2.) Bending INPUT 36 ks1 W30X108 57.0 kips 7.5 In. 7.0 In. 2.01n. 5.0 In 5116 In. E70 Uu•0 big s e22 :ore Section B -B Slotted plate 5 in. x 7/8 in. x 16 in. Tong Slot = 7 in. long OUTPUT tw = 0.55 in. (web thickness) Fv = .4Fy = 14.40 ksi Vr= Fvtwh= 58.86 kips Shear is O.K. R < =Vr (moment arm) L= M =R *L= Average bearing stress = M PL = tPL= USE bf = tf= A= Ix = Composite I section 3.) Weld pl to web Shearflow @ bearing 4.) Weld pl to web Shearflow to anchor pl 6.67 in. 380.00 k -in. 1.63 ksi 3.32 k -in. 0.860 In. 718 In. 10.500 in. 0.760 in. 15.55 sq.in. 138.29 plate (flange width) (flange thickness) in.4 Sx (top) = 47.02 cu.ln. Sx (bot.) = 30.33 cu.ln. y (bot.) = 4.559 in. fb = 12.53 ksi Fb = .6Fy = 21.60 ksl Section is O.K. fb < =Fb v = VQ/I = 7.50 krn. fv = 16.97 ksi Fv = 21.00 ksl Weld is O.K. fv < =Fv P= MQ /I = 49.60 kips Weld length = 7.00 in. (minimum) Section A -A Ref. :- Designing with steel joists joist girders steel deck by James Fisher, Michael A. West & Julius P. Van de Pas pg. 139 Beam seat 3/5/2008 AISC BMSEAT.XLS • • ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS • PROJECT # SUBJECT PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 5226698 Tie of U DATE SHEET 1 4i 2 ©OF 1) , -ote0 6604 BY MAN 64,9 owe, . end d(; (¢ v 4k k4 2 ),19 r 'l. 4 2.463.) t 6 2. 42-f I F1N'\T ENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 -66980 PROJECT # PROJECT 1-ei4J eefrnertg4 -24 Rr. Level DATE l SHEET 2, 2,1 OF B r /1/!IE/I% • .. 3 ENWENGINEERS NORTHWEST, INC., P.S. • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-669 STRUCTURAL ENGINEERS PROJECT # PROJECT c to ®prey (rhwiv14-5 (4.€2 fir, level) 4981 5: D (,I tCr f, SUBJECT Ll, r 25 h 4D- 0 ,1r 1171 r 2igk wr 4,510).00 ,2I %' 44 '19k 1 2' / . '3,64 @r 4:500 e 1p r ► 2et I141 '2 w' DATE ��jj SHEET .2/ G 2 OF / 4Af BY w /kr Remy Gy�sE4''h 44R1 106 Art r ,3e•~ 491 14/ 143e 21 �rc, ,(og ok 1�t1g9 -- ,G,= e r J,� t tle t , _ w =c /to t,24 Mr 2 ---- ® J t 29,2 R C 4,2� r 6.7(4.6J to { , 29 44 t ✓ ` W A 0 £ r to K r �,0 We 7(0)i' .26 r,SO /14t t5ie 0 _iiiiii rillI -- r ► 25 1Pit net. 4,9 251, , .aD e • V r fr ` ®I i.$(15 e2o =r q2 D ,o D ,, ,� t /.g,ti E ,n&i 7.6179,4 or be 44er • kJtf,c 22 ^ A/z r 1 6 tL r 4t7 Irvi2.$4 /V 41 LP, =,37 W i 22 /V► 2 d tO t , 4fv Mil) , 16 r ,66 " cawci,Gmlive 11/Z4- 0176. • ENGINEERS - NORTHWEST, INC.P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Input = Shaded cells Job number : Job name : Segale Office C epees SHEET 2, 8 OF 4/6/07 SEISMIC IBC 2006 Section 1613.1 / ASCE 7 -05 Section 12.8 Equivalent Lateral Force Procedure - Building design base shear All references below are to ASCE 7 -05 (U.N.O.) Input Basic Seismic-Force- Resisting System = NBN M1 Inverted pendulum type structures (except elevated tanks, vessels, bins 8 hoppers) Basic Seismic - Force - Resisting System = NBN = Nonbuilding Structures NOT Similar to Buildings Is this considered a Building Structure ? N Section 15.1.1 - for Nonbuilding Structure definition. Is Diaphragm considered Flexible? Y Section 12.3.1 hn = 14.00 ft. height to top level in main portion of structure (abv.base) Section 11.3 Ss = 1.429 Spectral response acceleration at 0.2 seconds for Site Class B. S1 = 0.489 Spectral response acceleration at 1.0 seconds for Site Class B. TL = 6 Long -period transition period Figure 22 -15 thru 22 -20 Site Class (soil) = D Section 20.1 Soil properties "D" is default unless the Geotech data orBuilding Occupancy Category = II Table 1 -1 page 3 Official thinks it is Site Class "E' or "F ". Top of wall etevation (parapet) = Elevation of top of wall lateral support (max.) = roof high point (minimum parapet) Elevation of top of wall lateral support (min.) = 13.50 ft. 'roof low point (maximum parapet) No height limit 15.50 ft. 14.60 ft. Output W = Building weight (# or kips) Site Coefficient Fa = 1.000 Table 11.4 -1 Site Coefficient Fv = 1.511 Table 11.4 -2 Sms = 1.429 Sms = FaSs Section 11.4.3 (Eq. 11.4-1) Sm1 = 0.739 Sm1 = FvS1 Section 11.4.3 (Eq. 11.4 -2) Sds = 0.953 Sds = 2/3Sms Section 11.4.4 (Eq. 11.4 -3) Sd1 = 0.493 Sd1 = 2/3Sm1 Section 11.4.4 (Eq. 11.4 -4) Seismic Design Category (SDC) = D Section 11.6 & Tables 11.6 -1 & 11.6 -2 To = 0.103 0.2Sd1 /Sds Section 11.4.5 Ts = 0.517 Sd1 /Sds Section 11.4.5 Ct = 0.02 Section 12.8.2.1 Table 12.8 -2 Table 12.8 -1 Period = T = 0.145 seconds - Sectionl2.8.2.1 (Eq. 12.8-7) Cu = 1.4 Sa = 0.953 Section 11.4.5 (Eq. 11.45)or (Eq.11.4 -6)or (Eq. 11.4 -7) R = 2 Table 12.2 -1 Response Modification Coefficient (reduces forces to USD) 00 = 2 System Overstrength Factor modified for flexible diaphragm Cd = 2 Deflection Amplification Factor for use in Sections 12.8.6, 12.8.7 & 12.9.2 IE = 1 Occupancy Importance Factor - Table 11.5 -1 Detailing Reference Section = Cs calc. = 0.477 Section 12.8.1.1 (Eq. 12.8 -2) Cs max. = 1.700 Section 12.8.1.1 (Eq. 12.8 -3 & Eq. 12.8 -4) Cs min. = 0.010 Section 12.8.1.1 (Eq. 12.85 & Eq. 12.8 -6) Cs use = 0.477 Section 12.8.1.1 (Eq. 12.8 -2 thru Eq. 12.8 -6) Vu design = 0.477 *W At strength level USD (Eq. 12.8 -1) V design = 0.334 *W Working (0.7*E ) ASD Ev = 0.191 *D =44-.2 Sds D (Eq. 12.4-4) - May be Zero for proportioning foundations. Diaphragms wp = The weight tributary to the diaphragm at that level Fpu calc. = 0.477 *wp (Eqs. 12.8 -2 thru 12.8 -6 above) Fpu min.= 0.191 *wp (min. Section 12.10.1.1) Fpu max.= 0.381 *wp (max. Section 12.10.1.1) Fpu design = 0.381 *wp USD Fp design = 0.267 *wp ASD (0.7*USD) • • 12/17/2008 EQ. ASCE7- 05Seismic.xls EIN\V ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS efr6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 ..6690 PROJECT # PROJECT gP b Orb-c& A SUBJECT gfifeeteQ •. G � 1,yyd '(# j `t/jvei / SHEET .2/ 2 4 OF !J BY" /1/44 DATE DL 4. setseptc reitF : 15p -4'- 3'ft:04(45 /95ros1) r `El- , (VAS J(3 )&7)/75 , '1011 454 e ate: (11 C leP "rb pet /n4, ` 134 ) Pt ` IDfDt tSJ tevk reef, 693) 671e SperINCS t 7 rc 7 i Peg 90k, 4-1tc lrvesi -' egf5 O, Pc 111. DL _464505 Y lek webs f 144 -50j _ 97ksteckcs 7 71,e 4194 ��4wv r 7 V r 11 W 7ft lrvvir&&t Siiftte fur9 ,4 g D C �rzb c 2,0 �r :D L r r3ak eetf r X33bfJ c 25k q. e6,015, vvratr'vr lap Nom' 3(364) 2 /, 4( `2.0 .d 2$ Lc ec4V ), a, r,t 11SOJ1-¢(2) r 42�G. rI • efri44. a-d 4460 vy3 r 2!� NW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS ir6869 WOODLAWN AVE. N. E, #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522669 PROJECT # PROJECT geld do e SUBJECT (41/1407 - l 4-er,p1 (24 4r. 'eve!) (e-1444g - Witting • A , gC3g) n (119) 1417102 4" DATE �} C, SHEET 2 / ��+ 55 OF BY ,(11"`7 �pp,'��j • New L 3;<N6 frr 6631er • kfite4 D,k. �;: _ 6 r � S� Mole c 1 5..5//h 3 �j�v1 �a ih it? 4 ?Z ; AZ 57200 r 9t k . r 1 /5,51 ' ti7,tksi 9 'Bk• 1 '19b 1 r Z -r 17 1 C - 2 2, 21.es, tQ Ok. wel�/ 2� ge Wirj rl4 " Ok r w' tulle Piet g t.4 (444) ok, •ENW PROJECT # ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 -669 • SUBJECT C D es etfite Atiri4e 4 J 'PA' vr 113(7.q) f 9,7k. ACP 1 , L44x��O !V =2C2)V 7,6k �._ ..4i • epci tiZ DATE SHEET 2,2k OF BY P e IrS) 645 ,D) vety,714 wit 9,76c,c) 6,1,0,013:c l'5'v (116) lee 5/ 41 ee` emipot F r7R 1,5 Gto 44,04 4r; , 440 t 1+,07)14 r 11 7 l I be 'Pic t 36 le i 2" k c 4c6. ao a` -, 1¢ c 1,1514-' (7) '- 4 7 ', r, e A t 1%"67c t4N TIFF iy D c r til x'(1,7) _ 'r l t bt Der 75 -- Vt e 6124)'(v) 3lo E C4k 61c . eree¢,, ' 132 1e4 low, • • • • ENGINEERS- NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING Property of Engineers Northwest, Inc., Seattle - JOB # 1 PROJECT NAME : Segale SHEARWALL MK : canopies- front fin ftgs SHEET,? OF rev.12/07/05 Use by others unlawful P1 =0 P2 = 30 •- P3 = 0 Load Comb. W160 % DL WALL HT. (ft.) = 12.5 O.T.M. (k-ft.) = 116 LI (ft.)= 4.16 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 2 FTG. LENGTH (ft.) = 9.5 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = IA WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.95 0.450 ksf 12.5 ft 36. in. 4.15 ft 1.2 ft. 4.15 ft 7. ft. 18. in. 4000 psi 60000 psi 1.4 O.k 30.k O.k O.k 0. ft. 116. k-ft. 0.60 O.T.M. LEFT 1.28 0.000 ksf 3.702 ksf 3.14 ft. 193 k -ft. Mu DESIGN= BOT. A - REQD.= VuDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = T 4 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) oi DIST. X = 0 P4 = 0 L2 (ft.)= 1.2 L3 (ft.)= 4.15 t (In)= 18 B (ft.)= 7 SOIL BRG.(rt.) (OTM rt.) (ft.)= 3.14 2. ft 0.120 kcf 0.150 kcf 9.5 ft. 66.5 sq.ft. Vertical loads @ left end SUM P1 -P4 = 30.k @ wall ctr. WALL DL = 7.83k (inc.to T.O.F.) @ right end SOIL DL. = 15.1k (above ftg.) @ distance x FTG. DL. = 14.96k (from left E.O.W.) SUM P = 67.89k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown Toads assumed to be DL 60 % DL = 40.73k O.T.M. RIGHT F.S. must be > =1.0 1.28 F.S. must be > =1.0 3.702 ksf 0.000 ksf 3.14 ft. 193 k -ft. 230 k-ft t- it 7 505-, 64 './1,1) 3.92 sq.in. PER FTG.WIDTH @ d = t -4" 74.13 k 126.44 k @ d = t- 4 "(w /o ties) NOT REQ'D. @ d = t -4" NOT REQ'D. = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.6 Dead Load was used for calculating the F.S. Page 1 12/182008 WALLOT.XLS EIN'\\T ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # SUBJECT PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-669. DATE SHEET 2,28 OF BY /144 041 1-. e p� oot . '2r 7~ w�w Wire 1,g. , X 1,5" f /.r', t G�0p'i% 'S -f 6 z cpp e-r-' f/t th lefer 24% er b-e ter/ (e 1444 04) jetof ; • et,/ one4, Ito bylp r (4440-0, z 2 (/64) 3/td >16, ek 11 0144/W 4c 4-rzek tWeizure • or NW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522 -669. PROJECT # PROJECT 1e DATE SUBJECT 2, �%� 144 � 7 SHEET 2 210F BY 4444/ soOrP p I'uP c ' etW f ; riff , tio dole, 0/-toffs Pl4frim ) 74% J I O h & .€t ++X t gL.4" .14t 4ga4" (2 4 e l "5g. (b -evict • 7.c(60) t 4.0# 40-0( www • 4c 9 tm,r e 6611404,1&e _ ,14" 5'14 f 0Ic. 646w i % t 4e /� c�ea, t 6 f4 m4 ,e,41 Z,1 kr &k C v V -i5 " rlii 4/14 " r '(2)- 4 e We )6e.4,04 r / V /7 n �i • 2001 North American Specification w/2004 Supplement ASD DATE: 8/20/2009 loile AR-lee SECTION DESIGNATION: 362S162-33 Single INPUT PROPERTIES: Web Height = Top Flange = Bottom Flange = Stiffening Lip = Punchout Width = 3.625 in 1.625 in 1.625 in 0.500 in 1.500 in Ceiling Solver Design Data - Simple Span Joist Span 7.50 ft Joist Spacing 24.0 in Dead Load = 12.0 psf 4 ,irk j'exi5 Steel Thickness = 0.0346 in Inside Corner Radius = 0.0765 in Yield Stress, Fy = 33.0 ksi Fy With Cold -Work, Fya = 33.0 ksi Punchout Length = 4.000 in Deflection Limit L/240 DL Multiplied by 1.00 for Strength Checks Check Flexure Input Flexural Bracing: None Cb = 1.14 Me = 614 Ft -Lb My = 836 Ft -Lb Mc = 578 Ft -Lb Sc /Sf = 0.94 Mmax = 169 Ft -Lb <= Ma = 326 Ft -Lb Check Deflection Deflection Limit: L/240 Maximum Deflection = 0.105 in • Deflection Ratio = U856 Check Shear Vmax = 90 Ib (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 1024 Ib >= Vmax Check Web Crippling Rmax = 90 Ib (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 165 Ib >= Rmax, stiffeners not required .2,10 0 mw 0 0.56 My < Me < 2.78 My • 1 • ENGINEERS NORTHWEST, INC., P.S. – STRUCTURAL ENGINEERS .ENM 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522669! PROJECT # PROJECT yP1/4ie 12 407 DATE SUBJECT revgeve 2ry (-Leer e SHEET 2, 1 OF BY /AM/ 36 14 ns -ti b72i z2,7 4r75.k_1 nit 5 (1319) ei ` OIG rtivx G2 (1) IZ13 ± nwt 74 V'A C LLB n. = 1129 ry (KO& 4n, Gil 7,201)-/- C2 iO)416 f 1.61, r ` 12,5 /14/t k' ra4 D4 r� h rase wyBxt £ r tS:!.n 'r' e (9t 5 6303f'2 44e lit ham, pen 71 Pt 5,51,' 1 't k W L 2z 14. ®r 6e ik mcQ ✓ 4h eft L • GI ix 25 'ay: /1 t 12 carM • tot . = /�G ir$ 4 ;tell Arrteni . 4-0/ — P = 5 fCteDt, 5o) z 4(v3) i k • Ofiti) N6z Oki OE NW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-669 PROJECT # PROJECT cep & -6 %`� revff, 2ryAt 4l' eel"' 7 I SUBJECT PS-I( • g(1 g) ray c ,'55' fir. 6411 w3 4 4, 9'i )1?/2c' IL tedillq)4q"` 47° DATE SHEET BY 2,32OF 44 4 1#(1,2)f-- 4- l Cif) 344 LO icex ri'll$rsf' r, r1,,a�at)r /,(Ok f It19 (12,7 J Q � / 44r W113'52 1.0% • • ENW 1 PROJECT # ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS SUBJECT /(Fail-P5 PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 -669 46 2yaie 2 '4607 DATE SHEET 2, 95 BY bL t 704" Amiiig ggylvis Cc, leer¢ L GI 2625) Me 136 • r fvfi fratm, n leek 10 °trite, 6164 swK6 jt)7k t,275 44e 4,5k G Z,e 1 0,d ,25 re—cif • 1,7 Cu Z '3/019) 1441 it s, , 014 G(L 404 , 21 e ' /g9 , ig5k' 5 "5 ✓/1 11,1k' Ole 6i2.e2.,7 7;7 5/2 L 11,5 tv/z3,2.4A.ey 5-e el 7 r:2,.0'( I ` 19 ` ti ` G9d t LRe t [. , 44 we tb' Glb f( 20 1440 c G/3 toW /2,7 r 4 4 6`! 12,7i441 rt, 'dt 061 ENW • PROJECT # SUBJECT ENGINEERS NORTHWEST, INC., P.S. PROJECT STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 -6698 DATE SHEET OF BY 44/4/1/ Ma '2,75 4-% 3%2u 3Ax4 Ac 1,19 Gel fkoi L '2 ( t , 7 t Wk 1#5 '1. `�' • r/ ,5 k4f 4 r �j l • •E NONENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 -6698 PROJECT # SUBJECT G d /VW) t/{'5 PROJECT cl ale t" te,e '" l Sky • ;.lt3L.�2- ei �s IA'TL ( 12P 2��L l\-w� wtethA �t V�.• deaet3 lo. t,tt 4 2D : 4#-di aledkg 0) ` ` (2) rip�D/r : , c l7g 02) a 795 elh' W1 /769 il H , t. t ass trztA ek a6c. DATE SHEET ' 1 OF 6 By /14441 fig k ';)1C,6 (see OLGif (44.) n • Company : Engineers Northwest Designer : ENW Job Number : cegetie Me -24k-ty eelawfrts Jan 22, 2010 , 2 12:06 PM Checked By4 • Basic Load Cases • BLC Description Category X Gravity Y Gravity Joint Point Distributed 1 TL None 4 2 T -D/ D -T None 4 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 TL Yes 1 2 T -D/ D -T Yes 2 1 3 Yes 4 Yes 5 Yes Member Primary Data Label 1 Joint J Joint Rotate(deq) Section/She n List T Material Design Rul 1 M1 N1 N2 15 HR1A WF 14 Column A500 46 Typical 2 M2 N2 N3 H1 -1 HR1A WF 14 Column A500 46 Typical Enve lope ASD Steel Code Checks Member Sha Code Che... Loc[ftl lc Shear Ch... Loc(fil tc F Ft ASD Ean 1 M1 TU8X8X6 .795 15 1 .005 0 2 22.888 27.6 30.36 1.75 .6 H1 -1 2 M2 TU8X8X6 .428 0 2 .004 0 1 22.888 27.6 30.36 1.... .99 H1 -1 Joint Coordinates and Temperatures • Label X (ft Y [ft 1 N1 0 0 0 2 N2 0 15 0 3 N3 0 30 0 Joint Loads and Enforced Displacements (BLC 1: TL) Joint Label L.D.M Direction . CA 1 N2 L Y -110 2 N2 L M -2.4 3 N3 L Y -86 4 N3 L M 5.9 Joint Loads and Enforced Displacements (BLC 2 : T- D /D -T) Joint Label L . M it _ *cA 1 N2 L Y -89 2 N2 L M -15 3 N3 L Y -86 4 N3 L M 5.9 RISA -2D Version 6.0 [C :\RISA- 2d \SegaleRDS5.r2d] Page 4 • fir NWENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS PROJECT # SUBJECT PROJECT Fin 6869. WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 - 669> 6eiede 2 4 le2/ Wt4e DATE 3 SHEET J. ✓ OF BY / /ITV V ��/ t,4- -- �e 'ad • LC, (I) ,91)-±E ithA l7f (2) 1,2J) +, 5 Z f, 7s & t-t Ife 15' 5 to • • SmutTETA . ENGINEERS PROJECT: CLIENT : JOB NO. : refitte 7 6✓ - &P1. /I PAGE : 14 (w +—ease r 001,1 4ESIGN BY : /i44/17 DATE : REVIEW BY : Shear Wall Design Based on ACI 318 -02 INPUT DATA CONCRETE STRENGTH REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD DESIGN SUMMARY fc' = 4 ksi SHEAR WALL LENGTH fy = 60 ksi SHEAR WALL THICKNESS L = 3.50 ft t = 14.00 in Pu = 198 k Mu = 170 ft-k • END REINFORCING 4 # 4 Vu = 6 k WALL HORIZ. REINF 2 # 4 10 in o.c. WALL VERT. REINF 2 # 4 @ 10 in o.c. LENGTH OF SHEAR WALL L = 3.5 ft THICKNESS OF WALL t = 14 in DEPTH AT FLANGE D = 9 in WIDTH AT FLANGE B - t4 in TOTAL WALL HEIGHT TO TOP hW = 15 ft REINF. BARS AT BULB 4 ' 4 WALL DIST. HORIZ. REINF. 2 # 4 10 in. o.c. WALL DIST. VERT. REINF. 2 # 4 10 in. o.c. HOOP REINF - WIDTH, B, DIR. 2 legs of # 4 HOOP REINF - LENGTH DIR. 2 legs of # 4 'THE WALL DESIGN IS ADEQUATE. L tB t L— ANALYSIS Pn (k) 1200 1000 800 600 400 200 0 -200 -400 400 600 800 1 Mn (ft-k) 0 1 fy/Es L FORCE DIAGRAM C f 0 0 0 0 STRAIN DIAGRAM I CHECK SHEAR CAPACITY THE MINIMUM REINFORCEMENT RATIOS ARE GIVEN BY ACl 318-02 SECTION 21.7.2.1 AND SECTION 14.3 AS ON )Ra, = 0.0020 [ for Acv (fc)a'' = 37.19 kips > Vu , and bar size #4 horizontal] (Pv )ter,. = 0.0012 [ for Acv (fc °.5 = 37.19 kips > Vu , and bar size #4 vertical] where Acv = 588 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) THE PROVIDED REINFORCEMENT RATIOS ARE Pn = 0.0029 > (Pn )Rai. Pv = 0.0029 > (Pv )RVR. ]Satisfactory] [Satisfactory] The proposed spacing is less than the maximum permissible value of 19 in and is satisfactory. Since wall Vu < 2 Acv (fc')° 5 , one curtain reinforcement required. (ACI 318 -02, Sec21.7.Z2) THE DESIGN SHEAR FORCE IS GIVEN BY ACI 318 -02 SECTION 21.7.4.1 & 21.7.4.4 AS 4)11, =MIN [ 4 Acv (O,: (fc ')° 5 - PR fy). 0 8 Acv (fc')a.5 j = 105.11 kips > Vu [Satisfactory] where 4 = 0.6 (conservatively, ACI 318-05 9.3.4 a) a,= 2.0 (for h,, /L = 4.29 >2) Pv > Pn {Satisfactory] (only for h„, / L > 2.0. AC1 318-02 Sec. 21.7.4.3) 0 '3,5 CHECK FLEXURAL & AXIAL CAPACITY v ttie — 06y 4/14 /1/144/ THE MAXIMUM DESIGN AXIAL LOAD STRENGTH, ACI 3x8 -02, Sec. 21.7.5.1 & Eq.(10 -2), IS (wellt r Cad P,na,, =0.8 4 [ 0.85 fc* (Ag - Ast) + fy Asti = 1127 kips. > Pu [Satisfactory] where 4 = 0.65 (ACI 318-02, Sec_9.3.2.2) Ag = 588 in2. Ast = 2.96 in2. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 408 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-02 SEC. 10.3.2 AS Sc = 0.003 AND Et = fy / Es = 0.002069. THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Ec / (Ec + Es) = 22 in a = Cb 31 = 19 in = 0.48 + 83 E1 = 0.652 (AC1 318-02, Fig. R9.3.2) where d = (L -0.5D) = 37.5 in = 0.85 ( ACI 318-02, Sec. 102.7.3 ) THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 588 kips AND 668 ft-kips. IN ACCORDANCE WITH ACI SEC. 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS • Mn = 0.9 Mn = 310 ft -kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — ¢Pn=- 0.9MIN(AstFy,3.30-54Lt)= -160 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. to Pn (kips) ¢ Mn (fps) AT AXIAL LOAD ONLY = 1127 0 AT MAXIMUM LOAD = 1127 408 AT 0 % TENSION = 1063 469 AT 25 % TENSION = 899 585 AT 50 % TENSION = 773 637 AT E t= 0.002 = 596 666 AT BALANCED CONDITION = 588 668 ATst =0.005 = 447 786 AT FLEXURE ONLY = 0 310 AT TENSION ONLY = -160 0 THE DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS Mn = 562 ft-kips > Mu [Satisfactory] where 4, = Min[0.9, Max(0.48 + 83 6 , 0.65)] = 0.900 (ACI 318 -02, Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI SECTION 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 Su) and fc < 0.2 fc' [Satisfactory] where c = 9 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.3 In. (design displacement, assume 0.007hw as a conservative short cut, see ACt 318 -02 Sec. 21.7.6.2a. ) fc = (Pu / A) + (Mu y / I) = 0.800 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu loads. ) y = 21 In. ( distance from the extreme compression fiber to neutral axis at Pu & Mu Toads. ) A = 612 in2. ( area of transformed section. ) = 891936 1n4. ( moment of inertia of transformed section_ ) And the longitudinal reinforcement ratio at the wall end = 0.006 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c-0.1 L, 0.5c) = 4.45 in. ( ACI 318-02, Sec. 21.7.6.4) The maximum hoop spacing = MINI B/4 , 6db , 6 , 4 +(14 -hx)/3 ] = 8 in.o.c. ( ACI 318 -02, Sec. 21.4.4.2 & 21.7.6.5a ) Ash, a DIR = (0.09 s he fc' ) / fyh = N/A in2. Ash, L DIR = (0.09 s he fc ) / fyh = N/A in2. • • • • EN ° •PAGE PROJECT IENT JOB NO.: 7/ g� � DESIGN BE: 4,1 , 70/ 71 +I G DATE : REVIEW BY: STRUCTURAL ESCINEERS Seism c Anatysis /Based;on318GTO61CBC 071(EquivalentiLrateranEi rce Procediiii ASCElAE12 ?8) Put INPUT DATA Typical floor height Typical floor weight Number of floors Importance factor (ASCE 11.5.1) Building location Site class (A, B, C, D, E, F) The coefficient (ASCE Tab 12.8 -2) The coefficient(ASCE Tab. 12.2.1) hn = W = h = w, = n = I = Zip Code C, = R 30.0 4,616 DESIGN SUMMARY 15 ft Total base shear 2308 k V = 0.19 W, (SD) = 879 k, (SD) 2 = 0.14 W, (ASD) = 628 k, (ASD) 1 (IBC Tab.1604.5) Seismic design category = D 98188 Latitude: 47.45 D (If no soil report, use D) Longitude: - 122.279 0.02 Ss = 142.886 %9 , Sms = 1.429 g , Fe = 1.000 = 6 S1 = 48.945 %g , Smi = 0.739 g , F, = 1.511 Sr* = 0.953 g , S01 = 0.493 g ft k = 1.00 • (ASCE 12.8.3, pg 130) X = 0.75 , (ASCE Tab 12.8 -2) k Ewxhk = 103,860 T. = C, (hn)x = 0.26 Sec, (ASCE 12.8.2.1) VERTICAL DISTRIBUTION OF LATERAL FORCES Level No. Level Name Floor to floor Height ft Height h, ft Weight Lateral force (5 each level Diaphragm force w, w,h,k C,,, F, V, O. M. k k k k -ft IF, MI Fp, k k k 2 1 Roof 2nd Ground 15.00 15.00 30.0 15.0 0.0 2,308 69,240 0.667 586.3 586.3 2,308 34,620 0.333 293.1 8,794 879.4 21,985 '07—gz• \ r LI\ Li 586.3 2,308 586 879.4 4,616 440 fl i 612. 4 • ENGINEERS - NORTHWEST, INC.P.S. SHEET 411 OF 6869 WOODLAWN AVE. N.E. (SUITE 205) 4/6/07 SEATTLE, WA. 98115 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful Input = Shaded cells Job number : Job name : Segale Office, 2-story Se9ae dritice - 2 46m7 r SEISMIC IBC 2006 Section 1613.1 / ASCE 7 -05 Section 12.8 Equivalent Lateral Force Procedure - Building design base shear All references below are to ASCE 7 -05 (U.N.O.) input Basic Seismic- Force- Resisting System = Basic Seismic-Force- Resisting System = Is this considered a Building Structure ? Is Diaphragm considered Flexible? hn = Ss = 81 = T� = Site Class (soil) = Occupancy Category = Top of wall elevation (parapet) = Elevation of top of wall lateral support (max.) = Elevation of top of wall lateral support (min.) = Al Special reinforced concrete shear walls BWS Y Y 30.00 ft. 1.429 Site Coefficient Fa = Site Coefficient Fv = Sms = Sm1 = Sds = Sd1 = Seismic Design Category (SDC) = To = Ts = Ct = Period = T = Sa = R= S2o = Cd = 0.489 6 D II 33.70 ft. 30.00 ft. 30.00 ft. = Bearing Wall System Section 15.1.1 - for Nonbuilding Structure definition. Section 12.3.1 height to top level in main portion of structure (abv.base) Section 11.3 Spectral response acceleration at 0.2 seconds for Site Class B. Spectral response acceleration at 1.0 seconds for Site Class B. Long -period transition period Figure 22 -15 thru 22 -20 Section 20.1 Soil properties "D" is default unless the Geotech data orBuitding Table 1 -1 page 3 Official thinks it is Site Class "E "or "F ". roof high point (minimum parapet) roof low point (maximum parapet) Output 1.000 Table 11.4 -1 1.541 Table 11.4 -2 W = Building weight (# or kips) 1.429 Sms = FaSs Section 11.4.3 (Eq. 11.4 -1) 0.739 Sm1 = FvS1 Section 11.4.3 (Eq. 11.4 -2) 0.953 Sds = 2/3Sms Section 11.4.4 (Eq. 11.4 -3) 0.493 Sd1 = 2/3Sml Section 11.4.4 (Eq. 11.4 -4) Section 11.6 & Tables 11.6 -1 & 11.6 -2 0.2Sd1 /Sds Section 11.4.5 Sd1 /Sds Section 11.4.5 Section 12.8.2.1 Table 12.8 -2 Table 12.8 -1 seconds - Section12.8.2.1 (Eq. 12.8 -7) Cu = 1.4 Section 11.4.5 (Eq. 11.4 -5)or (Eq.11.4 -6)or (Eq. 11.4 -7) Table 12.2 -1 Response Modification Coefficient (reduces forces to USD) System Overstrength Factor modified for flexible diaphragm Deflection Amplification Factor for use in Sections 12.8.6, 12.8.7 & 12.9.2 Occupancy Importance Factor - Table 11.5 -1 D 0.103 0.517 0.02 0.256 0.953 5 2 5 le = 1 Detailing Reference Section = 14.2 Cs calc. = 0.191 Cs max. = 0.385 Cs min. = 0.010 Cs use = 0.191 Vu design = 0.191 V design = 0.134 Ev = Section 12.8.1.1 (Eq. 12.8 -2) Section 12.8.1.1 (Eq. 12.8 -3 & Eq. 12.8 -4) Section 12.8.1.1 (Eq. 12.8 -5 & Eq. 12.8 -6) Section 12.8.1.1 (Eq. 12.8 -2 thru Eq. 12.8 -6) *1N At strength level USD (Eq. 12.8 -1) Working (0.7*E ) ASD 0.191 *0 = +1-.2 Sds D (Eq. 12.4 -4) - May be Zero for proportioning foundations. Diaphragms Fpu calc. = Fpu min.= Fpu max. = Fpu design = Fp design = • wp = The weight tributary to the diaphragm at that level 0.191 *wp (Eqs. 12.8 -2 thru 12.8-6 above) 0.191 *wp (min. Section 12.10.1.1) 0.381 *wp (max. Section 12.10.1.1) 0.191 *wp USD 0.133 *wp ASD (0.7*USD) 9/25/2009 EQ. ASCE7 -05Seismic ENW • ENGINEERS NORTHWEST, INC., P.S. ^• STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT # PROJECT Se 4Ge Dkfa < '2 L'� ��d�"j/ DATE SUBJECT Se/404,e t #' 1 - 2 �j �/�/ SHEET /�, /O�F% BY A4[" DL Cdr Pets/ ; teo4- DL t 2,5 et. • oVf1 2; taeoktn -1? //3 n on e 4' ,bh lirriers -� 1, S V fJ ft4 6 " frivr , f 2.Gn (e'1, (Pin en' 11�, 5194. rg� f 6,e 440M • n �4 ( Op4 3 _ r tlt2 cj" 419:1 (Pef; ft_mkel5) f(tier 4.8 i e,eierfbr ,P/'nS fod1 50k. ft Or (1 e 44411 144 oreerksi pAt/470/4e n /4/10 � C61'2 F � a n •DL = ;60c. 4 "m. -� Gil 12 pcdeek ¢,6. n )egft 43,6 " ,1tAlff 1,5n PrfY`k. 4 1, 5 ee Ii. 1 W 1,2112)fA.telo) *I,s`2)14o `�Ft cf i two rod ; we 2042)+6,7(00)f •S(/O)r ,S6 [ SC4b3J1(tafta� = 3�. Sk grti0 t 4.e 3; 0 25 , 0'3 gr' r' 5(40S)1(4)1. �4k rte 12 �4 � �,3 'e 2� -�a C� 6 201 ,P1* 1. ?(42)/!d ,Pigs = 92k 1' 2 � 3%k J L 1/44r.i'"/ "U5 (16° /13f) tc) ed44-191 1 (tfra /eyed ; Aak @ toad Z /5(7,5;)//25 IC/1( 64411 W L Iok, ('ei M. 2,24J 12,ret r te00)115 116ie W t 74.k ( h h ENW • PROJECT # SUBJECT ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 5226698 4Eple Miae - 2- 0e7 1'541. 1-o et, level W = 31 76OOf) = 475k -e t041/$&) a _ 6g0k -� /(35,5')t 2(19-j = 9 qk 4. i L k 4- 156 t 1 fek 1661k 2>4_ (1,1=1,;) • Sets. lea, teve1-- riff SPQnteir 'PI fig ;�►� -,r61s Ptildifr/s6 W z 9, 34-e (4 t d 740k oe-r -r 780 01 ) 632k fp, X 2192 X 2(37) 25I k P,'ris -e 3l c ?10k t41«'41 tDf74 = 264k ettfrieros DATE SHEET 4,4. OF BY /144V r t 256 sec, w t 4r93k Level h W WA % V f /4 by", ce f Sc' X5&9 47 V70 1 C 1l44 9 4/204' "2,11,4 15' 3124 4 t(4 ,5D '314k 47101' DhZPhrg9 • 403 93 930 j, o 28k .26PS)wpx, , 4�sns)to/pa Levei W W Yx 11:. 11. . - wr.�u. i2 n I2 f t5 &9 WO 4 314 , 2D 314k 219 5.9g 3i4k ''l 124 403 628 ,114. 449 qg ,1110k, S9Fk NW ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS if6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT (,(fiete D M-te "2 7 W%(/ DATE SUBJECT '2444 � / - p r i4 h ! r f y / q 7 ✓ SHEET 4-i 5 • /•n�OF ' K GI" t 151 BY /�vV1 eiewto4 + "el" ' 127_4 o /21,C ' 41 Q to" 24' , e b 3 5 1D 29,5 15'1 4 t4" IS' 4,29 5 b 7 ✓ i3 1,4 1,5 ti6 1,7 t8 14 20 21 22 23 Z4 25 26 27 2f • So 31 32 '33 n 11 ,n n h w P1 41 n II AI n Pi ►Y n ✓1 4► n P4 41 ,1 v1 If n N 41 h N 4'1 ►► h ti r► h 1• 11 n n • X, f' . 4 ©, S ' 58,5 to o f6,1, f,' 5'5,f � vi 2 5D,1S/ 0,5 n t0,5, li7' " 40,5'; n 70,5, n t00,5, n h t 34, 5,, n PI G, M, z 160,5 y^ II ,,, oa I' rl „ (145,q;55,.5) r�220,6' n n Grjr(e,,7p 1, if pi 1, 0,5 109,7 ' r. 4-0,C 1 i " 10,5' 11 t/00,7 / h 1,, X30,5 i n 1,66,5' ' ►1 n l'50,5" , h n 'b,5, n to 29x,5, 0 ., 210,f' ii 41 n n 54 iD" 28' '54 t 4" 1S' 4, 2, r1 n P4 41 ►I h ►I 4, h •I YI 14 11 (. i n n .. h " N L 45; ,671 'T85, 44, t7, 10,E E " 40,5 70,5' 11 t ett s' I$9,3j MC it n 40,5 n 7 0, 5 1,00,5' a° -n n N si n 4'l 41 • Title : Dsgnr: Description : Scope : Job # Date: 1:35PM, 28 SEP 09 Rev: 580002 User: KW-0606898, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Rigid Diaphragm Torsional Analysis Segale, 2nd flr. diaphragm General Information 44 Page 1 SEGALE2STY1. EC W: Calculations Y -Y Axis Shear .28.00 Min. X Axis Ecc X -X Axis Shear 628 1 k Min. Y Axis Ecc ...Shears are applied on each axis separately X Axis Center of Mass Y Axis Center of Mass Max X Dimension Max Y Dimension 145.50 ft 55.50 ft 291.00 ft 111.00ft Wall Data Label Thickness in Length ft Height ft Wall Xcg ft Wall Ycg ft Wall Angle deg CCW Wall End Fixity E 1 9.250 24.300 15.000 40.500 55.500 90.0 Fix -Pin 1.0 2 9.250 25.000 15.000 163.500 55.500 90.0 Fix -Pin 1.0 3 9.250 24.300 15.000 250.500 55.500 90.0 Fix -Pin 1.0 4 14.000 3.000 15.000 10.500 1.700 90.0 Fix -Pin 1.0 5 14.000 3.000 15.000 40.500 1.700 90.0 Fix -Pin 1.0 6 14.000 3.000 15.000 70.500 1.700 90.0 Fix-Pin 1.0 7 14.000 3.000 15.000 100.500 1.700 90.0 Fix -Pin 1.0 8 14.000 3.000 15.000 130.500 1.700 90.0 Fix -Pin 1.0 9 14.000 3.000 15.000 160.500 1.700 90.0 Fix -Pin 1.0 10 14.000 3.000 15.000 190.500 1.700 90.0 Fix -Pin 1.0 11 14.000 3.000 15.000 220.500 1.700 90.0 Fix -Pin 1.0 12 14.000 • 3.000 15.000 250.500 1.700 90.0 Fix-Pin 1.0 13 14.000 3.000 15.000 280.500 1.700 90.0 Fix -Pin 1.0 14 14.000 3.000 15.000 10.500 109.300 90.0 Fix -Pin 1.0 15 14.000 3.000 15.000 40.500 109.300 90.0 Fix -Pin 1.0 16 14.000 3.000 15.000 70.500 109.300 90.0 Fix -Pin 1.0 17 14.000 3.000 15.000 100.500 109.300 90.0 Fix -Pin 1.0 18 14.000 3.000 15.000 130.500 109.300 90.0 F&-Pin 1.0 19 14.000 3.000 15.000 160.500 109.300 90.0 Fix -Pin 1.0 20 14.000 3.000 15.000 190.500 109.300 90.0 Fix -Pin 1.0 21 14.000 3.000 15.000 220.500 109.300 90.0 Fix -Pin 1.0 22 14.000 3.000 15.000 250.500 109.300 90.0 Fix -Pin 1.0 23 14.000 5.000 15.000 280.500 109.300 90.0 Fix -Pin 1.0 24 8.000 28.500 15.000 185.000 67.000 0.0 Fix -Pin 1.0 25 8.000 28.500 15.000 185.000 44.000 0.0 Fix -Pin 1.0 26 14.000 3.000 15.000 1.700 10.500 0.0 Fix -Pin 1.0 27 14.000 3.000 15.000 1.700 40.500 0.0 Fix -Pin 1.0 28 14.000 3.000 15.000 1.700 70.500 0.0 Fix -Pin 1.0 29 14.000 3.000 15.000 1.700 100.500 0.0 Fix -Pin 1.0 30 14.000 3.000 15.000 289.300 10.500 0.0 Fix -Pin 1.0 31 14.000 3.000 15.000 289.300 40.500 0.0 Fix -Pin 1.0 32 14.000 3.000 15.000 289.300 70.500 0.0 Fix -Pin 1.0 33 14.000 3.000 15.000 289.300 100.500 8.0 Fix -Pin 1.0 Calculated Wall Forces Load Location for Maximum Forces Direct Shears k Torsional Shears k Final Max. Label Wall Shear X ft Y Length Thick Length Thick k 1 2 3 4 - 21.507 7.593 7.593 - 21.507 0.000 0.000 0.000 0.000 193.750 203.443 193.750 1.469 0.000 0.000 0.000 0.000 61.821 2.260 19.112 0.594 -0.000 0.000 0.000 0.035 255.571 205.703 212.862 2.063 • Title : Dsgnr: Description : Scope: Job # Date: 1:35PM, 28 SEP 09 Rev: 580002 User. KW- 0606898, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 Rigid Diaphragm Torsional Analysis Segale, 2nd fir. diaphragm - 21.507 - 21.507 - 21.507 - 21.507 7.593 7.593 7.593 7.593 7.593 - 21.507 - 21.507 - 21.507 - 21.507 - 21.507 7.593 7.593 7.593 7.593 7.593 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 Summary 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.586 - 5.514 - 5.514 -5.514 5.586 5.586 -5.514 -5.514 5.586 5.586 1.469 1.469 1.469 1.469 1.469 1.469 1.469 1.469 1.469 1.469 1.469 1.469 1.469 1.469 1.469 1.469 1.469 1.469 6.503 - 301.550 - 301.550 -2.028 -2.028 -2.028 -2.028 -2.028 -2.028 -2.028 -2.015 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 `DtYlen -0.000 Cdnsf. -0.000 - 0.000 -0.000 -0.000 -0.000 -0.000 -0.000 - 0.000 0.239 0.469 0.343 0.217 0.092 0.012 0.056 0.101 0.145 0.189 0.594 0.469 0.343 0.217 0.092 0.012 0.056 0.101 0.145 0.838 -1.864 -1.829 -0.048 -0.016 -0.016 -0.049 -0.048 -0.016 -0.016 -0.031 Page 2 S EGALE2STY1. EC W: Calculations 0.035 0.035 0.035 0.035 -0.012 -0.012 -0.012 -0.012 -0.012 -0.035 -0.035 -0.035 -0.035 -0.035 0.012 0.012 0.012 0.012 0.021 -0.010 0.010 -0.025 -0.025 0.025 0.025 0.023 0.023 -0.023 -0.031 1.937 1.812 1.686 1.561 1.481 1.525 1.569 1.614 1.658 2.063 1.937 1.812 1.686 1.561 1.481 1.525 1.569 1.614 7.340 - 303.415 - 303.379 -2.077 -2.044 -2.045 -2.077 -2.077 -2.044 -2.045 -2.046 X Distance to Center o Rigidity Y Distance to Center of Rigidity X Accidental Eccentricity Y Accidental Eccentricity 152.457 if Controlling Eccentricities & Forces from Applied Y -Y Shear 55.464 ft Xcm + (Min % *MaxX) - X -cr = 7.593 ft Torsion = Xcm - (Min % *MaxX) - X -cr = - 21.507 ft Torsion = 14.550 ft Controlling Eccentricities & Forces from Applied X -X Shear 5.550 ft Ycm + (Min % *MaxY) - Y -cr = 5.586 ft Torsion = Ycm - (Min % *MaxY) - Y -cr = -5.514 ft Torsion = 4,768.23 k -ft - 13,506.57 k -ft 3,507.99 k -ft - 3,462.81 k -ft 0*Gis 24 25 : fRe V = 1 ,� r�k 2�,4 --� 31 k (ns) ) �C�2� - 1 • • E1 \ 1 ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT SUBJECT PROJECT Roof, r S'BI jrwi 6869 SV000i.9ww Ave. N E n.E , 8205, SEAT, WA 98115 (206) 525 -7560 FAx (206) 522 -6698 o - 1(ll//t/ DATE �/ SHEET By tit 14k Ca— z I 117A s` SI w X622 `foQ C2e12) 291 =irk C 40: e G63k [ e codk 4-0 24 a 4(114p l5 7k 9 ENV ENGINEERS NORTHWEST, INC., P.S. -- STRUCTURAL ENGINEERS PROTECT 11 SUBJECT 68699JWOODLtWN AVE. NN..",0., 822005, SEAn• ^EE,, WA 9988115 (ry20�6) 525 -7560 FAX (206) 522 -6698 +/ /� ,{/!1 PROJECT 4ell t e Kim - U 7 y 0 y DATE Lv1- 4i' #1 1Iq( I M Y! OT vea fiENWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS L. 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT '44'e P &e - �`I �% I� DATE j J� J SHEET4I`0 OF 'X et t �r t1'1d BY pelf I f ['AD 5?' (I jbiGfrn� wt) /10 5 5 SUBJECT 61-f / (t 6 W et44 rein; Mer, r 16.5 (264) 4' V(2e6) - 766.0' r 40, 9tDk / 1 -V1,10 -e 1,t,9(206) -- 17,360j ` ld d201 19 z X4,9(SO) Sice ey114,4k c e,s-P e 1 e 5 PROJECT # SUBJECT ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SE�ArrLE, WA 98115 (206) 5257560 FAX (206) 5226698 PROJECT / olitt G�� V"�l/i 42 S l C 412 SE II t) —v4441 wn4 etrvA1004 1 - DATE- q SHEET 1 { O/F % BY V Q VV -(10D g se -P g (144 04 di 9076) c tclit 1,,4(torlo) -p ,9('io t.)0g fc t,461-14' 574.k Lt, 61); Pa= t,20,70) f /7(7�)r `141U /444 G t, 4.00610j tA,,2(1GO -�,g632g). c kt4 5-6; ' 1%{4 t 5-74.14 I (1) P4 z,/ t c, 4L "V50j ,1.(i4) P7s t Vt L 14 4- 04) c. 2436:6t 42,1- ��� � 6.9)12 e .. ....:.... ('2.) Wert aos vil e4.:. a#1 f, e 44, • NW PROJECT: STRrC"ruRA . ENGI \7- :1 RS CLIENT : JOB NO. : 44DATE :1 PAGE : 4,12 DESIGN BY : REVIEW BY : /1/1447 Shear Wall Design Based on ACI 318 -02 INPUT DATA CONCRETE STRENGTH REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD fc' = 4 ksi fy = 60 ksi Pu = 153 k Mu = 14308 ft -k Vu = 574 k LENGTH OF SHEAR WALL L = 285 ft THICKNESS OF WALL t = 8 in l 27 DEPTH AT FLANGE D = 12 in !``I WIDTH AT FLANGE B = 14 in TOTAL WALL HEIGHT TO TOP h„ = 15 ft REINF. BARS AT BULB 6 # 7 WALL DIST. HORIZ. REINF. 2 # 5 @ 10.5 WALL DIST. VERT. REINF. 2 # 5 @ 10.5 HOOP REINF - WIDTH, B, DIR. 2 legs of # 4 HOOP REINF - LENGTH DIR. 3 legs of # 4 DESIGN SUMMARY SHEAR WALL LENGTH SHEAR WALL THICKNESS BULB END WIDTH BULB END DEPTH BULB REINFORCING WALL HORIZ. REINF WALL VERT. REINF HOOP REINF - WIDTH, B, 1 HOOP REINF - LENGTH DI in. o.c. in. o.c. L 8 D + 10 6 # 2 # 2 # 2 # 3 # = 28.50 ft = 8.00 in [d = 14.00 in = 24.00 in I 7 5 @ 11 in o.c. 5 @ 11 in o.c. 4 @ 3 in o.c. 4 @ 3 in o.c. THE WALL DESIGN IS ADEQUATE. L D tB _J t ANALYSIS Pn (k) 7000 6000 5000 4000 3000 2000 1000 0 -1000 -2000 20000 30000 40000 500 Mn (ft-k) 00 C. fy /E: FORCE DIAGRAM STRAIN DIAGRAM C CHECK SHEAR CAPACITY THE MINIMUM REINFORCEMENT RATIOS ARE GIVEN BY ACI 318-02 SECTION 21.7.2.1 AND SECTION 14.3 AS (Pn )Mn. = 0.0025 [ for Acv (fc') °'S = 173.04 kips <' Vu , and bar size #5 horizontal] (pv )rryn. = 0.0025 [ for Acv (fc') °'5 = 173.04 kips < Vu , and bar size #5 vertical] where Acv = 2736 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) THE PROVIDED REINFORCEMENT RATIOS ARE ,GattS'% Pn = 0.0074 > (Pn pv = 0.0074 > (pv )min. [Satisfactory] [Satisfactory] The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu two curtains reinforcement required. (ACI 318 -02, Sec.21.7.2.2) THE DESIGN SHEAR FORCE IS GIVEN BY ACI 318-02 SECTION 21.7.4.1 & 21.7.4.4 AS 4,Vn =MIN [ 4, Acv (ac (fc')05 + Pn fy), 4) 8 Acv (fc') °'5 ] = 830.59 kips > Vu [Satisfactory] > 2 Acv (fc')°.5 where 4) = a, = Pv 0.6 (conservatively, ACI 318 -05 9.3.4 a) 3.0 (for hW /L = 0.53 <1.5) pn [Satisfactory] (only for h,,,/ L > 2.0, ACI 318-02 Sec. 21.7.4.3) T M 0 0 0 4,23 CHECK FLEXURAL & AXIAL CAPACITY 4146C THE MAXIMUM DESIGN AXIAL LOAD STRENGTH, ACI 318 -02, Sec. 21.7.5.1 & Eq.(10 -2), IS 4) Pm, =0.8 4) [ 0.85 fc' (Ag - Ast) + fy Asti = 5875 kips. > Pu where 4) = 0.65 (ACI 318 -02, Sec.9.3.2.2) Ag = 2880 in2. Ast = 26.60 in2. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 15352 ft -kips. frwv [Satisfactory] FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-02 SEC. 10.3.2 AS Ec = 0.003 AND £t = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d £c / (Cc + Es) = 199 in a = Cb (3 t = 169 in 4) = 0.48 + 83 Et = 0.652 (ACI 318-02, Fig. R9.3.2) where d = (L -0.5D) = 336 in 131 = 0.85 ( ACI 318 -02, Sec. 10.2.7.3 ) THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 3261 kips AND 30124 ft-kips. IN ACCORDANCE WITH ACI SEC. 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS ¢ Mn = 0.9 Mn = 19346 ft-kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — 4)Pn=- 0.9MIN(AstFy,3.3f'°S4Lt)= -1436 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. } Pn (kips) 4) Mn (ft-kips) AT AXIAL LOAD ONLY = 5875 0 AT MAXIMUM LOAD = 5875 15352 AT 0 % TENSION = 5812 15945 AT 25 % TENSION = 4948 22933 AT 50 % TENSION = 4274 26633 AT s t= 0.002 = 3311 29906 AT BALANCED CONDITION = 3261 30124 AT s t= 0.005 = 2496 38708 AT FLEXURE ONLY = 0 19346 AT TENSION ONLY = -1436 0 THE DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS Mn = 21005 ft -kips > Mu [Satisfactory] where 4 = Min[0.9, Max(0.48 + 83 Et , 0.65)] = 0.900 (ACI 318 -02, Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI SECTION 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L h,,,) / (600 Su) and fc < 0.2 fc' [Unsatisfactory] where c = 41 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.3 in. ( design displacement, assume 0.007h,,, as a conservative short cut, see ACI 318-02 Sec. 21.7.6.2a. ) fc = (Pu / A) + (Mu y / I) = 0.948 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu loads. ) y = 171 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 3094 in2. ( area of transformed section. ) I = 32675367 in4. ( moment of Inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.021 > 400 / fy [Unsatisfactory] HENCE SPECIAL BOUNDARY ZONE DETAILING REQUIRED The boundary element length = MAX( c-0.1 L, 0.5c, D +12) = 24.00 in. ( ACI 318 -02, Sec. 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4 +(14 -h,)/3 ] = 3 in.o.c. ( ACI 318-02, Sec. 21.4.4.2 & 21.7.6.5a ) The required hoop reinforcement ( ACI 318 -02, Eq.21 -4 ) Ash, B DIR = (0.09 s he fc) / fyh = 0.189 in2. Ash, c oiR = (0.09 S he fc' ) / fyh = 0.198 in2. < # 4 provided [Satisfactory] < # 4 provided [Satisfactory] • 414 4 STRI C:rURA[. ENGINE=ERS PROJECT: CLIENT : JOB NO. : feI4 DATE : PAGE: DESIGN BY : REVIEW BY : MAW • • Shear Wall Design Based on ACI 318 -02 INPUT DATA CONCRETE STRENGTH REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD fc' = 4 ksi fy = 60 ksi Pu = 241 k Mu = 14565 ft -k Vu = 574 k LENGTH OF SHEAR WALL L = 28.5 ft THICKNESS OF WALL t = 8 in DEPTH AT FLANGE D = 12 in WIDTH AT FLANGE B = 14 in TOTAL WALL HEIGHT TO TOP hW = 15 ft REINF. BARS AT BULB 6 # 7 WALL DIST. HORIZ. REINF. 2 # 5 @ 10.5 WALL DIST. VERT. REINF. 2 # 5 @ 10.5 HOOP REINF - WIDTH, B, DIR. 2 legs of # 4 HOOP REINF - LENGTH DIR. 3 legs of # 4 DESIGN SUMMARY SHEAR WALL LENGTH L = SHEAR WALL THICKNESS t = BULB END WIDTH B = BULB END DEPTH D+10 = BULB REINFORCING 6 # 7 WALL HORIZ. REINF 2 # 5 WALL VERT. REINF 2 # 5 HOOP REINF - WIDTH, B, I 2 # 4 HOOP REINF - LENGTH DI 3 # 4 in. o.c. in. o.c. THE WALL DESIGN IS ADEQUATE. L IB 28.50 8.00 14.00 24.00 @ @ ft in in in 11 11 3 3 in o.c. in o.c. in o.c. in o.c. t ANALYSIS Pn (k) 7000 6000 5000 4000 3000 2000 1000 0 -1000 -2000 20000 30000 40000 50 Mn (ft-k) 00 T. Ts, Csn Cs FORCE DIAGRAM fy /Es C STRAIN DIAGRAM CHECK SHEAR CAPACITY THE MINIMUM REINFORCEMENT RATIOS ARE GIVEN BY ACI 318 -02 SECTION 21.7.2.1 AND SECTION 14.3 AS (p� ),ni„_ = 0.0025 [ for Acv (fc')05 = 173.04 kips < Vu , and bar size #5 horizontal] (pv ),l,,. = 0.0025 [ for Acv (fc') °.5 = 173.04 kips < Vu , and bar size #5 vertical] where Acv = 2736 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) THE PROVIDED REINFORCEMENT RATIOS ARE = 0.0074 > (pn ),ri [Satisfactory] pv = 0.0074 > (pv ) R [Satisfactory] The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu two curtains reinforcement required. (ACI 318 -02, Sec.21.7.2.2) THE DESIGN SHEAR FORCE IS GIVEN BY ACI 318-02 SECTION 21.7.4.1 & 21.7.4.4 AS 4V„ =MIN [ 4 Acv (ac (fc')0 5 + p„ fy), ¢ 8 Acv (fc') °.5 J = 830.59 kips where 4 = 0.6 (conservatively, ACI 318-05 9.3.4 a) = 3.0 (for hW /L = 0.53 <1.5) pv > p„ [Satisfactory] (only for N.,/ L > 2.0, ACI 318-02 Sec. 21.7.4.3) Vu > 2 Acv (fc')0 5 , [Satisfactory] M 0 0 0 0 • • 4,15 CHECK FLEXURAL & AXIAL CAPACITY art I-C 7 /V File L, G,0) AM/17 THE MAXIMUM DESIGN AXIAL LOAD STRENGTH, ACI 318-02, Sec. 21.7.5.1 & Eq_(10 -2), IS 4) Pm, =0.8 4) [ 0.85 fc' (Ag - Ast) + fy Ast] = 5875 kips. > Pu [Satisfactory] where 4) = 065 (ACI 318-02, Sec.9.3.2.2) Ag = 2880 in2. Ast = 26.60 in2. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 15352 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-02 SEC. 10.3.2 AS £c = 0.003 AND £t = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d £c / (£c + £s) = 199 in a = Cb = 169 in $ = 0.48 + 83 Et = 0.652 (ACI 318-02, Fig. R9.3.2) where d = (L -0.5D) = 336 in 131 = 0.85 ( ACI 318-02, Sec. 10.2.7.3 ) THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 3261 kips AND 30124 ft -kips. IN ACCORDANCE WITH AC( SEC. 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS 4) Mn = 0.9 Mn = 19346 ft-kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — 4) Pn=- 0.9MIN(AstFy,3.3fc434Lt)= -1436 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. 41 Pn (kips) 4) Mn (if kips) AT AXIAL LOAD ONLY = 5875 0 AT MAXIMUM LOAD = 5875 15352 AT 0 % TENSION = 5812 15945 AT 25 % TENSION = 4948 22933 AT 50 % TENSION = 4274 26633 AT t> t= 0.002 = 3311 29906 AT BALANCED CONDITION = 3261 30124 AT s t= 0.005 = 2496 38708 AT FLEXURE ONLY = 0 19346 AT TENSION ONLY = -1436 0 THE DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS Mn = 21944 ft -kips > Mu [Satisfactory] where 4) = Min[0.9, Max(0.48 + 83 & , 0.65)] = 0.900 (ACI 318 -02, Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI SECTION 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (6005u) and fc <0.2 fc' [Unsatisfactory] where c = 44 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.3 in. ( design displacement, assume 0.007h, as a conservative short cut, see ACI 318-02 Sec. 21.7.6.2a. ) fc = (Pu / A) + (Mu y / 1) = 0.993 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu loads. ) y = 171 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 3094 in2. ( area of transformed section. ) I = 32675367 in`. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.021 > 400 / fy [Unsatisfactory] HENCE SPECIAL BOUNDARY ZONE DETAILING REQUIRED ! The boundary element length = MAX( c-0.1 L, 0.5c, D +12) = 24.00 in. ( ACI 318 -02, Sec. 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4 +(14 -h„)/3 ] = 3 in.o.c. ( ACI 318 -02, Sec. 21.4.4.2 & 21.7.6.5a ) The required hoop reinforcement Ash, a DIR = (0.09 s he fc' ) / fyh = 0.189 in2- < # 4 provided [Satisfactory] (ACI 318-02, Eq.21 -4) Ash, E. cHR = (0.09 S he fc' )1 f�+, = 0.198 in2. < # 4 provided [Satisfactory] • • • STRUCTURAL ENGINEERS PROJECT: CLIENT : JOB NO. : 6/41 e Oeorviedi S4 401, DATE : re tij PAGE : 4r lb DESIGN BY : REVIEW BY : Shear Wail Design Based on ACI 318-02 INPUT DATA CONCRETE STRENGTH REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD DESIGN SUMMARY fc' = 4 ksi SHEAR WALL LENGTH fy = 60 ksi SHEAR WALL THICKNESS L = 28.50 ft t = 8.00 in Pu = 58 k Mu = 4214 ft -k END REINFORCING 4 # 6 Vu = 286 k WALL HORIZ. REINF 2 # 5 @ 11 in o.c. WALL VERT. REINF 2 # 5 @ 11 in o.c. LENGTH OF SHEAR WALL L = 28.5 ft THICKNESS OF WALL t = 8 in DEPTH AT FLANGE D = 20 in WIDTH AT FLANGE B = 14 in TOTAL WALL HEIGHT TO TOP hW = 14.5 ft REINF. BARS AT BULB 4 # 6 WALL DIST. HORIZ. REINF. 2 # 5 @ 10.5 in. o.c. WALL DIST. VERT. REINF. 2 # 5 @ 10.5 in. o.c. HOOP REINF - WIDTH, B, DIR. 2 legs of # 4 HOOP REINF - LENGTH DIR. 3 legs of # 4 e, bedhd dew THE WALL DESIGN IS ADEQUATE. L tB _J t ANALYSIS Pn (k) 7000 6000 - 5000 - 4000 - 3000 - 2000 - 1000 - 0 -+ 0 00 20000 30000 40000 -1000 - -2000 (I) Mn (ft-k) Ts T19, # Csn Cs L FORCE DIAGRAM C STRAIN DIAGRAM CHECK SHEAR CAPACITY THE MINIMUM REINFORCEMENT RATIOS ARE GIVEN BY ACI 318-02 SECTION 21.7.2.1 AND SECTION 14.3 AS (Pn )nun. = 0.0025 [ for Acv (fc')° 5 = 173.04 kips < Vu , and bar size #5 horizontal] (Pv )min. = 0.0025 [ for Acv (fc) °.5 = 173.04 kips < Vu , and bar size #5 vertical] where Acv = 2736 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) THE PROVIDED REINFORCEMENT RATIOS ARE Pn = 0.0074 > (On )min. pv = 0.0074 > (Pv )min. [Satisfactory] [Satisfactory] The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu < 2 Acv (fc')°• one curtain reinforcement required. (ACI 318 -02, Sec21.7.22) THE DESIGN SHEAR FORCE IS GIVEN BY ACI 318-02 SECTION 21.7.4.1 & 21.7.4.4 AS 41Vn =MIN [ 41Acv (a (fc') °5+ pnfy), 4) 8 Acv (fc')05] = 830.59 kips > Vu [Satisfactory] where 4 = 0.6 (conservatively, ACI 318 -05 9.3.4 a) olc= 3.0 (for hW /L = 0.51 <1.5) Pv > Pn [Satisfactory] (only for hw / L > 2.0, ACI 318-02 Sec. 21.7.4.3) 0 0 0 • • • 4,17 CHECK FLEXURAL & AXIAL CAPACITY 9rr� /Li1 J Le(1) THE MAXIMUM DESIGN AXIAL LOAD STRENGTH, ACI 318 -02, Sec. 21.7.5.1 & Eq.(10 -2), IS P,,,,„, =0.8 4) [ 0.85 fc' (Ag - Ast) + fy Asti = 5908 kips. > Pu where 4) = 0.65 (ACI 318-02, Sec.9.3.2.2) Ag = 2976 in2. Ast = 21.97 in2. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 14578 ft -kips. [Satisfactory] PINV FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-02 SEC. 10.3.2 AS £c = 0.003 AND Et = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Ec / (Ec + Es) = 196 in a = Cb (i1 = 167 in 4 = 0.48 + 83 at = 0.652 (ACI 318-02, Fig. R9.3.2) where d = (L -0.5D) = 332 in Ji1 = 0.85 ( ACI 318-02, Sec. 102.7.3 ) THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 3329 kips AND 28667 ft-kips. IN ACCORDANCE WITH ACI SEC. 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS 4) Mc = 0.9 Mn = 16734 ft-kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — 4)P„=- 0.9MIN(AstFy,3.3fc054Lt)= -1187 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. 0 Pn (kips) 4 Mn (ft -kips) AT AXIAL LOAD ONLY = 5908 0 AT MAXIMUM LOAD = 5908 14578 AT 0 % TENSION = 5789 15723 AT 25 % TENSION = 4950 22337 AT 50 % TENSION = 4296 25766 Are t= 0.002 = 3377 28492 AT BALANCED CONDITION = 3329 28667 AT t> t= 0.005 = 2599 36886 AT FLEXURE ONLY = 0 16734 AT TENSION ONLY = -1187 0 THE DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS 4, Mn = 17396 ft -kips > Mu [Satisfactory] where 4 = Min[0.9, Max(0.48 + 83 at , 0.65)] = 0.900 (ACI 318-02, Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI SECTION 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 Su) and fc < 0.2 fc' [Satisfactory] where c = 33 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.2 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318-02 Sec. 21.7.6.2a. ) fc = (Pu / A) + (Mu y 1 I) = 0.268 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu loads. ) y = 171 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 3153 in2. ( area of transformed section. ) 1 = 34619657 in`. ( moment of inertia of transformed section_ ) And the longitudinal reinforcement ratio at the wall end = 0.006 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c-0.1 L, 0.5c, D +12) = 32.00 in. ( ACI 318-02, Sec. 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4 +(14 -hh)/3 ] = 8 in.o.c. ( ACI 318-02, Sec. 21.4.4.2 & 21.7.6.5a ) Ash, a DIR = (0.09 s hc fc' ) / fyt� = N/A in2. Ash, L DIR = (0.09 s hc fc' ) / fyn = N/A in2. FJNW • ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT �9 e Die * 2 Is �✓ /, SUBJECT Q/ f 7 ireog di p t 1,,S `4Yli{ LLelLti �tDD Vog R 1,4-S S 1` Y E-1,A2 e .1 net 44 fr, • 143 ® lI__.tr---2 /99 Pegk slab) 2) -1,2b .P ,51_ +471'E ,,6,31 DATE Q SHEET +4 ) V�OF I� " " " BY t/ % # 7 ( ) M2(31)-- 13/2// 23, IC- .5(ii0 r -2120k1 e '44 , �.�. but ,g(274 '464 1 t' �.f(ri f3J ) 101/73k y r -(132 C 4G5 Pu ` ttt(274) -P X422'•) 7(74). a 441k 16)073k1 v c 4-65k 7 t 3 t k '� base (4, o, ii LG ; P,e,107),k. (1) 44NL t,4C21g�►)r 30641 V4 c c, ¢(i ;i) _ 11 l k 1 2' ten) 6 2(24 "542 k • • • STRUCTURAL ENGINEERS PROJECT: CLIENT : JOB NO. : rue gN J iG ( 6� DATE: PAGE : 4,1 DESIGN BY : REVIEW BY : (14L4/) Shear Wall Design Based on AC! 318 -02 INPUT DATA CONCRETE STRENGTH REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD fc' = 4 ksi fy = 60 ksi Pu = 246 k Mu = 10973 ft -k Vu = 465 k LENGTH OF SHEAR WALL L = 24 ft THICKNESS OF WALL t = 9.25 in DEPTH AT FLANGE D = 12 in WIDTH AT FLANGE 8 = 14 in TOTAL WALL HEIGHT TO TOP hW = 15 ft REINF. BARS AT BULB 6 # 7 WALL DIST. HORIZ. REINF. 2 # 5 @ 10.5 WALL DIST. VERT. REINF. 2 # 5 @ 10.5 HOOP REINF - WIDTH, B, DIR. 2 legs of # 4 HOOP REINF - LENGTH DIR. 3 legs of # 4 DESIGN SUMMARY SHEAR WALL LENGTH SHEAR WALL THICKNESS BULB END WIDTH BULB END DEPTH BULB REINFORCING WALL HORIZ. REINF WALL VERT. REINF HOOP REINF - WIDTH, B, 1 HOOP REINF - LENGTH DI in. o.c. in. o.c. L 8 D + 10 6 # 2 # 2 # 2 # 3 # 7 5 5 4 4 THE WALL DESIGN IS ADEQUATE. L 24.00 9.25 14.00 24.00 ft in in in 11 11 3 3 in o.c. in o.c. in o.c. in o.c. tB t ANALYSIS Pn (k) 6000 5000 4000 3000 2000 1000 0 -1000 -2000 00 20000 30000 400 ¢ Mn (ft -k) Ts Tsl Cs„ Cs FORCE DIAGRAM 00 fy /Es — -- — — C ] STRAIN DIAGRAM CHECK SHEAR CAPACITY THE MINIMUM REINFORCEMENT RATIOS ARE GIVEN BY ACI 318-02 SECTION 21.7.2.1 AND SECTION 14.3 AS (Pn )min. = 0.0025 [ for Acv (fc')" = (pv )mU, = 0.0025 [ for Acv (fc')°.s = where Acv = 2664 in2 168.49 kips < Vu , and bar size #5 horizontal] 168.49 kips < Vu , and bar size #5 vertical] (gross area of concrete section bounded by web thickness and length in the shear direction) THE PROVIDED REINFORCEMENT RATIOS ARE pn = 0.0064 > (Pn )m;„. [Satisfactory] Pv = 0.0064 > (IV )m;n. [Satisfactory] The proposed spacing is Tess than the maximum permissible value of 18 in and is satisfactory. Since wall Vu > 2 Acv (fc')0'5 two curtains reinforcement required. (ACI 318 -02, Sec.21.7.2.2) THE DESIGN SHEAR FORCE IS GIVEN BY ACI 318-02 SECTION 21.7.4.1 & 21.7.4.4 AS $Vn =MIN [ 4) Acv (a„ (fc')° 5 + pi, fy), 4) 8 Acv (fc')0 5 ] = 808.73 kips > Vu [Satisfactory] where 4) = ac = Pv 0.6 (conservatively, ACI 318-05 9.3.4 a) 3.0 (for hW /L = 0.63 <1.5) P. [Satisfactory] (only for h,„ / L > 2.0, AC1 318-02 Sec. 21.7.4.3) 0 0 0 0 lei/416 4, 2 D CHECK FLEXURAL Si AXIAL CAPACITY v % ,J movii THE MAXIMUM DESIGN AXIAL LOAD STRENGTH, ACl 318-02, Sec. 21.7.5.1 & Eq.(10 -2), IS 4, Pn, =0.8 4) [ 0.85 fc' (Ag - Ast) + fy Ast] = 5600 kips. > Pu [Satisfactory] where 4 = 0.65 (ACI 318-02, Sec.9.3.2.2) Ag = 2778 in2. Ast = 23.41 in2. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 12589 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-02 SEC. 10.3.2 AS Cu = 0.003 AND Et = fy / Es = 0.002069. THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Ec / (Ec + Es) = 167 in a = Cb (31 = 142 in 4 = 0.48 + 83 et = 0.652 (ACI 318 -02, Fig. R9.3.2) where d = (L -0.5D) = 282 in J31 = 0.85 ( ACI 318 -02, Sec. 10.2.73 ) THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 3120 kips AND 24136 ft-kips. IN ACCORDANCE WITH ACI SEC. 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS 4 Mn = 0.9 Mn = 14487 ft-kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — 4) Pn = - 0.9 MIN(Ast Fy , 3.3 f.'° 5 4 L t) = -1264 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN iN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. b Pn (kips) 4 Mn (ft-kips) AT AXIAL LOAD ONLY = 5600 0 AT MAXIMUM LOAD = 5600 12589 AT 0 % TENSION = 5555 12949 AT 25 % TENSION = 4726 18527 AT 50 % TENSION = 4082 21452 AT e t = 0.002 = 3167 23969 AT BALANCED CONDITION = 3120 24136 AT e t= 0.005 = 2420 30742 AT FLEXURE ONLY = 0 14487 AT TENSION ONLY = -1264 0 THE DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS Mn = 16786 ft -kips > Mu [Satisfactory] where 4 = Min[0.9, Max(0.48 + 83 et , 0.65)] = 0.900 (ACI 318-02, Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI SECTION 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 8u) and fc < 0.2 fc' [Unsatisfactory] where c = 35 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.3 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318-02 Sec. 21.7.6.2a. ) fc = (Pu / A) + (Mu y / I) = 0.949 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu Toads. ) y = 144 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 2966 in2. ( area of transformed section. ) = 21887535 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.021 > 400 / fy [Unsatisfactory] HENCE SPECIAL BOUNDARY ZONE DETAILING REQUIRED ! The boundary element length = MAX( c-0.1 L, 0.5c, D +12) = 24.00 in. (ACI 318 -02, Sec. 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4 +(14 -hx) /3 ] = 3 in.o.c. ( ACI 318 -02, Sec. 21.4.4.2 & 21.7.6.5a ) The required hoop reinforcement Ash, a DIR = (0.09 s he ) / fyh = 0.189 in2. < # 4 provided [Satisfactory] ( ACI 318 -02, Eq.21 -4) Ash, t oiR = (0.09 s he fc') / fyh = 0.198 in2. < # 4 provided [Satisfactory] • • • STRUCTURa1. ENGINEERS PROJECT: CLIENT : JOB NO. : -2th-o. i Shrw ✓441 lets) DATE : PAGE: 4,2! DESIGN BY : REVIEW BY : i14417 Shear Wall Design Based on ACI 318 -02 INPUT DATA CONCRETE STRENGTH REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD fc' = 4 ksi fy = 60 ksi Pu = 442 k Mu = 10973 ft -k Vu = 465 k LENGTH OF SHEAR WALL L = 24 ft THICKNESS OF WALL t = 9.25 in DEPTH AT FLANGE D = 12 in WIDTH AT FLANGE B = 14 in TOTAL WALL HEIGHT TO TOP h„, = 15 ft REINF. BARS AT BULB 6 # 7 WALL DIST. HORIZ. REINF. 2 # 5 10.5 WALL DIST. VERT. REINF. 2 # 5 @ 10.5 HOOP REINF - WIDTH, B, DIR. 2 legs of # 4 HOOP REINF - LENGTH DIR. 3 legs of # 4 DESIGN SUMMARY SHEAR WALL LENGTH L = SHEAR WALL THICKNESS t = BULB END WIDTH B = BULB END DEPTH D + 10 = BULB REINFORCING 6 # 7 WALL HORIZ. REINF 2 # 5 WALL VERT. REINF 2 # 5 HOOP REINF - WIDTH, B, I 2 # 4 HOOP REINF - LENGTH DI 3 # 4 in. o.c. in. o.c. THE WALL DESIGN IS ADEQUATE. L 24.00 9.25 14.00 24.00 ft in in in 11 11 3 3 in o.c. in o.c. in o.c. in o.c. tB t ANALYSIS Pn (k) 6000 5000 4000 3000 2000 1000 0 -1000 -2000 Ts cs 00 20000 30000 40000 fWE, — — — — Mn (ft -k) FORCE DIAGRAM STRAIN DIAGRAM C CHECK SHEAR CAPACITY THE MINIMUM REINFORCEMENT RATIOS ARE GIVEN BY ACI 318-02 SECTION 21.7.2.1 AND SECTION 14.3 AS (Pn )min. = 0.0025 [ for Acv (fc') °5 = 168.49 kips < Vu , and bar size #5 horizontal] (Pv )min. = 0.0025 [ for Acv (fc') °.5 = 168.49 kips < Vu , and bar size #5 vertical] where Acv = 2664 in2 (gross area of concrete section bounded by web thickness and length in the shear direction) THE PROVIDED REINFORCEMENT RATIOS ARE Pn = 0.0064 > (Pn )min. [Satisfactory] Pv = 0.0064 > (Pv )min. [Satisfactory] The proposed spacing is less than the maximum permissible value of 18 in and is satisfactory. Since wall Vu > 2 Acv (fc )° 5 two curtains reinforcement required. (ACI 318-02, Sec.21.72.2) THE DESIGN SHEAR FORCE IS GIVEN BY ACI 318-02 SECTION 21.7.4.1 & 21.7.4.4 AS $V„ =MIN [ 4) Acv (an (fc')05+ pnfy), 4, 8 Acv (fc') °'5 ] = 808.73 kips > Vu [Satisfactory] where 4) = ac = Pv 0.6 (conservatively, ACI 318-05 9.3.4 a) 3.0 (for hw /L = 0.63 <1.5) Pn [Satisfactory] (only for hW / L > 2.0, ACI 318-02 Sec. 21.7.4.3) 1 M 0 0 0 co 0 Sep 4,22 CHECK FLEXURAL & AXIAL CAPACITY 5r,-44 3 .5/ Pv f THE MAXIMUM DESIGN AXIAL LOAD STRENGTH, ACI 318 -02, Sec. 21.7.5.1 & Eq.(10 -2), IS P,,,ax =0.8 4) [ 0.85 fc (Ag - Ast) + fy Ast] = 5600 kips. > Pu where 4, = 0.65 (ACI 318 -02, Sec.9.3.2.2) Ag = 2778 in2. Ast = 23.41 in2. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 12589 ft -kips. [Satisfactory] FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN AC( 318-02 SEC. 10.3.2 AS Cc = 0.003 AND Et = fy / Es = 0.002069 . THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d Eh / (Sc + Es) = 167 in a =C11131 = 142 in 4 = 0.48 + 83 Et = 0.652 (ACI 318-02, Fig. R9.3.2) where d = (L -0.5D) : 282 in Qt = 0.85 ( ACI 318-02, Sec. 102.7.3 ) THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 3120 kips AND 24136 ft-kips. IN ACCORDANCE WITH ACI SEC. 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS 4 Mn = 0.9 Mn = 14487 ft-kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — (Pn=- 0.9MIN(AstFy,3.3fc °'54Lt)= -1264 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. 4) Pn (kips) 0 Mn (ft-kips) AT AXIAL LOAD ONLY = 5600 0 AT MAXIMUM LOAD = 5600 12589 AT 0 % TENSION = 5555 12949 AT 25 % TENSION = 4726 18527 AT 50 % TENSION = 4082 21452 ATE t= 0.002 = 3167 23969 AT BALANCED CONDITION = 3120 24136 AT E t = 0.005 = 2420 30742 AT FLEXURE ONLY = 0 14487 AT TENSION ONLY = -1264 0 THE DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS Mn = 18529 ft -kips > Mu [Satisfactory] where 4) = Min[0.9, Max(0.48 + 83 Et , 0.65)] = 0.900 (ACI 318 -02, Fig. R9.32) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI SECTION 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hw) / (600 Su) and fc < 0.2 fc' [Unsatisfactory] where c = 42 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.3 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318-02 Sec. 21.7.6.2a. ) fc = (Pu / A) + (Mu y / I) = 1.015 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu loads. ) y = 144 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 2966 in2. ( area of transformed section. ) I = 21887535 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.021 > 400 / fy [Unsatisfactory] HENCE SPECIAL BOUNDARY ZONE DETAILING REQUIRED 1 The boundary element length = MAX( c -0.! L, 05c, D +12) = 24.00 in. ( ACI 318 -02, Sec. 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4 +(14 -hh)i3 ] = 3 in.o.c. ( ACI 318-02, Sec. 21.4.4.2 & 21.7.6.5a ) The required hoop reinforcement Ash, s DAR = (0.09 s he fc' ) / fyh = 0.189 in2• < # 4 provided [Satisfactory] (AGI 318-02, Eq.21 -4) Ash, i D,R = (0.09 s he fc') / fyh = 0.!98 in2- < # 4 provided [Satisfactory] • • • STRUCTCRAI. ENGINEERS PROJECT : ��% �� 4 CLIENT JOB NO.: DATE PAGE: 4,, 3 L. C. DESIGN BY : C" REVIEW BY : MAW Shear Wall Design Based on ACI 318 -02 INPUT DATA CONCRETE STRENGTH REBAR YIELD STRESS FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD DESIGN SUMMARY fc' = 4 ksi SHEAR WALL LENGTH fy = 60 ksi SHEAR WALL THICKNESS L = 24.00 ft t = 8.00 in Pu = 87 k Mu = 3066 ft -k END REINFORCING 4 # 6 Vu = 211 k WALL HORIZ. REINF 2 # 5 11 in o.c. WALL VERT. REINF 2 # 5 c 11 in o.c. LENGTH OF SHEAR WALL L = THICKNESS OF WALL t = DEPTH AT FLANGE D = WIDTH AT FLANGE B = TOTAL WALL HEIGHT TO TOP hw, = REINF. BARS AT BULB 4 # WALL DIST. HORIZ. REINF. 2 # WALL DIST. VERT. REINF. 2 # HOOP REINF - WIDTH, B, DIR. 2 legs of # HOOP REINF - LENGTH DIR. 3 legs of # 24 ft 8 in in 19 14 15 6 5 @ 10.5 in. o.c. 5 @ 10.5 in. o_c. 4 4 in THE WALL DESIGN IS ADEQUATE. ft rB ANALYSIS Pn (k) 6000 5000 4000 3000 2000 1000 0 -1000 -2000 10000 15000 20000 25000 300 Mn (ft -k) 00 T. Ts, Csn Cs FORCE DIAGRAM fy /E. Cc 0 = Y1C C STRAIN DIAGRAM CHECK SHEAR CAPACITY THE MINIMUM REINFORCEMENT RATIOS ARE GIVEN BY ACI 318-02 SECTION 21.7.2.1 AND SECTION 14.3 AS (pn )Mn. = 0.0025 [ for Acv (fc')° 5 = 145.72 kips < Vu , and bar size #5 horizontal] (Pv )rn,n. = 0.0025 [ for Acv (fc')" = 145.72 kips < Vu , and bar size #5 vertical] where Acv = 2304 1n2 (gross area of concrete section bounded by web thickness and length in the shear direction) THE PROVIDED REINFORCEMENT RATIOS ARE Pn = 0.0074 > (Pn Lin. pv = 0.0074 > (Pv [Satisfactory] [Satisfactory] The proposed spacing is Tess than the maximum permissible value of 18 in and is satisfactory. Since wall Vu < 2 Acv (fc')° 5 one curtain reinforcement required. (AC1318 -02, Sec.21.7.2.2) THE DESIGN SHEAR FORCE IS GIVEN BY ACI 318-02 SECTION 21.7.4.1 & 21.7.4.4 AS 4)Vn =MIN [ 4) Acv (a,0 (fc')° 5 + pn fy), 4) 8 Acv (fc1°.5 ] = 699.45 kips > Vu [Satisfactory] where 4) = 0.6 (conservatively, ACI 318-05 9.3.4 a) a`= 3.0 (for hW /L = 0.63 <1.5) pv > IN [Satisfactory] (only for II,/ L > 2.0, ACI 318-02 Sec. 21.7.4.3) M 0 ca • • • le 4, 24 9r, 3 4�GV /✓-d CHECK FLEXURAL & AXIAL CAPACITY THE MAXIMUM DESIGN AXIAL LOAD STRENGTH, ACI 318-02, Sec. 21.7.5.1 & Eq.(10 -2), IS 4, Pm. =0.8 [ 0.85 fc' (Ag - Ast) + fy Ast] = 5033 kips. > Pu where 4) = 0.65 (ACI 318-02, Sec.9.3.2.2) Ag = 2532 in2. Ast = 18.90 in2. THE DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 10322 ft -kips. [Satisfactory] FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-02 SEC. 10.3.2 AS Sc = 0.003 AND £t = fy / Es = 0.002069. THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb = d £c / (£c + £s) = 165 in a = Cb = 140 in 4, = 0.48 + 83 Et = 0.652 (ACI 318-02, Fig. R9.3.2) where d = (L -0.5D) : 278.5 in (3t = 0.85 ( ACI 318-02, Sec. 10.2.7.3 ) THE DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 2820 kips AND 20672 ft -kips. IN ACCORDANCE WITH ACI SEC. 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS 0 Mn = 0.9 Mn = 12226 ft-kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — �Pn=- 0.0MIN(AstFy,3.3f'0•54Lt)= -1021 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM ABOVE. (I) Pn (kips) @ Mn (ft-kips) AT AXIAL LOAD ONLY = 5033 0 AT MAXIMUM LOAD = 5033 10322 AT 0 % TENSION = 4898 11427 AT 25 % TENSION = 4190 16120 AT 50 % TENSION = 3639 18570 Arc t= 0.002 = 2860 20543 AT BALANCED CONDITION = 2820 20672 AT s t= 0.005 = 2212 26671 AT FLEXURE ONLY = 0 12226 AT TENSION ONLY = -1021 0 THE DESIGN FORCES Pu & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM, THE ALLOWABLE MOMENT AT AN AXIAL LOAD Pu IS 4, Mn = 13061 ft-kips > Mu [Satisfactory] where ¢ = Min[0.9, Max(0.48 + 83 6t , 0.65)] = 0.900 (ACI 318-02, Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI SECTION 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hw) / (600 Su) and fc <0.2 fc' [Satisfactory] where c = 28 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mn loads. ) Su = 1.3 in. ( design displacement, assume 0.007hw as a conservative short cut, see ACI 318-02 Sec. 21.7.6.2a. ) fc = (Pu 1 A) + (Mu y / I) = 0.283 ksi. ( the maximum extreme fiber compressive stress at Pu & Mu loads. ) y = 144 in. ( distance from the extreme compression fiber to neutral axis at Pu & Mu loads. ) A = 2684 in2. ( area of transformed section. ) I = 21107683 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.007 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c-0.1 L, 0.5c, D +12) = 31.00 in. ( ACI 318-02, Sec. 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4 +(14 -hx)/3 ] = 8 in.o.c. ( ACI 318 -02, Sec. 21.4.4.2 & 21.7.6.5a ) Ash, B DIR = (0.09 s hc fc ) / fyh = N/A in2• Ash, L DIR = (0.09 s hc fc' ) / fyn = N/A in2. NW ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS iir6869 WO/�ODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT 4e d�j' t 2 sig* p � ✓ 'SUBJECT j� C'd�'/i,4' ' f ieW a iw4 d `fer -a! t 2,5 ,5(1,4)55 L O2k TAPER ((1:1 SLOPE T. & • FT— 3 SIDE> rn T � T plan e -1 B. DATE SHEET 1- '25MOF BYi��VVV If • • 8 8x7' -9" (STAGGER "oc WELDED TO R .1■11wwwwwtmonmER0 - — .r O r — rw � • _ 1 s I a • it • CONT. R ONE SIDE w/ �— 1" co BOLTS. WELD AS 'SHOWN PRIOR TO PLACING ,FULL DEAD TAD ON BEAM 'BEG, R int k t 2g t 11, 2k V5P 14&k A5 D F 1,5, (10) �,5(* t %dej mpept es 661.c s ;ter e.r,; gi` 1T i k etedc Ntr 4Y1�7 s� t 1 t(01" wee /.G;1 l h • y • • -NOTE: LAP EMBED REBA FULL LENGTH w/ WALL CHORD STEEL TYP. © A DRAG CONNECTIONS (SE WALL ELEVATIONS) • END CAGE REINF. PER WALL .ELEV. • AriLE put 641, 11 014 2,21- 49.0 Pe 0 -rac ; .e dare 4,4t 9,1 �Po) z 2pk ,fib 2 l0.3 r iC'dadomd % 16, 2 4' '9< 1 S 5 /efi 2, 65, 21.6 .61c g '14E4: 144v144/`‘ 1'L 5 6701611 rb s 6�a G ?‘31'6S- fEc 62� 2� / � , NW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS fdr 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT # PROJECT 'j61' L - 1 SUBJECT gf-ai cmwz1. • • /2kterfietivn4,4itftyfil (o30 II/2 22" DATE A �9/� SHEET 4/ 26OF BY //241W ti 5P A-W Tu 2 32k 96t14'4 g 5. tviC a _ T 9lk elf-re 2 ?k t kir" R z 12k kw. "FN r Ef 4(1,5)44 1,9- r `!ak "l U n c 024; gym, `L� 1.g ---2() r 1-1" • • STRUCTURAL ENGINEERS PROJECT : 7/Di f 6 `F�ifor l/ 'f6e t ItSi . Vl , CLIENT : V� t/ JOB NO.: DATE : PAGE: 4/27 DESIGN BY : /144/11 REVIEW BY: Weld Ca�iai,'ity oi�Eceaeritric Gonnectiot based oil A1St3.36015.. _" `. . . • INPUT DATA & DESIGN SUMMARY THICKER PART JOINTED WELD SIZE GRAVITY LOAD, ASD ECCENTRICITY TO EDGE LATERAL LOAD, ASD WELD LENGTH, DA WELD LENGTH, DC WELD LENGTH, CB t = 0.626 in w = 0.3125 in P = 56 lips e= 0.75 in F = 140 kips Lt = 16 in L2 = 22 in L3 = 16 in THE CONNECTION DESIGN IS ADEQUATE. ANALYSIS MIN WELD SIZE (AISC 360-05 Tab. J2.4) MAX WELD SIZE (AISC 360-05 J2.2b) EFFECTIVE THROAT THICKNESS CENTROID OF WELD GROUP CENTRODIAL MOMENT OF INERTIA TOTAL ECCENTRICITY ALLOWABLE STRESS (AISC 360-05 J2.4 ) DETERMINE SHEAR STRESS @ POINTS A, B, C, D PointA: fx =F /AW+EMyA / (ix +ly)= PointB: fx= F /AW- EMye /(Ix +Iy)= Point C: fx= F /AW- EMyc / (Ix +Iy)= PointD: fx= F /Aw'ENyo / (ix +)y)= CHECK SHEAR CAPACITY @ POINTS A, B, C, D PointA: fv= (f2 +fy2)os= 18.2 ksi Point B : fv = (f2 + fy2)o.s = 11.7 ksi Point C : fv = (f2 + fy2)o5 = 8.2 ksi Point D : fv = (42 + fy 0 5 = 16.1 ksi Wmin = Wmax = to = Xo = YO = Ix = ly = e total, P = eel F = Fv = 0.25 in 0.56 in 0.707 w E A; /EA; EY;A; /EA; (bh3 /12 +Ad2) E(bh2 /12 +Ad2) e +Lt - Xo 0.5L2 -Yo 0.6 F /Q 15.9 ksi 7.6 ksi 7.6 ksi 15.9 ksi Y -% 2 , TCWP C L3 B I I_ Xo 0.22 in 4.74 in = 11 in 1052 In4 746 in' = 12.0 in 0.0 in 21.0 ksi fy=- P /AW- EMxA /(Ix+ ly) = fy=- P /AW- EMxa /(Ix +ly)= fy=- P /AW +EMxc/(Ix +Iy)= fy=- P /AW +EMx01(ix +iy)= < Fv = 21.0 ksi < Fv = 21.0 ksi < Fv = 21.0 ksi < Fv = 21.0 ksi [Satisfactaryl [Satisfactory] [Satisfactory] [Satisfactory] ksi -8.9 ksi -2.9 ksi -2.9 ksi X vc41) PROJECT: )Pi4I,(e' 9f NOGG ° ft /I(L f,. CLIENT: J ► J STRUCTUR_AI_ ENC4INEERC JOB NO.: DATE Weld Ca iitlt.y of iEi iiiit1c)i riniiec ltili Based tii'AIS07.350 5 :. • .. . PAGE: 4-, 2b DESIGN BY : REVIEW BY : INPUT DATA & DESIGN SUMMARY THICKER PART JOINTED WELD SIZE GRAVITY LOAD, ASD ECCENTRICITY TO EDGE LATERAL LOAD, ASD WELD LENGTH, DA WELD LENGTH, DC t = 0.826 in w= 0.3126 in P = 25 kips e = 0.75 in F = 230 kips Lt= 18 in L2 = 22 in WELD LENGTH, CB L3 = 18 in THE CONNECTION DESIGN IS ADEQUATE. ANALYSIS MIN WELD SIZE (AISC 360-05 Tab. J2.4) MAX WELD SIZE (AISC 360-05 J22b) EFFECTIVE THROAT THICKNESS CENTROID OF WELD GROUP CENTRODIAL MOMENT OF INERTIA TOTAL ECCENTRICITY ALLOWABLE STRESS (AISC 360-05 J2.4 ) DETERMINE SHEAR STRESS ? POINTS A, B, C, D Point A : Point B : Point C : Point D : fx= F /Aw4. not YA /(Ix4-1y) .-- fx= F /Aw- EMya /(Ix +iy)= fx= F /Aw- EMyci(ix +ly)= fx =F /A 4. Yo 10.4Iy)= CHECK SHEAR CAPACITY ® POINTS A, B, C, D fv = (f),2- + fyx}o.5 = 20.0 ksi fv = (f2 + fy2)os = 16.7 ksl Point A : Point B : Point C Point D fv z ▪ cos= z ▪ zos= 16.3 ksi 19.6 ksi wmin = wmax = to' X° = Yo = Ix = ly = e total, P = e1F= Fv = 0.25 in 0.56 in 0.707 w EX; Ai! EA; EYIAI /EA; (bh3 /t24-Adz) (bhs /12 +Ad2) e +L1 -X0 0.512 -Yo 0.6F /S2 19.6 ksi 16.3 ksi 16.3 ksi 19.8 ksi 0.22 in 5.59 in 11 in 1158 in4 1026 in4 = 13.2 in = 0.0 in 21.0 ksi fy=- PIAw- Ylvtx.J (lx yly)= fy=- P /Aw- EMxa /(Ix +iy)= fy=- P /Aw +EMxc /(ix +ly)= fy= -P1Aw *DM xp /(!x+ iy)= < Fv = 21.0 ksi < Fv = 21.0 ksi < Fv = 21.0 ksi < Fv = 21.0 ksi [Satisfactory] [Satisfactory] [Satisfactory] [Satisfactory] -3.8 ksi -3.8 ksi -1.1 ksi -1.1 ksi F --C $P)1) • • • EN PROJECT : Sepia r94 CLIENT : STRUCTURAL IErcc =lNEET. t JOB NO ee reVer J DATE: PAGE: DESIGN BY : REVIEW BY : 4.29 mew Weld gablatSr lakAitito iiDHi eetkii7'eas6i] { AISC 360-05 INPUT DATA & DESIGN SUMMARY THICKER PART JOINTED WELD SIZE GRAVITY LOAD, ASD ECCENTRICITY TO EDGE LATERAL LOAD, ASD WELD LENGTH, DA WELD LENGTH, DC WELD LENGTH, CB t = 0.826 in w = 0.9125 in P = 40 kips e = 0.75 In F = 110 kips L1 = 12 in L2 = 17 in 13 = 12 in THE CONNECTION DESIGN IS ADEQUATE. ANALYSIS MIN WELD SIZE (AISC 360-05 Tab. J2.4) MAX WELD SIZE (AISC 360-05 J22b) EFFECTIVE THROAT THICKNESS CENTROID OF WELD GROUP CENTRODIAL MOMENT OF INERTIA TOTAL ECCENTRICITY ALLOWABLE STRESS (AISC 360-05 J24 ) DETERMINE SHEAR STRESS ig POINTS A, B, C, D Point A: fx= F /Aw +EMYA /(Ix +ly)= PointB: fx= F /Aw- EMy8 /(I,+ly)= Point C: fx= FlAw- LMyc / (Ix + Iv) = Point D: fx= F /Aw4' 11310x °iy)= CHECK SHEAR CAPACITY Q POINTS A, B, C, D Point A : Point B : Point C: Point D : (f2 x + Y f�05= (fx2 f y2)0.5 fv = (1x2 + fy2)°•5 = tve2 +tv2)05= 18.2 ksi 11.7 ksi 8.6 ksi 16.E ksi wmin = wmax = te Xo= Yo Ix = ly= e total. P= etotal,F= Fv 0.25 in 0.56 in 0.707 w EXIAI /EA; EYIP /EAI (bh3 /12 +Ad2) E(bh' /12 +Ad2) e +L1 -?Ca 0,5 L2 - Yo 0.6 Fr,/ 1 16.1 ksi 8.2 ksi 8.2 ksi 16.1 ksi Yo Y f) L2 L, A e 0.22 in 3.51 in 8.5 in 474 in4 317 in° 9.2 in 0.0 in 21.0 ksi fy=- P /Aw -EM Ys; / (Ix +ly)= fy=- P /Aw- EMxe /(Ix+Iy)= fy=- P /Aw +EMxc /(ix +ly)= fy= - P /Aw+F.i►4x1)/(ix +iyj = < Fv = 21.0 ksi < Fv = 21.0 ksi < Fv = 21.0 ksi < Fv = 21.0 ksi [Satisfactory' [Satisfactory] [Satisfactory] (Satisfactory) P -8.4 ksi -8.4 ksi -2.8 ksi -2.8 ksi F X J 7�� �sS7 _ _ e • • EN STRLC_TL•I AL E N:c>al:t a:R': PROJECT : Segate CLIENT: '�- JOB NO, : Weld X3rpacityytof JEcceftrtc Coftriddl n jBased AiSC 460;05 : DATE: PAGE : DESIGN BY : REVIEW BY : -4,30 4444/ INPUT DATA & DESIGN SUMMARY THICKER PART JOINTED WELD SIZE GRAVITY LOAD, ASD ECCENTRICITY TO EDGE LATERAL LOAD, ASD WELD LENGTH, DA WELD LENGTH, DC WELD LENGTH, CB t = 0.626 in w = 0.5126 in P = 12 kips e = 0.75 in F = 227 kips Lt = 15 in L2 = 22 in L3 = 15 in THE CONNECTION DESIGN IS ADEQUATE. ANALYSIS MIN WELD SIZE (AISC 360-05 Tab. J2.4) MAX WELD SIZE (AISC 360-05 J2.2b) EFFECTIVE THROAT THICKNESS CENTROID OF WELD GROUP CENTRODIAL MOMENT OF INERTIA TOTAL ECCENTRICITY ALLOWABLE STRESS (AISC 360-05 J2_4) DETERMINE SHEAR STRESS POINTS A, B, C, D Point A: fx= F /Aw+EMfyA / (Ix +ly)= Paint B: fx= F /Aw- EMyBI(Ix +ly)= PointC: fx= F /A- EMyc! {ix +ly)= Point D: ix- F1Aw4.214 yu 1 (Ix +iy)- CHECK SHEAR CAPACITY POINTS A, B, C, D Point A : fv = (fx2 + fy2)°5 = 20.8 ksi Point B : f„ = (f)(2 + fy2) °'5 = 18.9 ksi Point C : f„ = (f 2 + fy2)o5 18.8 ksi Point D : f„ = {fx2 + fy2)° 5 = 20.7 ksi Wmin = Wmax = te= Xa= Yo = Ix = ly = e total, P e fatal F= F„ = 0.25 in 0.56 in 0.707 w • EA; • EA; E(bh3 /12 +Adz) E(bh3 /12 +AdZ) e +Lt - X° 0,5 12 - Yo 06 F / 20.7 ksf 18.8 ksi 18.8 ksi 20.7 ksi < Fv= • Fv = C Fv= • Fv Xo 0.22 in 4.33 in 11 in 998 in4 626 in4 11.4 in 0.0 in = 21.0 ksi fy=- P /Aw- EMf'xA / (lx +Iy)= fy=- P /Aw- EMxa /(Ix +ly)= fy=- P/Aw +EMxc/(Ix +fy)= ksi 21.0 ksi 21.0 ksi 21.0 ksi (Satisfactory/ (Satisfactory] (Satisfactory] (Satisfactory] -1.9 ksi -1.9 ksi -0.7 ksi -0.7 ksi X F e ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT f l,EK/ Qk/te SUBJECT L41-Y 24+.' DATE SHEET 4, 3 1 OF BY ..izo ', '2,, 1 1 (2I eM, Loa, c I,2(24,) i-,g e 2,6'0,4)62 * k2015124s et[11 -t 2(7 4,, % `' ` u .� pbu r 1.62 r 6‘vie) _ ` 2,veci' z _- (021 6(s2) i6146zi z , 2 02 4-0° -0 Z `L2'� ` 441" ek z- 262k 32,4 1,0k isENW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT # SUBJECT reozPii, PROJECT 6.~ Segerle dke¢.ce VFY. w/ i "CLR. JOIST SUPPLIER HSS 2tx2x DECK SUPPORT . k 7" 10 DL V 6.1414 TYP. DATE{ SHEET 4r '21 OF . /f4WV BY J2.0 c ;fi -6,5 4 —p 73h t41441) PLAN E.S. PER JOIST MFR. 4x4xj MIN. w/ 6 - "0 A325N BOLTS 0 3"oc 0 . (-1-Cpiefecip, Legg 1,"2 d.5" 5he-w -f2a ÷ $pg -WF BM. PER PLAN (COPE BOT. FLANGE FOR CONN. It WELD) " R (EA. SIDE) w /(4) -4 "0 ERECTION BOLTS • qt5g)He.toext. +)- ez'-f) c tOte. 6.5").(1t2.-1606j) FrovVid 2f p. 4,646,0 low-v/14) i6,2'4 2) f G2 alto-14e `gelid .fib ate EN W ENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS • PROJECT # PROJECT SUBJECT �IE0-0? �J €? (��yGp/`-wil J BY A/ 1i1 V 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 Selk(e 'i(fP€e VV DATE A / '-/j , SHEET 4. ‘3 OF = 324k 4-®¢. (4W) w Wpiey: .161:6r 814 (i-)' 213 4d. - 1(1461- I ic ,q5, • rep, s /,11 k.tk. • 1o,2 I WO Pend, - - 15 (3 2 4) r 47 b 21'` et• �. k 5 t5 ) eves 2'L 2'2 view; tvf el/p_ 5 'de lea 1146 @b2" • / v a 64% mow, s Liar 725.1 53,1 (1(0 wc+ (5o �) key/3.40 J 14444c. leek yam,► 6,4{ 1'49 Gv r 1/4k z 6, 17( 4e,4 w►�>t, T ` 1,11 �2 1% . 2©5, V t'if &n1c 1,10 ENW • ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT c tie e4-PI-6e DATE SUBJECT 7 S lQ/Q 'h/1 -) 5 SHEET ' OF f BY /V1441 124" 44, (MO 41, Wp e, : l i-6g k erciten due 4-0 141F' wa'Us r 2g ((%) t 5$266) r 50V( 6sti-itii etue iv C.4,tettee r 9C0•201 Rom T veC v=1 /4kd C 2 ,924F 14,1' 5611 8t Pend. e ?"6.) (S24) t 5a ,totitai f .4 aPPte'L. 1461 CGansGrva4) 43.9' ,itt 4131 ' l$ 290 4ei • 2l • tit4 0034) Cttfitioe(:)/0 ( 4) c ,5(g2g) t 6b`59'O) c3(82g) .4- 47 96..) f be :)6(q$2) for 2 -wry z�c4 STRUCTURAL. ENc..INLERs PROJECT: /� "Ge '!� CLIENT : r1o"e 4 pove094 S 9» i JOB NO.: DATE : PAGE: 4-,/5 DESIGN BY : REVIEW BY : Shear Wall Design Based on ACI 318-05 / IBC 2006 INPUT DATA CONCRETE STRENGTH (ACI 318 5.1.1) fc = 4 REBAR YIELD STRESS fy = 60 FACTORED AXIAL LOAD FACTORED MOMENT LOAD FACTORED SHEAR LOAD LENGTH OF SHEAR WALL THICKNESS OF WALL DEPTH AT FLANGE WIDTH AT FLANGE ksi ksi Pu = 17 k M„ = 121 ft -k Vu = 30 k L = 2.5 ft t = 14 in D = 13.5 in B = 14 in TOTAL WALL HEIGHT TO TOP hw = 237.5 ft REINF. BARS AT BULB 4 # 5 WALL DIST. HORIZ. REINF. 2 # 4 0 WALL DIST. VERT. REINF. 2 # 5 0 HOOP REINF - WIDTH, B, DIR. 2 legs of # 4 HOOP REINF - LENGTH DIR. 2 legs of # 4 DESIGN SUMMARY SHEAR WALL LENGTH SHEAR WALL THICKNESS END REINFORCING WALL HORIZ. REINF WALL VERT. REINF 10.5 in. o.c. 8 in. o.c_ GetiP L = 2.50 ft t = 14.00 in 4 # 5 2 # 4 2 # 5 THE WALL DESIGN IS ADEQUATE. L Ia • 11 in o.c. • 8 in o.c. L____ ANALYSIS 4_ c & - bey . Mn (ft-k) Ts Cs S, fy /Es CHECK MINIMUM REINFORCEMENT RATIOS AND SPACING (ACI 318-05 21.7.2.1 & 14.3) (Pt )min. = 0.0025 [ for Acv (fc )0'5 = 26.56 kips (Pi )min. (Pt )provd. (Pi )provd. = 0.0025 = 0.0027 = 0.0055 [for > ACV (0°3 = (Pt )min. (Pi )min. 26.56 kips [Satisfactory] [Satisfactory] L FORCE DIAGRAM STRAIN DIAGRAM C • Vu , and bar size # 4 horizontal] < Vu , and bar size # 5 vertical] i where Ac„ = 420 1n2 (gross area of concrete section bounded by web thickness and length in the shear direction) The proposed spacing is Tess than the maximum permissible value of 18 in and is satisfactory. Since wall Vu < 2 A, , (fc)° Ione curtain reinforcement required. (ACI 318-05 21.7.2.2) CHECK SHEAR CAPACITY (ACI 318 -05 21.7.4.1 & 21.7.4.4) 4)V° =MIN [ 4, Acv (ac (fc)0.5 +Ptfy),4)8 Acv (fc) °S] = 73.02 kips > Vu [Satisfactory] where 4) = 0.60 (conservatively, ACI 318-05 9.3.4 a) ac= 2.0 (for h,,,, /L = 95.00 >2) Pi > Pt [Satisfactory] (only for hw / L > 2.0, ACI 318-05 21.7.4.3) M 0 O 0 0 eOti e PihVw &r. sp d4jo //Pi-6 4-s CHECK FLEXURAL & AXIAL CAPACITY MAXIMUM DESIGN AXIAL LOAD STRENGTH (ACI 318-05 211.5.1 & Eq.10 -2) Pmax =0.8 [ 0.85 fu' (Ag - Ast) + fy Ast] = 840.6 kips. > P„ [Satisfactory] where 4, = 0.65 (ACI 318 -05 9.3.2.2) Ag = 420 in2. Ast = 3.33 In2. DESIGN MOMENT CAPACITY AT MAXIMUM AXIAL LOAD STRENGTH ARE FROM 0 TO 231 ft -kips. FOR THE BALANCED STRAIN CONDITION UNDER COMBINED FLEXURE AND AXIAL LOAD, THE MAXIMUM STRAIN IN THE CONCRETE AND IN THE TENSION REINFORCEMENT MUST SIMULTANEOUSLY REACH THE VALUES SPECIFIED IN ACI 318-05 10.3.2 AS Sc = 0.003 AND Et = fy / ES = 0.002069. THE DEPTH TO THE NEUTRAL AXIS AND EQUIVALENT RECTANGULAR CONCRETE STRESS BLOCK ARE GIVEN BY Cb= dEc /(Ec +Es) = 14 in a =Cb131 = 12 in �31 = 0.85 ( ACI 318 - 05102.7.3 ) = 0.65 + (Et -0.002)(250/3) = 0.656 (ACI 318-05 Fig. R9.3.2) d = (L - 0.5D ) = 2325 in DESIGN AXIAL AND MOMENT CAPACITIES AT THE BALANCED STRAIN CONDITION ARE 333 kips AND 336 ft-kips. IN ACCORDANCE WITH ACI 318-05 9.3.2 THE DESIGN MOMENT CAPACITY WITHOUT AXIAL LOAD IS Mn = 0.9 Mn = 286 kips. TO KEEP TENSION SECTION WITH SHEAR CAPACITY PER ACI SEC. 11.10.6, THE PURE AXIAL TENSION CAPACITY IS — $Pn=- 0.9MIN(AstFy,3.3f'0-54Lt)= -180 kips. SUMMARY OF LOAD VERSUS MOMENT CAPACITIES ARE SHOWN IN THE TABLE BELOW, AND THEY ARE PLOTTED ON THE INTERACTION DIAGRAM AT FRONT PAGE. $ Pn (kips) 4 Mn (ft -kips) AT AXIAL LOAD ONLY = 841 0 AT MAXIMUM LOAD = 841 231 ATO %TENSION = 712 293 AT 25 °% TENSION = 589 324 AT 50 °% TENSION = 487 335 AT s t = 0.002 = 339 333 AT BALANCED CONDITION = 333 336 AT c t= 0.005 = 108 358 AT FLEXURE ONLY = 0 286 AT TENSION ONLY = -180 0 DESIGN FORCES P„ & Mu ARE ALSO PLOTTED ON THE INTERACTION DIAGRAM. FROM THE INTERACTION DIAGRAM. THE ALLOWABLE MOMENT AT AN AXIAL LOAD P„ IS GIVEN BY Mn = 299 kips. > M❑ [Satisfactory] where 4) = Min {0.9, Max[0.65 + (Et - 0.002)(250/3) , 0.65]} = 0.900 (ACI 318-05 Fig. R9.3.2) CHECK BOUNDARY ZONE REQUIREMENTS AN EXEMPTION FROM THE PROVISION OF BOUNDARY ZONE CONFINEMENT REINFORCEMENT IS GIVEN BY ACI318 -05 21.7.6.2, 21.7.6.3, and 21.7.6.5(a) PROVIDED THAT c < (L hW) / (600 S„) and fu < 0.2 fu* [Satisfactory] where c = 7 in. ( distance from the extreme compression fiber to neutral axis at P„ & M„ loads. ) S„ = 20.0 in. ( design displacement, assume 0.007hu, as a conservative short cut, see ACI 318-05 21.7.6.2a. ) fc = (P„ / A) + (M„ 11/ I) = 0.688 ksi. ( the maximum extreme fiber compressive stress at P„ & M„ loads. ) y = 15 in. ( distance from the extreme compression fiber to neutral axis at P„ & M„ loads. ) A = 447 in2. ( area of transformed section. ) 1 = 33511 in4. ( moment of inertia of transformed section. ) And the longitudinal reinforcement ratio at the wall end = 0.007 < 400 / fy [Satisfactory] HENCE BOUNDARY ZONE DETAIL REQUIREMENTS ARE NOT NECESSARY AND OMIT THE CALCULATIONS BELOW. The boundary element length = MAX( c - 0.1 L , 0.5 c ) = 3.94 in. ( ACI 318 -05 21.7.6.4 ) The maximum hoop spacing = MIN[ B/4 , 6db , 6 , 4 +(14 -hx)/3 1 = 8 in.o.c. ( ACI 318-05 21.4.4.2 & 21.7.6.5a ) • • ENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT # SUBJECT PROJECT 6869 WOODLAWN AVE. N. E, #205, SEATTLE, WA 98115 (206) 525-1560 FAx (206) 522-6 ROOT' 1 . i`,�- n I mom_, ` /'L�'l'j V t 5711 (w4-. roof 4/114,1:44 t- 3-2��� ` 913" k 44 1 t4+ 61") 110 /;,t (4) -#5 11442rel afTiP / i "" ar t 4CG.' 7) 2,1 V� v L, i 5Y /, � -/(ft ,lack 7 (1 6-06) 126 ' 2T 4-it ®k . 114 z 14; 4afj44-r4A4- Gl1 et. A. Li (tool 1 tvot 1/151 r 664; 'Tt e c ) T/4, C 21V#2 2-'17 4- 41 ak, 14'1 1 rg • • • fey htlgektel * ** Property of Engineers Northwest, Inc., Seattle - Use by others unlawful * ** AMERICAN SOCIETY OF CIVIL ENGINEERS WIND LOADS PER ASCE 7 -05 Method 2 - Section 6.5.12.2.2 - Low -Rise Buildings INPUT CELLS = (Shaded) PROJECT NUMBER: Figures, Tables & Equations PROJECT NAME: Segale 2-story LOCATION: Tukwila, WA DESIGN BY: PROGRAM LIMITATIONS: 1.) The building height MUST NOT exceed the length nor width (a rigid structure) 2.) The building MUST HOT exceed 60 feet in height. 3.) The roof slope MUST NOT exceed 45 degrees. ENGINEERS - NORTHWEST, 1NC_P_S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEET 5' 1 OF All references are to ASCE 7 -05 for Sections, BUILDING AND SITE INFORMATION INPUT 291.00 ft. 111.00 ft. 30.00 ft. 30.00 ft. 0.25 inift. Hip 34.00 ft. 85 mph B 1.00 1.00 0.85 ENCLOSED BUILDING WIDTH, B = BUILDING LENGTH, L = BLDG. EAVE HEIGHT, he = BLDG. RIDGE HEIGHT, hr = ROOF SLOPE, s = IS ROOF A HIP OR GABLE? HEIGHT OF PARAPET, hp = WIND VELOCITY, v = SITE EXPOSURE = IMPORTANCE FACTOR, I = TOPOGRAPHIC FACTOR, Kzt = DIRECTIONALITY FACTOR, Kd = Building intemal pressure condition = (PARALLEL TO RIDGE) • (PERPENDICULAR TO RIDGE) Roof slope = 1.1935 degrees (EL o'-0" to T.O.W.) (3 second gusts only l l l l ) Section 6.5.6.3 See table to the right Figure 6-4 & Eq. 6-3 For this Kd you MUST use ASCE Toad combinations in Sec. 2.3 & 2.4 Determines GCpi in Figure 6-5* Note:-111= Pub is Assembly &/or Hazardous Importance Factor - I Category Importance Table 1 -1 pg.4 Factor Table 6-1 II 1.00 III & IV 1.15 5/24/07 * ( See ASCE 7 Section 6.2 for definitions of Enclosure Classifications) Substance & IV = Essential Facility MEAN ROOF HEIGHT, hmr = DESIGN HEIGHT, hd = DESIGN HEIGHT, hd = Design height for (qh) = Case A Zone 1 2 3 4 5 6 1E 2E 3E 4E MAIN WIND FROM ASCE 7 Figure 6-5 INTERNAL PRESSURE OUTPUT 30.00 ft. 34.00 ft. 34.00 ft. 30.00 ft. (WIND PERPENDICULAR TO RIDGE) (WIND PARALLEL TO RIDGE) -FORCE RESISTING SYSTEM (MWFRS) ( Input From - "Building intemal pressure condition" above) COEFFICIENTS - GCpi ENCLOSED = 0.18 -0.18 Kz = qh = qh = Section 6.5.12.2,2 Low -Rise p= - Perpendicular to ridge GCpf Load 0.40 4.41 psf -0.69 -7.60 psf -0.37 -0.29 -0.45 -0.45 0.61 -1.07 -0.53 -0.43 -4.08 psf -3.19 psf -4.96 psf -4.96 psf 6.72 psf -11.79 psf -5.84 psf -4.74 psf 0.7006 0.00256 Kz Kzt Kd V21 (Eq. 6 -15) 11.01 psf EL.30 ft. Buildings qh[(GCpf) - (GCpi)J (Eq. 6-18) Case B - Parallel to ridge Zone GCpf Load Windward Parapets = 17.12 psf Leeward Parapets = -11.42 psf a= 11.10 ft. 2a = 22.20 ft. 1 2 3 4 5 6 1E 2E 3E 4E 0.40 -0.69 -0.37 -0.29 -0.45 -0.45 0.61 -1.07 -0.53 -0.43 1 4.41 psf -7.60 psf -4.08 psf -3.19 psf -4.96 psf -4.96 psf 6.72 psf -11.79 psf -5.84 psf -4.74 psf UB = 0.38 B/L = 2.62 hmr /B = 0.103 hmr /L = 0.270 Internal pressure = +/ -1.98 psf NOTE: - Internal pressure for the main frame cancels when Zones 1 & 4 and 1 E & 4E are combined but adds or subtracts at Zones 2, 3, 2E and 3E that do not have directly opposing frame loads. 10/7/2009 ASC E7-05W i nd Meth2.xls • 1-eg 1-447, ENGINEERS- NORTHWEST, INC_P.S. 6869 WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 "' Property of Engineers Northwest, Inc., Seattle - Use by others unlawful "' PROJECT NUMBER: PROJECT NAME: Segale 2 -story LOCATION: Tukwila, WA WIND LOADS PER ASCE 7-05 Method 2 - Section 6.5.12.2.2 - Low -Rise Buildings HEIGHT OF PARAPET, hp = 34.00 ft. BLDG. RIDGE HEIGHT, hr = 30.00 ft. BLDG. EAVE HEIGHT, he = 30.00 ft. MEAN ROOF HEIGHT, hmr = 30.00 ft. Distance diaphragm is below roof = 0.0 in. Wall Support Elevation at Ridge = 30.00 ft. Wall Support Elevation at Eave = 30.00 ft. 2a = 22.20 ft. a = 11.10 ft. Loads to MWFRS Location Walls © comers = Walls = Windward roof = Leeward roof = Windward roof = Leeward roof = Walls parallel to the wind = Windward Parapets = Leeward Parapets = For MWFRS Comer design load For Wall "Comer" design Toad Zones Loads 1E& 4E 11.45 psf 1 & 4 7.60 psf 2 -9.58 psf 3 -6.06 psf 2E -13.77 psf 3E -7.82 psf 5 & 6 0.00 psf All 17.12 psf All -11.42 psf ALSO Create a separate load case with all horizontal zones equal to 10 psf and all vertical zones equal to 0. Check this toad case as an independent case and do not combine with the load case at the left. MWFRS - Diaphpagm loading parallel to the ridge Corner Toad (up to) 22.2 ft. from corners = Non-comer load (more than) 22.2 ft. from corners = 300 plf 240 plf MWFRS - Diaphpagm loading perpendicular to the ridge Corner Toad (up to) 22.2 ft. from corners = Non - corner load (more than) 22.2 ft. from corners = MWFRS - Roof Uplifts Roof uplift load up to 22.2 ft. from exterior walls = Roof uplift load more than 22.2 ft. from exterior walls = Components & Cladding 300 plf 240 plf -13.8 psf -9.6 psf t- USE 4 -USE 4-- a USE 4--- USE f - USE USE Wall Design @ 300 sq.ft. trib. (Inward) = Wall Design @ 300 sq.ft. trib. (Outward) = Wall Design @ 300 sq.ft. trib. (Outward at Comers) = Wall Design @ 20 sq.ft. trib. (Inward) = Wall Design @ 20 sq.ft. trib. (Outward) = Wall Design @ 20 sq.ft. trib. (Outward at Corners) = 9.3 psf -10.3 psf -10.7 psf 11.4 psf -12.4 psf -14.8 psf Parapet only Design at Corners = 18.5 psf Parapet only Design NOT at Corners = 18.6 psf Roof overhang Or Canopy Roof Slope = Roof overhang Or Canopy Area = Roof overhang & canopies uplift (Zone 3) = Roof overhang & canopies uplift (Zone 2) = Wall anchorage load at corners = Non-comer anchorage load 11.1 ft. from corners = Wall anchorage Toad at ridge = 0.50 in. /ft. 544.0 sq.ft. -7.9 psf -10.9 psf 240 plf 230 plf 240 plf USE f - USE �- USE f- USE �---- USE 4- USE f-- USE 4- USE 4 USE -4-- USE 4 USE f USE 4 -USE 4-- USE SHEET 6.0 L OF 5/11/08 2 10/7/2009 ASCE7 -05W indMeth2.xls re -G G4C ce d,rel S NW ENGINEERS NORTHWEST, INC., P.S. ^ STRUCTURAL ENGINEERS 40E 6869 WOODLAWN AVE. N. E., #205, SEArrLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT `� estp,te " 1 PROJECT # DATE SUBJECT 111)4466eic ban/ (t6vI5t V iSek 14Nr SHEET /' S OF 1;961 BY A/WV • K� 1 r i 4 of ;h r i t, l (ce) r le per. 4t " /b , _ i try /`ldj r �¢� ft GuzL ?2, E;L 54 #20 5.4rof LC (*V ItO Pver- /4(' )ito(, 7) '21f$ 4e,defri t 5 4. t. imat.Te 2 nr A st ermiderw w t41Spir -4ow lfps9 N 5'3 conk InP PO/on (218/ cc, 611P 12IG /J7 €( 594,1 96T G 2160;1 t 1t p Vtd 17 bell?. 9.101- 1 5"1 sets 44.4eguiat it 2P• i2IL ENW • PROJECT # SUBJECT ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 5e ale 6 * e - 2 • DATE SHEET OW 4 OF BY M4 V � /� 14/41-eti LMcbvij Iou r 1,2(1,76) 1,6(/90 t 1,0 141 , Pu t 00J(164g) r 444 ` iO4 IS r 4/4 it Z r b rem l. o4G c 14" e 7 d! r,1" k4 t 2 g, G 4,43 x /03hit mr r -3('»' ` 1,97 441-# g 1,37/4,1 (49 - 46 hotter fklir ; J,f 60w. oeeet c trol6 er t 2%4-90 fl *16, t 'lit c 4¢ "�r ifive c31/6° 6,04),11605) r 271e, „� i2 -�- 1f = � �� 6 ®J44 t t ge � @ 4 75, +�k bm¢, e c /21) l,, i tr 4 L,c, fcu c 1, 2 On) -e 166/10 = 3 100. Rte t 1r n) t rk !144 t N2(,;1) ' 57‘ ' bw 14' NI' /"/SA-,4yc Z.6 h .C7 /` (foe ;u4esirittj 4 '4,6J ' k d neAktifici 7 S '117 ,r 2 - #' D',5f,T, pki4 Iva ste Ceenickre dv/ Ver , ofg {eO ,, ketees @ 6rg , , ,4 ENWENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522-6698 PROJECT # PROJECT el iiIC 0 e6 A SUBJECT 6ekrinIl f f,A,„ jk ' (t Z & r) ( G t 4-k51) 46147- �4ui • 'rt- a '7 WA-. r1,6keit, tiL 1 i/vvv 'v1Awv1M S R 00 1,t301 DATE SHEET Pj, OF �}�% BY ,4 �LN / 614(ti Id11) ,,L, 46,41 re! 4tk 54k, (Ali-, Gut) z Gt,4(Roff4)+ 1(90 :06 9b2 ). r //16k't 4 w4I J fBt4. '196r A691,, g 3&'g14) 5;t91 --, • tie r 12 % L. r 14-e Sv C , r 4 p tint. C 6 4 ,4(;49 r Oil, 611 5 -► ,19 r 1,14 i`t. RI-Lt . 41 k PU, z cCie A44 t q(430.)11k2r 4144' ; 6 r1, oral,/ r . 5, "(x,,65) = 2tg., 2 rr, ern)It br�, 41-reff. z • CC : - 14s; /vewage c , IF 56 gc)C4ks1 1 L' 1.L �{1� d r L bk. ENWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL. ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 5226698 PROJECT ell& ogle& SUBJECT 4Idrels PROJECT # DATE SHEET 5./67 OF � BY ,i ►'/��'v • 1,2(4441 Cr /44 r 414 — z 1, 04;t0'1. 4, 4'L &) -9 Crse 4/$610+) L t1,9411 to/Pine Okett(: deep 1-4,0f1 r # qe Gr% e4, ,w, au 4 4, ¢2 le0 6000910f r te /AI 4- 1/6 (2 gF) gad, d " B. Ve 4 fretie e 126 ir( 4.2n1 cb 1 / e 7 Ct it9 =f0 .0 tif 1( (won) 01/s c /W61,6241-6 75) L 49�. vo z[24--t 49 ` ]Y 713.) 5.ck. , ` B k. 46,e 12`` /rev, Bk. 4r sver‘e trUeore bedew ¢I(, — . 4e ,r4, f , 4 t p / .38(l8) ft, 444, z(4 7)20 s * 7C91,sj —t ^6➢ t )2 ". 7 µ� ,4f f(ok�F1-, , fie t2µ %v ear. aw= 4, 45 ,45 =,be(3)x 10$4',1 • 3 l fh2 ok, EENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS • PROJECT # SUBJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 PROJECT ''] G��// 4t (( , I, DATE SHEET' 5. 7 OF BY /VVW vlfM 6 r� A�i� (i, { & /f) /�r 1 tie • • (UN. L 2,1(56j t SCE O t 1%z) ,9Pria 2,9(j r ■23 c 1, 4►5 k L 101 kkf be4 ,1 A t F AM) r 2 4, 21,42 &kr. ` 1, IS if/g• art. r I 7 k (14 42 drj'- slios(ulf) ' 7 Mks i �HG. et, .204 Tt4t lt(4), t4.0 Aq. c 6,00 e Peps 26a2,5)e2effh [4] _ , 7q J 285 ` k G� (cr4Ij 4Dra.1 )14'k h wetted, revs ate41-5 W:WeL( (f b Art) I /(4w _ (') W ft /2k4 (6,1 tee .6. -1,g ` -2" ice r111 4 =4,2A �-S r , 311 h 2 .�)-, 40;c l,e 6- 440-,104--i;11, ... , 1- } .tate kicker @ wr49P ) � , �—� 156 (fo avetwi lac m+ j c/`��k et-0 ,t to ti (i)i- 4-0e. r ti2k L.. r ENWENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-6698 PROJECT # PROJECT ej� A/te (p4%je SUBJECT 9 let ! -�/vV� J DATE SHEET • 5" OF BY • • (elvak ,for t kr) , L it61r3)(1,0)wp t , 762 WP. l9$P , 5 f4 We, MI) f foo , #-r /b . (P her 30 z 01 5,s+3)42 s ,-t lbO 4f 6 t 4t, 2k, Iw /4 Spa 1 n 4r/h. Fp ' , 162 (4-04 . /0.7 le . f,12, r -i °r 7 r 1, 4 2 kdrf . (,,. -1'1°416) lu k: Cvitt)t. V90)],7a2 c km, (4)04,. eft., ?Lova _, 757 ,r4 .6 ;Leal- kit #411 . IC✓ t • Z VU try e.#6. w� , 9066) ,D60 . _ t61.7/1. �. arty.. _ i N - i,. embed', _ ,1 -2 r, ta%e� '° 4 c4'610.1cc ,/, rediw "t41-, e q 1/7n t 7 I L -, rey'eldevel. = 7" IENW ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 5226698 DATE PROJECT 4e4 Bice - 0 SUBJECT VOrbet ; (24 pp1,) J SHEET go/' OF BY /144/V • 4, 2%D N t r1 /75 ^ 4 pt. t (36p)rs¢. t 1114 via..41 1"31 (le ITO r 5k kr. li(10)0, 4Pt t1/444/11 4 It lb0h'3et2b r2 �k. IL 3 2k -Tc. D 7k4eiQ, dr'416e4 g:54,444, 1e44 I ; re r4+05,2 g5K 14 e: � t,tt,953)6. 762 tVp . (wi�,). , S44wP . IY /hi Op/ t I I,5?OI / ', . r iw tofe(A 50 14+.' ENWENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 5226698 PROJECT # PROJECT e9 &tie �- ' fitly / SUBJECT J✓ e ®,bets (2.i n#,) Lei,ota fec ; (4' (61141 c 4") (1) • t2) • (i) t,2P •p t,'L (') 0.2 f /24%)i) + ',S c:, •-t t,3gfl 2,5E -e 0,51, 40 57 1S" G4' rNu zeoeaHl. 6 nel DATE SHEET c,te OF BY A/ V4 1.;4,(sj c 4t,b vwti r t 1.#1(31).t. 616(2gJ = g2it A44 L loo " Ve r t22k NGc r 0 e 1,5" Vt1 e 0906 4 ,S(22) r 574 t767 I Ver t7`g 711" ge; 'Oki I, 1-(2,C) 15k �egAtefl4'e EN 'ROJECT : et 6 e4 (% max, e kr CLIENT : a ±ly S RU CTi x:> L ENGINEERS IZS JOB NO.: ( ' .� DATE : PAGE : DESIGN BY : REVIEW BY : C© irbellVaidla. BWI on IBC. OMMI II1015 ; ;;; INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH fc' = 4 ksi REBAR YIELD STRESS fy = 60 ksi FACTORED SHEAR LOAD Vu = 122 k 4— FACTORED TENSILE LOAD Nuc = 0 k WIDTH b = 14 in EFFECTIVE DEPTH d = 28 in OVERALL DEPTH h = 31 in SHEAR SPAN a = 8.5 in Q---- EDGE DEPTH he = 31 in PRIMARY REINFORCEMENT 3 # 8 CLOSED STIRRUPS 5 # 4 ( spacing 4 in o.c. ) bearing plate NuSVu ANALYSIS CHECK DIMENSIONAL REQUIREMENTS (ACI Sec. 11.9.1 & 11.9.2) a /d = 0.30 < 1 [SATISFACTORY] Nuc / Vu = 0.00 < 1 [SATISFACTORY] he = 31.00 > 0.5 d [SATISFACTORY] CHECK SECTION (ACI Sec. 11.9.3.2.1) MIN(0.20 f bd , 0.8bbd) = 235 k [SATISFACTORY] where 4) = 0.75 CHECK REINFORCEMENT Af = 0.2V.) A" =MAXI N es Of, 11 where 4) = 0.75 = V. = 0.542 in2 Avf &if y = Air (closed stirrups framing bar to anchor stirrups 1.937 in2 (ACI Sac. 11.9.3.4) (ACI Sec. 11.7.4.3) 4i = 1.4 0.85bd (1-111 1 1 M" Z 0.383bd f� ))) = 0.696 in2 M „ = V ,P+ N,,, (h -d) = 1037 in -k .f (ACI Sec. 10.2) 2Av 0.04 f Asc =MAX Af +A" + , °bd = 1.833 in2 < As,provd= 2.370 in2i 3 f (ACI Sec. 11.9.3.5 & 11 9.5) [SATISFACTORY] 0.646 in2 < A h p. = 2.000 in2 (ACI Sec. 11.9.4) [SATISFACTORY] 'ROJECT: CLIENT : STRUCTURAL EN(.INFERS JOB NO. : 5',4ale Oka Corkeig 9 #w4. 9',,,vier 00 0-1 DATE : PAGE: DESIGN BY : REVIEW BY : C010.:0 D_e.. sign' B-0*fd RIMQ5117S0 3 .8105 _ INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH fc' = 4 ksi REBAR YIELD STRESS fy = 60 ksi FACTORED SHEAR LOAD Vi, = 97 k FACTORED TENSILE LOAD Nuo = 25 k WIDTH b = 14 in EFFECTIVE DEPTH d = 28 in OVERALL DEPTH h = 31 in SHEAR SPAN a = 8.5 in EDGE DEPTH h, = 31 in PRIMARY REINFORCEMENT 3 # 8 CLOSED STIRRUPS 5 # 4 ( spacing 4 in o.c. ) bearing plate N. 5 V. V. ANALYSIS CHECK DIMENSIONAL REQUIREMENTS (ACI Sec. 11.9.1 & 11.9.2) a / d = 0.30 < 1 [SATISFACTORY] Nuc / Vu = 0.26 < 1 [SATISFACTORY] he = 31.00 > 0.5 d [SATISFACTORY] CHECK SECTION (ACI Sec. 11.9.3.2.1) MIN(0.2{ f ,bd , 0.8bbd) = 235 k [SATISFACTORY] where 4) = 0.75 CHECK REINFORCEMENT Af— f r where N 0.2V„ 0.556 in2 V„ 1.540 in2 Ai, (dosed stirrups) froming bar to anchor stirrups (AC1 Sec. 11.9.3.4) (ACI Sec. 11.7.4.3) 0.75 11. = 1.4 0.85bd 1— 1 M„ .) f( 0.383bd2fj = 0.602 (ACI Sec. 10.2) in2 111„= V,1' +N,, (h -d0 = 900 in -k 2A 0.04f c bd = 1.582 in2 < As, prova = 2.370 in2 Asp =M AX [Af +A.. , 3 +An f Y (ACI Sec. 11.9.3.5 & 11.9.5) [SATISFACTORY] -fir = 0.513 in2 < = 2.000 in2 Ah,pro,a (ACI Sec. 11.9.4) [SATISFACTORY] ENWENGINEERS NORTHWEST, INC., P.S. ^ STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522 -6698 PROJECT # PROJECT (7 PQ' �/ 9i .. bpy�'!'�" SUBJECT o,bels @ r'b�p � o,h ru (24 Jeer, -down I rk C i r et onkel 3.-09 <. 6 1 (e4'i) 20 T2 .1 /.3 33 11 4113 -7 2 51 41 Par ar 0466 DATE SHEET 0:13 OF BY ,L® etf.wkb , (1) t,2Df 1,6t (t)0,2* ,'9p4)j s , ct ÷' -12.0 �l E —7 0917 . 1,CE r ,5c. sit, -- --1).7k self (A-50 qk c MP) Co-144.1 (act.) 30 20 57 1,3 , P1,4 it yk "0,4)2,5 t S k ROJECT: CLIENT : STRUCTURAL ENGINEERS JOB NO. : R) DATE: PAGE : DESIGN BY : REVIEW BY : Colrbe[,Design,Basedron IBCA6:/ ACI {3'18305' ": " INPUT DATA & DESIGN SUMMARY bearing plate CONCRETE STRENGTH fc' = 4 ksi N.sVu REBAR YIELD STRESS fy = 60 ksi FACTORED SHEAR LOAD Vu = 107 k I L FACTORED TENSILE LOAD N� = 25 k WIDTH b = 14 in EFFECTIVE DEPTH d = 38 in OVERALL DEPTH h = 40 in SHEAR SPAN a = 29 in EDGE DEPTH h0 = 40 in PRIMARY REINFORCEMENT 3 # 9 CLOSED STIRRUPS 7 # 4 ( spacing 4 in o_c. ) ANALYSIS CHECK DIMENSIONAL REQUIREMENTS (ACI Sec. 11.9.1 & 11.9.2) a l d = 0.76 < 1 [SATISFACTORY] Nuc / Vu = 0.23 < 1 [SATISFACTORY] he = 40.00 > 0.5 d [SATISFACTORY] CHECK SECTION (ACI Sec. 11.9.3.2.1) v„ < MIN (0.20 f bd , 0.80bd) = 319 k [SATISFACTORY] where 4) = 0.75 CHECK REINFORCEMENT A„ = MAX I fe, 0.2V„ �f y An (closed stirrups) framing bar to anchor stirrups 0.556 in2 A,j- = f = 1.698 in2 Y (ACI Sec. 11.93.4) (ACI Sec. 11.7.43) where 4) = 0.75 µ = 1.4 0.85bd 1— 1 M f`� 0.383bd2f� — + N A f — f = 1.576 in2 Mu — V uQ „c ( h —d ) = 3153 r (ACI Sec. 10.2) 2Ay Asc =MAX Af +A„ , 3 +A„ , An= Asp — A. 2 0.0{4fcbd = J y in -k 2.131, in2 < As, prowl = 3.000 in2 (ACI Sec. 11.9.3.5 & 11.9.5) [SATISFACTORY] = 0.788 in2 < Ah, provd = in2 (ACI Sec. 11.9.4) [SATISFACTORY] DROJECT: CLIENT : STRUCTURAL ENGINEERS JOB NO. : 6410 DATE : PAGE: DESIGN BY : REVIEW BY : Corbel'Design;Based oni'IBC;06 LACL`3118=05 - INPUT DATA & DESIGN SUMMARY bearing plate CONCRETE STRENGTH fc' = 4 ksi Nu$Vu REBAR YIELD STRESS fy = 60 ksi FACTORED SHEAR LOAD Vu = 134 k t L FACTORED TENSILE LOAD N„, = 0 k WIDTH b = 14 in EFFECTIVE DEPTH d = 38 in OVERALL DEPTH h = 40 in SHEAR SPAN a = 31 in EDGE DEPTH he = 40 in PRIMARY REINFORCEMENT 3 # 9 CLOSED STIRRUPS 7 # 4 ( spacing 4 in o.c. ) ANALYSIS CHECK DIMENSIONAL REQUIREMENTS (ACI Sec. 11.9.1 & 11.9.2) a / d = 0.82 < 1 [SATISFACTORY] Nuc / Vu = 0.00 < 1 [SATISFACTORY] he = 40.00 > 0.5 d [SATISFACTORY] CHECK SECTION (ACI Sec. 11.9.3.2.1) Vu < MIN (0.20 fcbd , 0.8¢bd) = 319 k [SATISFACTORY] where 4) = 0.75 CHECK REINFORCEMENT A,,= MAX I .i � , � J = 0.596 in2 A`� Y �f t 5' ! Y Y y 2.127 in2 An (closed stirrups) framing bar to anchor stirrups (ACI Sec. 11.9.3.4) (ACI Sec. 11.7.4.3) where 4) = 0.75 µ = 1.4 0.85bd f 1- 1 M. ( >� 0.383bd A f = f Y 2 f - 2.094 in2 1{�l u = V + N� (h -d = 4154 in-k (ACI Sec. 10.2) Asc =MAX Af +A., , 3 +A„ , 0.04f bd = f 2.690 in2 < As, proud = 3.000 in2 (ACI Sec. 11.93.5 & 11.9.5) [SATISFACTORY] � , = A "2 A„ A 1.047 in2 < Ah,prmd = 2.800 in2 (ACI Sec. 11.9.4) [SATISFACTORY] ENW • ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAx (206) 522-6698 PROJECT # PROJECT 'Je:14,(4 SUBJECT F /✓% S i - ® tar- - O - P I ie est�N • y id , w� �� -# r, ePa�G - rk.tfr1. 3e' ■ DATE SHEET BY e &le. -. e 4M1B‘.u/ 11'- p1stre ke'izeot @2n -d (Pdr; 01446/eke 44/ 14 -plow lle.ectie g to fly,. f' N e �� pane ,vee,e h b �� g>eA load 6errigiyudsit, en A/4 • Engineers Northwest 6869 woodlawn Ave NE Seattle WA 98115 206 525 7560 CONCRETE WALL DESIGN 2006 IBC ACI Section 10.10 rifkr ektc,0 wall 2003.2 Materials 2/12/2008 4: Sheet Segale Office ,57 PM 0;.1. Concrete 4,000 psi Reinforcing 60,000 psi Wall 14 in. x 3.5 ft. w/ 5 #6 @ 8.4 in. oc each face .75 in. Reveal Cover is 2 in. Outside Face 2 In. Inside Face Geometry Roof Elev = 38 ft. w/ 20 segments /VW Page 1 Vertical Loads Loads shown will be multiplied by the tributary width. Eccentricities are positive inward & measured from inside face of wall. Dead Live Wind Eccen. LL Type Concentrated 38 kips 31 kips 0 kips -2 in. snow load Lateral Loading Wind Code Wind Inward = 12.2 psf Outward = 13.6 psf at roof level Windspeed = 85 mph Wind exposure is B Importance factor is 1.0 Enclosed Kd = 1.0 Topo factor = 1.0 Mean Roof Ht. = 38 Seismic Code Seismic Horiz factor = 0.381 W (strength) Vertical Factor = 0.19 W (strength) Ss = 1.429 1 = 1 Site class type D Fa = 1 � �`t � 2 •�` r • e2¢ • r q7_ e 446 (tee 41 hMe, ea-447/60e '&v,4 (I ) 46:t c z d&01 /Heel. ' 1,0 • ek. Engineers Northwest 6869 woodlawn Ave NE Seattle WA 98115 206 525 7560 CONCRETE WALL DESIGN 2006 IBC ACI Section 10.10 ��✓l'�y &etc• wall 2003.2 2/12/2008 4:47:57 PM Sheet 5A1 Segale Office a 1 /AV Load Cases 1) 1.4D 2) 1.2D + 1.6Lf + 0.5Lr + 0.5Ls + 1.6H 3) 1.2D + 0.5Lf + 1.6Lr + 1.6Ls + 0.8W) 4) 1.2D + 0.5Lf + 1.6Lr + 1.6Ls - 0.8W) 7) 1.2D + 0.5Lf + 0.5Lr + 0.5Ls + 1.6W 8) 1.2D + 0.5Lf + 0.5Lr + 0.5Ls - 1.6W 11) 1.2D + 0.5Lf + 0.2Ls + 1.0E 12) 1.2D + 0.5Lf + 02Ls - 1.0E 19) .9D + 1.6H + 1.6W 20) .9D + 1.6H - 1.6W 21) .9D + 1.6H + 1.0E 22) .9D + 1.6H - 1.0E Summary of Results Design is Okay Is the vertical load stress(strength) < 0.10fc? okay ACI 14.8.2.3 Is As <= 0.6pbal? (= 0.018) okay ACI 14.8.2.4 Is phi *Mn > Mcracked? See Table Below Is Mu < phi *Mn? See Table Below Is the Service deflection <= 1/150 See Table Below IBC 1605.2.1 Eq 16 -1 IBC 1605.2.1 Eq 16 -2 IBC 1605.2.1 Eq 16 -3 IBC 1605.2.1 Eq 16 -3 IBC 1605.2.1 Eq 16 -4 IBC 1605.2.1 Eq 16 -4 IBC 1605.2.1 Eq 16 -5 IBC 1605.2.1 Eq 16 -5 IBC 1605.2.1 Eq 16 -6 IBC 1605.2.1 Eq 16 -6 IBC 1605.2.1 Eq 16 -6 IBC 1605.2.1 Eq 16 -6 Page 2 M Cracked 1 phiMn Mu 1 phiMn Service Deflection / 1/150 Load Case 1 52% 16% 2% Load Case 2 52% 19% 3% Load Case 3 52% 26% 2% Load Case 4 52% 27% 6% Load Case 7 52% 17% 1% Load Case 8 52% 22% 5% Load Case 11 52% 25% 7% Load Case 12 52% 43% 13% Load Case 19 52% 9% 0% Load Case 20 52% 17% 4% Load Case 21 52% 29% 8% Load Case 22 52% 42% 13% Maximum wall reactions at service level - -- Absolute values / tributary width. These reactions come from various cases. The sum may or may not equal zero. Horiz. Reaction @ slab level (plf). 1342 Horiz. Reaction @ footing level (plf). 0 Vert. Reaction @ footing level (plf). 26364 • • • Engineers Northwest 6869 woodlawn Ave NE Seattle WA 98115 206 525 7560, CONCRETE WALL DESIGN 2006 IBC ACI Section 10.10 eatc, wall 2003.2 Materials Concrete 4,000 psi Wall 14 in. x 6 ft. .75 in. Reveal Geometry Roof Elev = 27.6 ft. Vertical Loads Loads shown will Eccentricities are Concentrated Lateral Loading Wind Seismic 2/12/2008 4:44:16 PM Sheet Segale Office Reinforcing 60,000 psi w/ 9 #6 @ 8 in. oc each face Cover is 2 in. Outside Face 2 In. Inside Face w/ 20 segments be multiplied by the tributary width. positive inward & measured from inside face of wall. Dead 156 kips Live Wind Eccen. LL Type 101 kips 0 kips -2 in. snow load MW Page 1 5f if Code Wind Inward = 12 psf Outward = 13.3 psf at roof level Windspeed = 85 mph Wind exposure is B Importance factor is 1.0 Enclosed Kd = 1.0 Topo factor = 1.0 Mean Roof Ht. = 27.6 Code Seismic Horiz factor = 0.381 W (strength) Vertical Factor = 0.19 W (strength) Ss = 1.429 1 = 1 Site class type D Fa = 1 1,105 /!/fin 4zg- C , 7 7 1444 ) /n -14 4;5 w*4,42A) &of _ - Igoe (ni) 77 24, v 45 2 t 89 6 bmed G, o -- dx, • • • Engineers Northwest 6869 woodlawn Ave NE Seattle WA 98115 206 525 7560 CONCRETE WALL DESIGN 2006 IBC ACI Section 10.10 Pins - wall 2003.2 2/12/2008 4:44:16 PM • Sheet Segale Office MAN Load Cases 1) 1.4D 2) 1.2D + 1.6Lf + 0.5Lr + 0.5Ls + 1.6H 3) 1.2D + 0.5Lf + 1.6Lr + 1.6Ls + 0.8W) 4) 1.2D + 0.5Lf + 1.6Lr + 1.6Ls - 0.8W) 7) 1.2D + 0.5Lf + 0.5Lr + 0.5Ls + 1.6W 8) 1.2D + 0.5Lf + 0.5Lr + 0.5Ls - 1.6W 11) 1.2D + 0.5Lf + 0.2Ls + 1.0E 12) 1.20 + 0.5Lf + 0.2Ls - 1.0E 19) .9D + 1.6H + 1.6W 20) .9D + 1.6H - 1.6W 21) .9D + 1.6H + 1.0E 22) .9D + 1.6H -.1.OE Summary of Results Design is Okay Is the vertical Toad stress(strength) < 0.10fc? okay ACI 14.8.2.3 Is As <= 0.6pbal? (= 0.018) okay ACI 14.8.2.4 Is phi *Mn > Mcracked? See Table Below Is Mu < phi *Mn? See Table Below Is the Service deflection < =1/150 See Table Below IBC 1605.2.1 Eq 16 -1 IBC 1605.2.1 Eq 16 -2 IBC 1605.2.1 Eq 16 -3 IBC 1605.2.1 Eq 16 -3 IBC 1605.2.1 Eq 16 -4 IBC 1605.2.1 Eq 16 -4 IBC 1605.2.1 Eq 16 -5 IBC 1605.2.1 Eq 16 -5 IBC 1605.2.1 Eq 16 -6 IBC 1605.2.1 Eq 16 -6 IBC 1605.2.1 Eq 16 -6 IBC 1605.2.1 Eq 16 -6 Page 2 M Cracked 1 phiMn Mu 1 phiMn Service Deflection / U150 Load Case 1 50% 32% 4% Load Case 2 50% 34% 5% Load Case 3 50% 44% 7% Load Case 4 50% 45% 12% Load Case 7 50% 33% 4% toad Case 8 50% 35% 6% Load Case 11 50% 28% 1% Load Case 12 50% 36% 8% Load Case 19 50% 22% 3% Load Case 20 50% 24% 5% Load Case 21 • 50% 20% 0% Load Case 22 50% 30% 8% Maximum wall reactions at service level - -- Absolute values / tributary width. These reactions come from various cases. The sum may or may not equal zero. Horiz. Reaction @ slab level (pif). 1318 Horiz. Reaction @ footing level (plf). 0 Vert. Reaction @ footing level (pif). 47663 ENWENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525 -7560 FAX (206) 522-6698 PROJECT # PROJECT ' f el48 boa II3 DATE �° h Vi,J . f eitvkirgl — br4 f 1,00, SHEET o 2 ,I OF % J BY (/ 14 SUBJECT wC (S.4(Ce) g(1)t9ti) 14 r. gp, 0/him/kg-Tit = 1,31 k • PL �� £ .44 (11--ego) r N It, 413d�rfi5Z qi LLk.r 1 L L , 4t/c0)4 20 c 34 f b`' • Lite,/ = 2.70 kL ti,2617i) 14 f' = 3,r4 r 46.5k le u t 5 4; % (vrg, fireiS ; ,4 t 4,5 ti Gir)6,011.r ?6,4;z11 Sys , < Why, , X56 it ¢ks;, r 1L/2 II psi .', ek. 61ve 4/5 4erbel et rt ve , e retA ; 114 r i96 : 47)64,5 t 2�k 144 29k g , :Z EN _ 5��061° � dice �� �.,. 'ROJECT 9 CLIENT . ` ' i i STRUCTUR&L ENGINEERS JOB NO.: "DATE PAGE : 54 rbs DESIGN BY REVIEW BY : Co` b-01:17010''13.001 1111BC 007.1013,18 -05" "::— INPUT DATA & DESIGN SUMMARY beoring plate CONCRETE STRENGTH fc' = 4 ksi NusVu REBAR YIELD STRESS fy = 60 ksi ��+— FACTORED SHEAR LOAD Vu = 54.5 k r FACTORED TENSILE LOAD Nuc = 0 k L WIDTH b = 6.5 in EFFECTIVE DEPTH d = 40 in OVERALL DEPTH h = 40 in ,- SHEAR SPAN a = 4.1 in EDGE DEPTH he = 40 in PRIMARY REINFORCEMENT 2 # 6 CLOSED STIRRUPS 4 # 4 ( spacing 7 in o.c. ) ANALYSIS CHECK DIMENSIONAL REQUIREMENTS (ACI Sec. 11.9.1 & 11.92) a / d = 0.10 < 1 [SATISFACTORY] Nuc / Vu = 0.00 < 1 [SATISFACTORY] he = 40.00 > 0.5 d [SATISFACTORY] CHECK SECTION (ACI Sec. 11.9.3.2.1) Vu < MTN(0.2¢ f bd , 0.8¢bd) = 156 k [SATISFACTORY] where ¢ = 0.75 CHECK REINFORCEMENT __ V A„ = MAX [N"' , f „ = 0.242 in2 Alf ��f r r y 0.865 in2 An (closed stirrups) framing bar to anchor stirrups (ACI Sec. 11.93.4) (ACI Sec. 11.7.4.3) where 4) = 0.75 µ = 1.4 0.85bdf�Cl —•�1 M., 0.383bd2f: z — — A_f = = 0.104 in Mu =Vua +N�(h d) = 223 in -k fy. (ACI Sec. 10.2) Asc = MAX Af + An , 2A + A„ , 0.04 f c bd = 0.819 in2 < As,prova = 0.880 in2 3 Y An = Ast A. 2 (ACI Sec. 11.9.3.5 & 11.9.5) [SATISFACTORY] 0.288 in2 < Ah,prova = 1.600 in2 (ACI Sec. 11.9.4) [SATISFACTORY] NW' ENGINEERS NORTHWEST, INC., P.S. — STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT f er9 it/YV QIe f ffite 11) 444 k Q , SUBJECT DATE �j g SHEET 57 2 a OFF BY 444/1/ �t1 �k'a ti 1.45 witte, •*% t S 1 'c,( 4 flf`M" • It r t ;'64) ` 2t17k • icle) 21.4f a 1,63k' C 4, (20) - Z(1)M145' 1 14-1k e�% fp,,4,; ht4,5"-ege,41" Pe4e. 4-460g4 r 14 . &u 4$ /67 /3) 10rf* Z'"41) Vt# z � dt frme , 0 c , 7 g(11t)C.44J z 11,6 it > 21, 7 k 'q, ;5e , re, L 1 / V 211 7 Y 1.0k! L i I/ //'' leeveJ 4'y 2 er-beiiec #5 (orb eller) (ie n e,Zi fteet ENTIAT 3ROJECT: CLIENT : STRUCTURAL ENGINEERS JOB NO. : g die I t9! DATE: PAGE : J� S4 DESIGN BY : REVIEW BY : 4Z4.47 Gorbei# Design$ Based 0111130.`.)61ifAciatams.<<' :: INPUT DATA & DESIGN SUMMARY CONCRETE STRENGTH fc' = 4 ksi REBAR YIELD STRESS fy = 60 ksi FACTORED SHEAR LOAD V„ = 22 k FACTORED TENSILE LOAD Nuc = 0 k WIDTH b = 6.5 in (144 /14, ) EFFECTIVE DEPTH d = 21 in OVERALL DEPTH h = 24 in O4rhts) SHEAR SPAN a = 5 in EDGE DEPTH he = 24 in PRIMARY REINFORCEMENT 2 # 5 C.'/" kG) CLOSED STIRRUPS 3 # 4 ( spacing 5 in o.c. ) bearing plate Nu s Vu ANALYSIS CHECK DIMENSIONAL REQUIREMENTS (ACI Sec. 11.9.1 & 11.9.2) aid = 0.24 < 1 [SATISFACTORY] Nuc / Vu = 0.00 < 1 [SATISFACTORY] he = 24.00 > 0.5 d [SATISFACTORY] CHECK SECTION (ACI Sec. 11.9.3.2.1) v„ A4IN(0.2O_KM , 0.8¢bd) = 82 k [SATISFACTORY] where • = 0.75 CHECK REINFORCEMENT An = MAX N"c 0.2V" L Of, , Of, 0.098 1n2 _ V. 0.349 in2 roming bar to anchor stirrups An (closed stirrups) (ACI Sec. 11.9.3.4) (ACI Sec. 11.7.4.3) where 4 = 0.75 µ = 1.4 0.85bd I— 1 M. f 0.383bd2f., 2 = + h —d Af— f - o.os7 In My V„a Nuc� ) = 110 In -k Asc =MAX Af +An An = A.— AR 2 (ACI Sec. 10.2) ZAP + An , 0 } f ` bd = 0.364 in2 < As, y,o.d = 0.620 in2 3 y (ACI Sec. 11.9.3.5 & 11.9.5) [SATISFACTORY] 0.133 in2 < Ah, prowl = 1.200 in2 (ACI Sec. 11.9.4) [SATISFACTORY] 4rNW ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS PROJECT # ,(� �P,/ROJECT '1'��#' SUBJECT F 94 5 - (YLQr 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAx (206) 522-6698 fe ®4 y re 1.r� CG DATE SHEET BY 441309-6, Ld base Vz (7.4k! 01, Oa- totil4 e vert «t, dd -el L 4S ft' lOpe (-1,6i) 1(29.5) t: [5'11c -1j ,4o t 2. 2k az 1 4044/6 --Y w Ce)gta- 4fw, Ail �3P, �DJ _ /d4 -� 2641' 64-k r4? Corn LL) 3r /t2 : t 5,9k ler-t fc i 4 to oroite o rdl /adds; .(fob 14, 4,9R) ►?_ #f - 10'6%6, t L;2(4),05) .c 2? k LL '4/t% (62)6160257) e Sitti 11,04.0 ti z 10 ?1)(,65.0 _ �k etippea, e 174 Sirs . IpL r Z7+ r27 /7-e 29f 32 t PO 11; /59k 0)r &0'00E10 7i) r ,+1,1)27 9f0) SO /). 4, 32 r^ c I X1,5% r f4, / 2` a t .2 5 159) e,...4 {4g)1 ' 104 : kNW ENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS 6869 WOODLLAWNN!AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 5226698 PROJECT # PROJECT J ei/ e t/ Y �'r(/U - 1 �9 r/ /}� DATE /! �j SUBJECT "rim " CB`e'fc/ l�%L� s J / SHEET 6/ L OF �J BY J 11 '5k nest Ate -��� . F L 4ks , • 1 L, • PSicZ e 61(4- ,5(90104) �7C12)1 r 3:1 nefly41,8 ' % — r 'e c 1, Jr 1, 7 5 ' 11 f . t • g tc 114k ell,(inal. r` t,3) 1LI r� � I t'v/ 3 O.S. fee, -4 6 z ®4mtee. @ 7 L . 044 --� t 2t1- - = 2,9610; OK f f -ce9n pkVt/17, e k 9 . w� , ' 1 �d k ��l {, 2, 5'0 i/. (/2d� � � 2 k - DL L{. c it/ f G2k f 12k r 42k r s 01 400/#1) '41 z r«t/ krG l-t0,, 5(42)e gclk 7 176k (Bk. �c e 441/141€4,4 J4 j , .2 1, Fw ; rr 1440,86)6 C 24.E Alf, ;19 a r 916 4 c / 7 N ice,` t7' eei c 4.46, 4 e 4, i ghv t. 4,6 e 1,'4,)c Z k t t • 7 ;0 7)(72)6 c20 = -7 51k ek. '5 U/ .ber . Gnu , r 11,-.4-62 ; 6PI S 474W . d4e k 4 ' 'p 44 c 0,4f476, c Z 3 7k c "A " -ke4 t 34 tau 4, :9 -44 E 0541 0S6/4j'z ;6fIletf. ""' 414'47 "P be b a h J� it= ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522-6698 PROJECT # PROJECT 'ej'42% 2 SUBJECT G DATE SHEET ((/1i �� OF (�/ 44" V— 51 4l P 4cL 11,11.4r: t t5 .�f Z�l(21^14) = 1/36,5) = 4904c OL4 =7 Cy, ,ice! v t 150- l g 1 3.14 base slur Wi 10:4 274 -koPt Abv. "riiri ; ittg r Ddt.c `NI 1411 -ftDk041e'4-. 754k. %Iie S51100) 0 pi 4')r 146k krb s /6 . -3 ,5(245).-r 1. ' k10°Fd f( 332- 1,1.3) (1.0.9k .1444' 45, 151-60 377k CCir4FJ 7 "2VSsk . fO‹ • _ft 1404112 Fie 44,751,e 1 D�, %E 4ffe 47- kil qir • ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE_ N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 6,4 OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB# 1 P1 =30 PROJECT NAME : Segale Office- 2 Sto P2 = 302 SHEARWALL MK : Grid 3 Ftg. P3= 0 Load Comb. W/ 60 % DL DIST. X = 0 WALL HT. (ft.) = 0.1 P4 = 0 O.T.M. (k -ft.) = 8490 L1 (ft.)= 12 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3.25 FTG. LENGTH (ft.) = 46.7 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Fc = Fy = CONCRETE ULTIMATE FACTOR= APPLIED LOADS P1 = P2 P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT 0.95 0.115 ksf 0.1 ft 9.25 in. 12. ft. 24. ft. 10.75 ft. 11.ft 42. in. 4000 psi 60000 psi 1.4 30.k 302.k O.k O.k 0. ft. "" OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING • i--G "r37 8490. k -ft. 1.0 0.60 oh.. El Pe, B (ft.)= 11 SOIL BRG.(rt.) (above grade) CO T.O.F. BURY = SOIL WT.= if TG. W CONC.T.= 146 FTG. LENGTH = FTG. AREA = (conc.) (reinf.) L2 (ft.)= 24 L3 (ft.)= 10.75 t (In)= 42 U=(OTM rt.) (ft•)= 17.93 3.25 ft. 0.120 kcf 0.150 kcf 46.75 ft. 514.3 sq.ft. Vertical Toads @ left end SUM P1 -P4 = 332.k @ wall ctr. WALL DL = 9.25k (inc.to T.O.F.) @ right end SOIL DL. = 193.34k (above ftg.) @ distance x FTG. DL = 269.98k (from left E.O.W.) SUM P = 804.57k @ B.O.F. kip -ft(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown Toads assumed to be DL 60 % DL = 482.74k O.T.M. RIGHT 1.34 F.S. must be > =1.0 O.T.M. LEFT 1.32 F.S. must be >=1.0 0.000 ksf 5.224 ksf 16.8 ft. 11193 k -ft. Mu DESIGN= BOT. ASREQD.= VUDESIGN = Vu allowable = Av REQUIRED. _ Maximum tie spacing = 4414 k -ft. 27.10 sq.in. 620.67 k 539.31 k 0.50 sq.in.lft. 19.00 in. olc 4.896 ksf 0.000 ksf 17.93 ft. 11375 k -ft. PER FTG.WIDTH @ d = t -4° d = t- 4 "(w /o ties) @d =t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. 2.) For Earthquake, rho & 0.6 Dead Load was used for calculating the F.S. 9/28/2009 Page 1 WALLOT.XLS • fri-a 7 4° ENGINEERS - NORTHWEST INC. PS. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA_ 98115 SHEARWALL FOOTING SHEET OF OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB# ( P1 =30 PROJECT NAME : Segale Office -2 Story P2= 421 SHEARWALL MK : Grid 3 Ftg. P3= 0 DIST. X = 0 P4 = 0 Load Comb. W1100 % DL WALL HT. (ft.) = 0.1 O.T.M. (k -ft.) = 8490 L1 (ft.)= 12 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3.25 FTG. LENGTH (ft.) = 46.7 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT 0.95 0.115 ksf 0.1 ft. 9.25 in. 12. ft. 24. ft. 10.75 ft. 11. ft. 42. in. 4000 psi 60000 psi 1.4 30.k 421.k O.k O.k 0. ft 8490. k-ft. E ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT WISOIL L4 = MOMENT RESISTING (gross)= FOOTING 1.0 1.00 O.T.M. LEFT 2.53 0.000 ksf 3.970 ksf 42.3 ft. 21512 k-ft. Mu DESIGN= BOT. ASREQD.= vuDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT = FTG. LENGTH = FTG. AREA = (conc.) (reinf.) L2 (ft.)= 24 L3 (ft.)= 10.75 t (In)= 42 B (ft.)= 11 SOIL BRG.(rt.) H I -4(omm rt.) (ft.)= 42.80 3.25ft 0.120 kcf 0.150 kcf 46.75 ft. 514.3 sq.ft. Vertical loads @ left end SUM P1 -P4 = 451.k @ wall ctr. WALL DL = 9.25k (inc.to T.O.F.) @ right end SOIL DL. = 193.34k (above ftg.) @ distance x FTG. DL. = 269.98k (from left E.O.W.) SUM P = 923.57k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown Toads assumed to be DL 100 % DL = 923.57k O.T.M. RIGHT F.S. must be > =1.0 2.55 F.S. must be > =1.0 3.924 ksf 0.000 ksf 42.8 ft. 21665 k -ft. 3986 k -ft. 24.35 sq.in. 629.59 k 539.31 k 0.56 sq.in.ift. 19.00 in. olc PER FTG.WIDTH @ d = t -4° @ d = t- 4 "(w /o ties) @ d = t -4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. Page 1 9/28/2009 WALLOT.XLS y-ot ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 6,6 OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB# 1 P1 =27 PROJECT NAME : Se . ale Office- 2 Sto P2 = 272 FARWALL MK : Grid 3 Ftg. P3 = 0 DIST. X = 0 P4 = 0 46,75,e 314 ‘1Df 644e cer tem • Load Comb. Wl 100 % DL WALL HT. (ft.) = 0.1 O.T.M. (k-ft.) = 8490 L1 (ft.)= 12 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3.25 FTG. LENGTH (ft.) = 46.7 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Fc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT 0.95 0.115 ksf 0.1 ft. 9.25 in. 12. ft 24. ft 10.75 ft 11.ft. 42. in. 4000 psi 60000 psi 1.4 ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING O.T.M. LEFT 2.11 0.000 ksf 3.834 ksf 36.59 ft 17900 k -ft. / Mu DESIGN = y� - t t t$ L. W. b ot. BOT. AsREQD.= 97 2 3' `d4 l 1 n .-x VUDESIGN = VU allowable = Av REQUIRED. = Maximum tie spacing = (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT = FTG. LENGTH = FTG. AREA = (conc.) (reinf.) �9D @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) SUM P = 771.57k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown Toads assumed to be DL L2 (ft.)= 24 L3 (ft.)= 10.75 t (in)= 42 B (ft.)= 11 SOIL BRG.(rt.) 4L4(OT, rt.)(ft.) =37.64 3.25 ft. 0.120 kcf 0.150 kcf 46.75 ft 514.3 sq.ft. Vertical loads SUM P1 -P4 = 299.k WALL DL = 9.25k (inc.to T.O.F.) SOIL DL. = 193.34k (above ftg.) FTG. DL = 269.98k F.S. must be >=1.0 3787 k -ft. 23.08 sq.in. 592.39 k 539.31 k 0.33 sq.in.lft. 19.00 in. olc 100% DL= O.T.M. RIGHT 2.14 3.727 ksf 0.000 ksf 37.64 ft. 18171 k -ft. 771.57k F.S. must be > =1.0 PER FTG.WIDTH @ d = t -4" @ d = t- 4 "(w /o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. Page 1 9/28/2009 WALLOT.XLS till"iz 46. -7 F 13- ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 6.7 OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB# P1-36 PROJECT NAME : S • ale Office- 2 Sto � P2 = 427 SHEARWALL MK : Grid 3 Ftg. ./ .- P3 = 0 DIST. X = 0 P4 = 0 2P -e ee4e 497- Off witf- Load Comb. W/ 100 % DL WALL HT. (ft.) = 0.1 O.T.M. (k -ft.) = 6490 L7 (ft.)= 12 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3.25 FTG. LENGTH (ft) = 46.7 INPUT CELLS Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = p= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.95 0.115 ksf 0.1 ft 9.25 in. 12. ft. 24. ft. 10.75 ft. 11. ft. 42. in. 4000 psi 60000 psi 1.4 36.k 427.k O.k O.k 0. ft 8490. k -ft. E 1.0 1.00 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) L2 (ft.)= 24 L3 (ft.)= 10.76 t (in)= 42 B (ft.)= 11 SOIL BRG.(rt.) L4(OTM rt.) (ft•)= 43.35 3.25 ft 0.120 kcf 0.150 kcf 46.75 ft. 514.3 sq.ft Vertical loads @ left end SUM P1 -P4 = 463.k @ wall ctr. WALL DL = 9.25k (inc.to T.O.F.) @ right end SOIL DL. = 193.34k (above ftg.) @ distance x FTG. DL. = 269.98k (from left E.O.W.) SUM P = 935.57k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown Toads assumed to be DL 100 % DL = 935.57k O.T.M. RIGHT 2.59 F.S. must be > =1.0 3.924 ksf O.T.M. LEFT 2.56 F.S. must be > =1.0 0.000 ksf 4.007 ksf 42.45 ft 21728 k -ft Mu DESIGN = BOT. ASREQ.D= VuDESIGN = Vu allowable = Av REQUIRED. _ Maximum tie spacing = 4025 k -ft. 24.60 sq.in. 635.88 k 539.31 k 0.60 sq.in./ft. 19.00 in. o!c 0.000 ksf 43.35 ft. 22010 k -ft. PER FTG_WIDTH @ d = t-4" @ d = t- 4 "(w /o ties) @ d = t -4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. • Page 1 9292009 WALLOT.XLS rice ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET bit OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB# 1 P1 =30 PROJECT NAME : Segale Office -2 Story I P2= 470 SHEARWALL MK : Grid 3 Ftg. P3 = 0 4,76 1,q L , Gafe • Load Comb. W/ 100 % DL WALL HT. (ft.) = 0.1 O.T.M. (k-ft.) = 0.1 L1 (ft.)= 12 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = FTG. LENGTH (ft.) = INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= 0.95 0.115 ksf 0.1 ft. 9.25 in. 12. ft. 24. ft 10.75 ft 11.ft 42. in. 4000 psi 60000 psi 1.4 30.k 470.k O.k O.k 0. ft. 0.1 k-ft. E 1.0 1.00 3.25 46.7 DIST. X = 0 P4 = 0 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) L2 (ft.)= 24 L3 (ft.)= 10.75 t (in)= 42 B (ft.)= 11 SOIL BRG.(rt.) L4(OTM rt.) (ft.)= 46.76 3.25 ft 0.120 kcf 0.150 kcf 46.75 ft. 514.3 sq.ft. Vertical Toads SUM P1 -P4 = 500.k WALL DL = 9.25k SOIL DL. = 193.34k FTG. DL. = 269.98k SUM P = 972.57k (inc.to T.O.F.) (above ftg.) @ B.O.F. kip -ft(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 100 % DL = 972.57k O.T.M. RIGHT 227800.49 F.S. must be > =1.0 1.903 ksf 1.880 ksf 46.75 ft 22780 k -ft. O.T.M. LEFT 226875.87 F.S. must be > =1.0 1.880 ksf 1.903 ksf 46.75 ft 22688 k-ft. FOOTING MU DESIGN = BOT. AsREQD.= VuDESIGN = Vu allowable = Ay REQUIRED. = Maximum tie spacing = 2108 k -ft 16.72 sq.in. 351.09 k 539.31 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t -4" @ d = t- 4 "(w /o ties) @ d = t-4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. Page 1 9/28/2009 WALLOT.XLS ENVY PROJECT # SUBJECT ENGINEERS NORTHWEST, INC., P.S. STRUCTURAL ENGINEERS PROJECT 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 - -6691 DATE - SHEET ‘,/ OF ft 1,S htriikaid44 BY V 241k 10, #ut,s 21cit (PL 7t145)'.6 (6557) t 2 k i feieb„ 044, > l 4,0-1' 9 4,144k 1 P21k • r'7'2� ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 6/ /V OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB # PROJECT NAME : SHEARWALL MK : ca,q.1144xi 3,c� • • 160 t vie Gee Segale Office- 2 Story Grid 7.2 ftg. Load Comb. W/ 60 % DL WALL HT. (ft.) = 0.1 O.T.M. (k -ft.) = 7144 L1 (ft.)= 9.75 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = FTG. LENGTH (ft.) _ INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) _ P= DL factor = OUTPUT ** OVERTURNING F.S. = ' SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.95 0.115 ksf 0.1 ft 9.25 in. 9.75 ft. 24.5 ft 9.75 ft 10.5 ft. 38. in. 4000 psi 60000 psi 1.4 O.k 258.k O.k O.k O. ft 7144. k -ft. E 1.0 0.60 O.T.M. LEFT 1.30 0.000 ksf 5.313 ksf 15.09 ft 9262 k -ft. Mu DESIGN= BOT. AsREQD.= VUDESIGN = VU allowable = Av REQUIRED. = Maximum tie spacing = 4 44 • P1 =0 P2 = 258 P3 = o (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT = FTG. LENGTH = FTG. AREA = (conc.) (reinf.) DIST. X = 0 P4 = 0 L2 (ft.)= 24.5 L3 (ft.)= 9.75 t (in)= 38 B (ft.)= 10.5 SOIL BRG.(rt.) • L4(om it) (ft-)= 15.09 4. ft 0.120 kcf 0.150 kcf 44. ft. 462. sq.ft Vertical loads left end SUM P1 -P4 = 258.k @ wall ctr. WALL DL = 11.55k (inc.to T.O.F.) @ right end SOIL DL = 212.7k (above ftg.) @ distance x FTG. DL = 219.45k (from left E.O.W.) SUM P = 701.7k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown Toads assumed to be DL F.S. must be > =1.0 2913 k-ft. 19.85 sq.in. 515.53 k 460.60 k 0.38 sq.in./ft 17.00 in. olc 60 % DL = O.T.M. RIGHT 1.30 5.313 ksf 0.000 ksf 15.09 ft 9262 k -ft. 421.02k F.S. must be > =1.0 PER FTG.WIDTH @ d = t -4° @ d = t- 4 "(w /o ties) @ d = t -4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.6 Dead Load was used for calculating the F.S. Page 1 9/29/2009 WALLOT.XLS • ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET N t 1 OF rev.12107105 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB # PROJECT NAME : SHEARWALL MK : Segale Office- 2 Story Grid 7.2 ftg. Load Comb. W/ 100 % DL WALL HT. (ft.) = 0.1 V f #76 O.T.M.(k -ft.) =7144 L1 (ft.)= 9.75 TOP OF SOIL or SLAB Q4 T.O.F. BURY (ft.) = 4 FTG. LENGTH (ft.) = 44 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT *'` OVERTURNING F.S. = SOIL BRG. qsl = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.95 0.115 ksf 0.1 ft. 9.25 in. 9.75 ft. 24.5 ft 9.75 ft. 10.5 ft 38. in. 4000 psi 60000 psi 1.4 O.k 336.k O.k O.k 0. ft 7144. kit. E 1.0 1.00 O.T.M. LEFT 2.40 0.000 ksf 3.856 ksf 38.51 ft 17153 k-ft. Mu DESIGN= BOT. ASREQD.= VUDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = P1 = 0 P2 = 336 P3 = 0 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT = FTG. LENGTH = FTG. AREA = (conc.) (reinf.) 1 DIST. X = 0 P4 = 0 L2 (ft.)= 24.5 L3 (ft.)= 9.75 t (in)= 38 PB (ft.)= 10.5 SOIL BRG.(rt.) L4(OTM rt.) (ft.)= 38.51 4. ft 0.120 kcf 0.150 kcf 44. ft. 462. sq.ft. Vertical Toads @ left end SUM P1 -P4 = 336.k @ wall ctr. WALL DL = 11.55k (inc.to T.O.F.) @ right end SOIL DL. = 212.7k (above ftg.) @ distance x FTG. DL. = 219.45k (from left E.O.W.) SUM P = 779.7k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown Toads assumed to be DL 100 % DL = 779.7k O.T.M. RIGHT F.S. must be > =1.0 2.40 F.S. must be > =1.0 2467 k -ft. 16.70 sq.in. 482.74 k 460.60 k 0.15 sq.in./ft. 17.00 in. o/c 3.856 ksf 0.000 ksf 38.51 ft 17153 k -ft. PER FTG.WIDTH @ d = t-4" @ d = t- 4 "(w /o ties) @ d = t -4" = d/2 NOTES: - * 1.) Engineer must increase O.T.M. with any increase in footing thickness. *'` 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. Page 1 9/29/2009 WALLOT.XLS • teWes- ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 6c 6 t OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB # PROJECT NAME : SHEARWALL MK : Se • ale Office- 2 Sto Grid 7.2 ftg. Load Comb. W/ 100 % DL WALL HT. (ft.) = 0.1 O.T.M. (k -ft.) = 7144 L1 (ft.)= 9.75 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 4 FTG. LENGTH (ft.) = 44 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT 11 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wafl lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.95 0.115 ksf 0.1 ft. 925 in. 9.75 ft. 24.5 ft. 9.75 ft. 10.5 ft. 38. in. 4000 psi 60000 psi 1.4 P1 = 0 P2 = 207 P3 = 0 DIST. X = 0 P4 = 0 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) 1, fie) left end '@ wall ctr. @ right end @ distance x (from left E.O.W.) h L2 (ft.)= 24.5 L3 (ft.)= 9.75 t (in)= 38 B (ft.)= 10.5 SOIL BRG.(rt.) L4(oTM rL) (ft•)= 33.05 4. ft. 0.120 kcf 0.150 kcf 44. ft. 462. sq.ft. Vertical loads SUM P1 -P4 = 207.k WALL DL = 11.55k (inc.to T.O.F.) SOIL DL. = 212.7k (above ftg.) FTG. DL. = 219.45k SUM P = 650.7k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown Toads assumed to be DL 100 % DL = 650.7k O.T.M. RIGHT 2.00 F.S. must be > =1.0 3.749 ksf 0.000 ksf 33.06 ft. 14315 k -ft O.T.M. LEFT 2.00 F.S. must be > =1.0 0.000 ksf 3.749 ksf 33.06 ft. 14315 k -ft Mu DESIGN= BOT. AsREQD.= VUDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = 2362 k -ft. 15.96 sq_in. 458.06 k 460.60 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = t- 4 "(wlo ties) @d =t -4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. 41) Page 1 9/29/2009 WALLOT.XLS • • ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE_ N_E_ (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 690 OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB# P1 =0 PROJECT NAME : Se ' ale Office - 2 Sto P2 = 347 SHEARWALL MK : Grid 7.2 ftg. P3 = 0 DIST. X = 0 P4 = 0 Load Comb. W/ 100 % DL WALL HT. (ft.) = 0.1 O.T.M. (k -ft.) = 7144 L1 (ft)= 9.75 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 4 FTG. LENGTH (ft.) = 44 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 1 t7` 0,S I ei-/ Ltr,,. 0.95 0.115 ksf 0.1 ft 9.25 in. 9.75 ft. 24.5 ft 9.75 ft. 10.5 ft. 38. in. 4000 psi 60000psi 1.4 O.k 347.k O.k O.k 0. ft 7144. k -ft. E 1.0 1.00 O.T.M. LEFT 2.43 0.000 ksf 3.872 ksf 38.89 ft 17395 k -ft Mu DESIGN= BOT. ASREQD.= VuDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = 1 \ �I � t (In)= 38 0 B (ft.)= 10.5 SOIL BRG.(rt.) "(Atom rt) (ft-}= 38.89 L2 (ft.)= 24.5 L3 (ft.)= 9.75 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) 4. ft. 0.120 kcf 0.150 kcf 44. ft 462. sq.ft. Vertical Toads @ Ieft end SUM P1 -P4 = 347.k @ wall ctr. WALL DL = 11.55k (inc.to T.O.F.) @ right end SOIL DL. = 212.7k (above ftg.) @ distance x FTG. DL. = 219.45k (from Ieft E.O.W.) SUM P = 790.7k @ B.O.F. kip -ft_(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown Toads assumed to be DL 100 % DL = 790.7k O.T.M. RIGHT F.S. must be > =1.0 2.43 F.S. must be > =1.0 3.872 ksf 0.000 ksf 38.89 ft. 17395 k -ft. 2479 k -ft. 16.79 sq.in. 485.42 k 460.60 k 0.17 sq.in.lft. 17.00 in. o/c PER FTG.WIDTH @ d = t-4" @ d = t- 4 "(w /o ties) @d =t -4" = d/2 • • NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. • Page 1 9/29/2009 WALLOT.XLS FjsTS.T ENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522669 PR OJE CT # PROJECT N,PfG '2c 17 DATE SUBJECT 6/i / ( J WO % r 7'1'44 SHEET &A OF 0D1 -111 P t 1,r 3 biat, By sf J (4t) (1001 w t' q ©5 5S --)11 7 4s twal 4OD L CI.� 37 14.25-7' 45p 0/41 it 2T,Ct. S21) z /36,C1(264) 2 e — 7 � r -j- ' ✓der, � �2 �) ( ) .. ,D NWENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 -669 PROJECT # PROJECT /� /,�9 k-f-ry '� ` G y y�� �'/{Y' vii 2 7 DATE SUBJECT 4p/4 6 tot4I C�I/ 1 /M /{4t) ✓ SHEET ,. OF OF f44.0 "%hJ /j Hi& BY equividelff 1 5eis •, +9 t'4al. PL 7 • i ry 11 , (efe f rOd 4ed /n ref TIT 1.60, f (#7:e•; .1(P120 4 c k0W©ic y Pit ;' c 1,O .1 cc -f ;761 166 Go g tO k d 741r.76En)= .22C 1,& r9 P f e4-e-.. ,110 /916 be :if ' "P2" ` Gt2 k M ff ` .45 Lo telP 181,f' r' frtre g'®k ' 6h'te 241(‘ `M1'1 c 7 g 1,0 Goe / :: c 1231k/ P2` 243 (nRZe!' ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET ('i 16 OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB# P1 =0 PROJECT NAME : S - • ale Office- 2 Sto P2 = 202 SHEARWALL MK : Grid C ftg. 4.- P3 = 0 �� DIST. X = 35 P4 = 50 Load Comb. W160 % DL WALL HT. (ft.) = 0.1 O.T.M. (k-ft.) = 10700 L1 (ft.)= 12 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3.6 FTG. LENGTH (ft.) = 53 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= 0.95 0.100 ksf 0.1 ft. 8. in. 12. ft 28.5 ft. 12.5 ft. 12. ft 48. in. 4000 psi 60000 psi 1.4 O.k 202.k O.k 50.k 35. ft 10700. k-ft. E 1.0 0.60 O.T.M. LEFT 1.40 0.000 ksf 3.844 ksf 23.49 ft. 14942 k -ft FOOTING Mu DESIGN = BOT. AsREQD.= VuDESIGN = VU allowable = Av REQUIRED. = Maximum tie spacing = 14 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT = FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) L2 (ft.)= 28.6 L3 (ft.)= 12.5 t (In)= 48 B (ft.)= 12 SOIL BRG.(rt.) "1-4(01-M rt.) (ft-)= 17.02 3.5 ft. 0.120 kcf 0.150 kcf 53. ft. 636. sq.ft. Vertical Toads SUM P1 -P4 = 252.k WALL DL = 10.26k (inc.to T.O.F.) SOIL DL. = 259.14k (above ftg.) FTG. DL. = 381.6k SUM P = 903.k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown Toads assumed to be DL 60 % DL = 541.8k O.T.M. RIGHT F.S. must be > =1.0 1.29 F.S. must be > =1.0 5.306 ksf 0.000 ksf 17.02 ft. 13773 k -ft 5259 k-ft. 27.62 sq.in. 705.07 k 681.23 k 0.13 sq.in.Ift. 22.00 in. o/c PER FTG.WIDTH @ d = t-4" @ d = t- 4 "(w /6 ties) @d =t -4" =d/2 • • NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 0.6 Dead Load was used for calculating the F.S. • Page 1 9/29/2009 WALLOT.XLS Ve:15 L f rl E eige ENGINEERS- NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 6. t7 OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful P1 = 0 P2 = 225 P3 = 0 DIST. X = 35 P4 = 79 JOB # PROJECT NAME : SHEARWALL MK : Se ale Grid C Office- 2 Sto ftg. Load Comb. W/ 100 % DL WALL HT. (ft.) = 0.1 O.T.M. (k-ft.) = 10920 L1 (ft.)= 12 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3.5 FTG. LENGTH (ft.) = 53 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) _ Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.95 0.100 ksf 0.1 ft. 8. in. 12. ft. 28.5 ft 12.5 ft. 12. ft. 48. in. 4000 psi 60000 psi 1.4 O.k 225.k O.k 79.k 35. ft. 10920. k-ft. E 1.0 1.00 O.T.M. LEFT 2.46 0.000 ksf 3.177 ksf 50.11 ft 26870 k-ft. MU DESIGN = BOT. AsREQD_ VUDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = 14 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) @ left end @ wall ctr. @ right end @ distance x L2 (ft.)= 28.6 L3 (ft.)= 12.5 t (in)= 48 B (ft.). 12 SOIL BRG.(rt.) (arm rt.)(ft•) =40.29 3.5 ft. 0.120 kcf 0.150 kcf 53. ft 636. sq.ft Vertical Toads SUM P1 -P4 = 304.k WALL DL = 10.26k (inc.to T.O.F.) SOIL DL. = 259.14k (above ftg.) FTG. DL. = 381.6k (from left E.O.W.) SUM P = 955.k @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 100 % DL = 955.k O.T.M. RIGHT F.S. must be >=1.0 2.17 F.S. must be > =1.0 3.951 ksf (71 0.000 ksf 40.29 ft. 23745 k -ft. 4649 k -ft. 24.30 sq.in. 700.95 k 681.23 k 0.11 sq.in./ft. 22.00 in. olc PER FTG_WIDTH @ d = t-4" @ d = t- 4 "(w /o ties) @d =t -4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. • Page 1 9/29/2009 WALLOT.XLS • AI Deg GUm ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 60. OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB # PROJECT NAME : SHEARWALL MK : S • ale Office- 2 Sto Grid C ftg. Load Comb. WI 100 % DL WALL HT. (ft.) = 0.1 -� O.T.M. (k -ft.) = 10920 L1 (ft.)= 12 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3.5 FTG. LENGTH (ft.) = 53 (fgi- r f�Ii4) INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Fc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) _ Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT ** OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.95 0.100 ksf 0.1 ft. 8. in. 12. ft. 28.5 ft. 12.5 ft 12. ft 48. in. 4000 psi 60000 psi 1.4 O.k 182.k O.k 45.k 35. ft. 10920. k-ft. E 1.0 1.00 P1 = 0 P2= 182 P3 = 0 DIST. X = 35 P4 = 45 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT = FTG. LENGTH = FTG. AREA = (conc.) (reinf_) @ left end @ wall ctr. @ right end @ distance x (from left E.O.W.) ro B (ft.)= 12 SOIL BRG.(rt.) L2 (ft.)= 28.5 L3 (ft.). 12.5 t (In)= 48 L4(OTM rt.) (L)= 39.19 3.5 ft. 0.120 kcf 0.150 kcf 53. ft. 636. sq.ft. Vertical Toads SUM P1 -P4 = WALL DL = SOIL DL. = FTG. DL. = SUM P = 227.k 10.26k 259.14k 381.6k 878.k (inc.to T.O.F.) (above ftg.) @ B.O.F. kip -ft.(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 100 % DL = 878.k O.T.M. RIGHT 2.05 F.S. must be > =1.0 3.734 ksf 0.000 ksf 39.19 ft 22391 k -ft. O.T.M. LEFT 2.21 F.S. must be > =1.0 0.000 ksf 3.239 ksf 45.18 ft. 24143 k -ft Mu DESIGN = BOT. ASREQD.= VUDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = 4379 k-ft. 22.85 sq.in. 659.03 k 681.23 k NOT REQ'D. NOT REQ'D. PER FTG.WIDTH @ d = t-4" @ d = .t- 4 "(w /o ties) @d =t -4" = d/2 NOTES:- * 1.) Engineer must increase O.T.M. with any increase in footing thickness. ** 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. Page 1 9/292009 WALLOT.XLS • ra&ipils. 0 ENGINEERS- NORTHWEST INC. P.S. 6869WOODLAWN AVE. N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET O' / OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB# P1 =0 PROJECT NAME : S • ale Office- 2 Sto P2 = 241 SHEARWALL MK : Grid C ftg. / P3= 0 Load Comb. WI 100 % DL WALL HT. (ft.) = 0.1 -\ O.T.M. (k -ft.)= 10920 11 (ft.)= 12 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3.5 FTG. LENGTH (ft.) = 53 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = Pc = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT *" OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 16 -eels ttii- Lwl * ar AW 0.95 0.100 ksf 0.1 ft 8. in. 12. ft. 28.5 ft. 12.5 ft 12. ft. 48. in. 4000 psi 60000 psi 1.4 O.k 241.k O.k 79.k 35. ft. 10920. k -ft. E 1.0 1.00 O.T.M. LEFT 2.50 0.000 ksf 3.200 ksf 50.58 ft 27290 k -ft Mu DESIGN = BOT. AsREQD.= VuDESIGN = VU allowable = Av REQUIRED. = Maximum tie spacing = f NI Ng� B(ft.) =12 111*SOIL BRG.(rt.) L L4(OTM rt.) (ft.)= 40.95 (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) DIST. X = 35 P4 = 79 L2 (ft.)= 28.5 L3 (ft.)= 12.5 t (in)= 48 3.5 ft 0.120 kcf 0.150 kcf 53. ft. 636. sq.ft Vertical Toads @ left end SUM P1 -P4 = 320.k @ wall ctr. WALL DL = 10.26k (inc.to T.O.F.) @ right end SOIL DL. = 259.14k (above ftg.) @ distance x FTG. DL. = 381.6k (from left E.O.W.) SUM P = 971.k @ B.O.F. kip -ft(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 100 % DL = 971.k F.S. must be > =1.0 4660 k -ft. 24.36 sq.in. 703.31 k 681.23 k 0.12 sq.in.lft. 22.00 in. o/c NOTES:- * 1.) Engineer must increase O.T.M ** 2.) For Earthquake, rho & 1 Dead Page 1 O.T.M. RIGHT 2.21 3.952 ksf 0.000 ksf 40.95 ft. 24173 k -ft. F.S. must be > =1.0 PER FTG.WIDTH @ d = t-4" @ d = t- 4 "(w /o ties) @ d = t -4" = d/2 . with any increase in footing thickness. Load was used for calculating the F.S. 9/292009 WALLOT.XLS • ENGINEERS - NORTHWEST INC. P.S. 6869WOODLAWN AVE_ N.E. (SUITE 205) SEATTLE, WA. 98115 SHEARWALL FOOTING SHEET 6,W0 OF rev.12/07/05 Property of Engineers Northwest, Inc., Seattle - Use by others unlawful JOB# P1 =D PROJECT NAME : Se • ale Office- 2 Sto P2 = 243 SHEARWALL MK : Grid C ftg. P3= 0 DIST. X = 35 P4 = 88 Load Comb. W/ 100 % DL WALL HT. (ft.) = 0.1 O.T.M. (k -ft.) = 1231 L1 (ft.)= 12 TOP OF SOIL or SLAB T.O.F. BURY (ft.) = 3.5 FTG. LENGTH (ft.) = 53 INPUT CELLS = Sds = WALL WEIGHT= WALL HEIGHT= WALL THICKNESS= FTG. TOE LEFT L1 = WALL LENGTH L2 = FTG. TOE RT. L3 = FTG. WIDTH B = FTG. THICKNESS t = F'c = Fy = CONCRETE ULTIMATE FACTOR = APPLIED LOADS P1 = P2 = P3 = P4 = DISTANCE X = * O.T.M. (inc.wall lateral) = Is O.T.M. Wind or Eq.? (W or E) = P= DL factor = OUTPUT " OVERTURNING F.S. = SOIL BRG. qs1 = SOIL BRG. qs2 = FOOTING CONTACT W /SOIL L4 = MOMENT RESISTING (gross)= FOOTING 0.95 0.100 ksf 0.1 ft 8. in. 12. ft. 28.5 ft 12.5 ft. 12.ft 48. in. 4000 psi 60000 psi 1.4 O.k 243.k O.k 88.k 35. ft. 1231.k -f. E 1.0 1.00 O.T.M. LEFT 22.56 1.453 ksf 1.635 ksf 53. ft. 27766 k -ft Mu DESIGN= BOT. ASREQD.= VUDESIGN = Vu allowable = Av REQUIRED. = Maximum tie spacing = (above grade) T.O.F. BURY = SOIL WT.= FTG. CONC.WT.= FTG. LENGTH = FTG. AREA = (conc.) (reinf.) L2 (ft.)= 28.5 L3 (ft.)= 12.5 t (in)= 48 B (ft.)= 12 SOIL BRG.(rt.) H 3.5 ft 0.120 kcf 0.150 kcf 53. ft 636. sq.ft. Vertical Toads @ left end SUM P1 -P4 = 331.k @ wall ctr. WALL DL = 10.26k (inc.to T.O.F.) @ right end SOIL DL. = 259.14k (above ftg.) @ distance x FTG. DL. = 381.6k (from left E.O.W.) SUM P = 982.k @ B.O.F. kip -ft_(@ B.O.F. or at S.O.G. if all shear leaves the wall @ S.O.G.) Earthquake controls overturning p only used for earthquake design For this Load Combination, ALL shown loads assumed to be DL 100 % DL = 982.k O.T.M. RIGHT F.S. must be >=1.O 19.72 F.S. must be >=1.0 2.073 ksf 1.015 ksf 53. ft 24280 k-ft. 2612 k -ft. 17.92 sq.in. 409.19 k 681.23 k NOT REQ'D. NOT REVD. PER FTG.WIDTH @ d = t -4° @ d = t- 4 "(w /o ties) @ d = t-4" = d/2 NOTES: - * 1.) Engineer must increase O.T.M. with any increase in footing thickness. "" 2.) For Earthquake, rho & 1 Dead Load was used for calculating the F.S. • Page 1 9/29/2009 WALLOT.XLS Project # :- ENGINEERS - NORTHWEST, INC.P.S. 5e1/41 4,,k, 2 - / 6869 WOODLAWN AVE. N.E. (SUITE 205) Rev. 12/3109 eiti/ny4 ter P414 SEATTLE, WA_ 98115 AM/ SHEET// 21 OF 1 Property of Engineers Northwest, Inc.. Seattle - Use by others unlawful Project name :- ISegale 2-Story, dumpster IB.O.F. 28 in. below grade CONCRETE CANTILEVERED SCREENWALL WIND & SEISMIC DESIGN (with Slab on Grade lateral support) (overturning resisted by the slab-on-grade, dead Toad, friction and passive pressure) 2006 IBC /ASCE 7 -05/ACI 318 -05 Input Is the wall a Building or Site wall? Wall height (above slab) = Wall length = Wall concrete fc = Fy = S1 = Sds = Sdl = ip = Seismic Design Category = Wind speed = Exposure = Iw= Kzt = Kd = Vertical load © top of wall = Horizontal load @ top of wall = Horizontal load @ top of wall = Wall thickness = Concrete weight (Wp) = Vertical reinforcing size = Horizontal reinforcing size = Concrete Wall d = Footing bury (T.O.F.)= Weight of soil on footing = Footing concrete Pc = Footing thickness = Footing 'width" = Friction Coefficient f = Passive pressure allowable = Neglect soil top • Wind Seismic 0223' Wp = 22.26 psf working Horizontal Toad Site 8.00 ft 15.00 ft 4000 psi 60 ksi 0.489 0.953 0.493 1.00 D 85 mph B 1.00 1.00 0.85 0 plf 0 pif 0 plf 8 in. 150 pcf #4 #4 4.00 in. 1.50 ft 120 pcf 3000 psi 10.00 in. 2.00 ft. 0.3 250 pcf 0.508. 0.00 in./fL 0.00 ft Sec. 9.4.1 (Eq. 9.4.12.5 -1) (Eq. 9.4.12.5 -2) Sec.9.6.15 Ibis. 1616.3(1)3(2) Tbl. 6-1 (Eq. 6-3) Tbl. 6-4 (Wind) (Seismic fpu) of = Output Concrete 1USD) 0.85 Sec_ 102.7.1 0.85 Sec. 102.7.3 a = 0235 in. Sec. 10.2.7.1 Pmk, = 0.028507 / ft. Sec.10.5 Pmas = 0.003333 / ft Sec. 10.3 P= 0.021380 /ft. DESIGN LOADS Seismic :- Cs = 0.223 ASD Wind = 85 mph Exposure B and Iw =1 Seismic - ASCE 7-05 Sec. 15.1.3 815.4.1.1 b Fp dsn = Cs"Wp R= 3 Csu max. = Sd11p/(rR) =1.73 Csu min. = 0.01 Csu cake. = Sds *lp/R Csu catc. = 0.318 Csu dsn.= 0.318 Cs dsn.= 0223 Fp dsn.= 22.260 psf ASD Mu = 0.318 "Wp *h"h/2 +13h`h (USD) Mu = 1.018 k -ftJft. U.S.D. M = 0.713 k-ftlft. A.S.D. V = 0.179 kit A.S.D. WIND -ASCE 7.05 Sec. 6.6.14 qw= gz`GPCf Eq. (6-27) Kz = 0.70 Table 6-3 qh= 11.01 Gf= 1.089 (for passive) B/s = 1.875 Cf= 1.4063 qw = 1820 psf M = 0.640 k -fift. V= (1.146kif 11 height = 8 ft Os = 0.02 sq.infft Wall tied to Slab on Grade Bury =18in. Ftg. =10 in. Thick Footing width" 2 ft centered on wall Eq. (6-15) Sec.6.5.8.2 Width/Height ratio Fig. 6-20 ACI 318 -05 (Eq. 12.8-1) Table 15.4 -2 (6) (Eq. 12.8-3) max. (Eq. 12.8-5) min. (Eq. 12,8-2) calculated (Eq. 12.8-2) calculated (controls design of wall U.S.D.) (controls) working (A.S.D.) = 0.7 *Csu = Cs (ASD) Vertical Toads P vertical = 0 Of P wall = 950 plf inc. to T.O.F.) P soil = 240 plf (above fig.) P f g. = 250 plf Sum P = 1440 pit @ B.O.F. Controlling loads M= 0.713 k- ft/ft. (stem @ Stab on grade) V = 0.179 klft (stem @ Slab on grade) (Seismic Governs) {Seismic Governs} Wall Stem Reinforcing Vertical: !mete los in. oil Wag Centerline Horizontal: Use 04 .4: 18 in. olc @ Wail Centerline NOTE- For the 2 foot wide footing input above:- ..) The waft is stabteagainstoverturning 2.) The max. soil bearing "qs" is 3.) Provide transverse B.O.F. reinforcing As = 0.02sq. inJ ft 4.) Footing shear checks O.K. w/o shear reinforcing 5.) Checked for both DL 8.6 DL in combination with lateral 1.685 1440 06 IBC CONC w. SOG Page 1 O.K. F.S.s 1 psf 2/5/2010 SCRNWALLACI- 05.xlsx • • EN\T ENGINEERS NORTHWEST, INC., P.S. - STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522-669 PROJECT # PROJECT Q4 6 / f1 -dr7 DATE SUBJECT de1410 v' O/A , WY � SHEET 6, u 1 OF BY bgl - fief lverrh.v04, L 3, 4 ' (tketkit/s 3 F via P tip. tic Wi ` 211- et It z ' "44Zg' Vbe '2,3 2 2 ,1 r, 9t5 ,C D) [3 t , ,4 M r , 3 ¢(%1 c024) 2 ,z ilC5 4Virrl 6 = 441 Ot 'f /;ii. .'Muc 1 &«,44)L ,61 k74.144441. _ ,44k %rf4' b t tit -db 1,tn kr,, L , 043 ,4-f t Y-3(,016), ,0671-11Y Ph Vcz4 4 0 #4 #¢e��f, ek. voietv fpito Ai_cg ei, ;r /4,1.0 /, t 5/, `/ , L g(3' ,�)131,12 c t, 2 k/4-, �� b z v2h`4"L r Ack,c , VDs ;e7eYsl r , ®96/07/►). , • • • ENW ENGINEERS NORTHWEST, INC., P.S. ^ STRUCTURAL ENGINEERS 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAx (206) 522 -660 PROJECT # PROJECT 41 e 4'Y6 Ie DATE SUBJECT rerei% re/l4 f : `'(6, !-4 4 /4 B iGi J SHEET 4C' OF BY /4411 b r4 ,� 1, tv eel ; � h r1.1r i y ow 6.00rr1erhy egeet, e- P4. frttz (0475 (14)] t '547; be/ Or /I44 t 61 (19 k' — 6,41[110 i) _ ��75 fe' a g 4 e c4/ve 1.21) r.sctEj Nit 9f /5k / 12 4 b on k et., + Mis t 2 &r Z ' 4�S t ►o /n , S 11, ofnz lig -0 u o bet, 1, w, bet 4,w, 4W1 IF J 1 � '144,4,e , L 4 iT g • 3,'7i �r�sfr�'. K u z 1 , 2(4,110(ii4) 06'15. 1I (1 I) - , x1011) a� ®4'�atl .1 ?,2. )1+'s7/.4) 7 ; a5:k:: , ewe c 7 6 = tiro/ e 49" w* C b' /4' ° �a /WA. 474451/me ctee = C14 - ,q:1) _ 6,51f o, 5 C Mk/ f ft) Zg& ° 062 k' f t j, -9. Qua 4.42 r .4,f°� ,•w t ISittnh 11.46/n2 t “1,1,1 1 /it¢ z (%6 e � � , w,f�, 7 -0 6.-it eksla 014/1 AD • • ENWENGINEERS NORTHWEST, INC., P.S. ^' STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 5257560 FAX (206) 522669 PROJECT # PROJECT 4(e 04ke DATE SUBJECT 4-41 ,.yQ/ 're/14.A., r4 J SHEET 6 2 OAF vvV JJ l� BY A +Ok I. tel ' I,2pf ,5L f E 1 I•wa,e, , 4,5'6156) .f 1,g6 4 " ti ow... q4, ` k;2jl(63J t 1,24 L F: 1'v1. Berl, ?u t c,z6,i) t .504j e 150 e ii O,¢' i _aptrliPx, 44(4 G 16f ot g 5t,ht 04m , 1 2og.01n 1 61,16)1114)1.14- -t 6.1-00) t 219 k ' -� keel, t 6'60 4t,46 t 9,4414'1. 1X44 . c1iil. g � . +1) 4 'fm Off' _____q(41. 4,150,4)G14- -e 15'6 yi e/' 14#. !o —4 iT5T-117 , 15,1 Pa-, 44. 2Cb.1g 1T,1 bttifhetc 41" , 012 ? t *rit& �ffk ' k 4//4,, f 1.32/ ,,1 .- Y , 471.1./ -, ---) e 4 / 74G2�% • • ENWENGINEERS NORTHWEST, INC., P.S. ~ STRUCTURAL ENGINEERS • 6869 WOODLAWN AVE. N. E., #205, SEATTLE, WA 98115 (206) 525-7560 FAX (206) 522 -66. DATE / /� SHEET (O, G 5 OF PROJECT # PROJECT CJarQ 111 wilt, (rid JJ74) BY /Vt4/l SUBJECT Gv,4, z t, (4C,6) f 4t, i) )��� 5' w t I t 11/44 C l(PYI • a ; 640 '6 r 151" et t 44" k ` 13 ¢4 f 4► f, 4 4, dg,,, 2 (44 , l� /d-S _ ;',V 1,71 -- 4, y 71: • 4,6 C to ) e 166k t 0 , 1 2 , -,l Say ova 6' - G"k r 1 S, g r (2,x' 0 v, 'Jc/ L rLl,tG,, - /D7) r cAl r ----. /144 (V2J2. e' b t 12" ST 41" 3 As = 1s2f�2 , 29r,,y , --) S y Oearvi- .P-tekt levy b ei J r 4/14/, 44-eel : , 1 41, g 4-te z +in ki¢ • g(4 .` ,t.2 E0 ?4, /2)12S + 6. (i,23)t2,i' . ill .t. to 61 Nee,, wau c 1,23 wit : 834k ne S t3 ' Gvk r VA r leM., c 2 h t 72" ate 45" it = A6/ 4% r 4,42 A r 6,6?-fllwz 1411,1 ,r1©,32 44 1 ZgdiN2 z its it !e 7 ``©% pp. 61-0" ' 1 o" oP g44 vt.rva 0 FOOTING SCHEDULE e 146 Project Nome : Run description: STARTING SQUARE FOOTING SIZE.(F ?)..3 ENDING SQUARE FOOTING SIZE...(F ?)..12 FOOTING SIZE INCREMENTS (FT)...5 ALLOWABLE SOIL PRESSURE..(KSF) 4 MIN FOOTING DEPTH (IN) 12 DIST. FROM BOT OF FOOTING TO CG OF REBAR..ON)..4 FIG PALL(k) F3 34.7 F3.5 47.2 F4 61.6 F4.5 78.0 F5 96.3 F5.5 115.7 F6 137.3 F6.5 160.6 F7 185.6 F7.5 212.3 F8 240.0 F8.5 270.0 F9 301,7 F9.5 335.1 F10 370.0 [10.5 405.2 F11 443.2 F11.5 482.7 F12 . 523.8 D(in) 3'x3'x12.0" 3.5'x3.5'x12.0" 4'x4'x12.0" 4.5'x4.5'x12.0" 5'x5'x 12.0" 5.5'x5.5'x14.0" 6'x6'x15.0" 6.5'x6.5'x 16.0" Tx7'x17.0" 7.5'x7.5'x18.0" 8'x8'x20.0" 8.5'x8.5'x21.0" 9'x9'x22.0" 9.5'x9.5'x23.0" 10'x10'x24.0" 10.5'x 10.5'x26.0" 11'x11'x27.0" 11.5'x 11.5'x28.0" 12'x12'x29.0" CONCRETE F'c..(KSI)..4 STEEL Fy...(KSI) 60 MIN REBAR SIZE ( #).5 MAX REBAR SIZE( #)..8 MIN. REBAR SPACING..(IN)..10 ASx(in2) ASy(in2) Reinf X Reinf Y .78 .78 3 #5 3 #5 .91 .91 3 #5 3 #5 1.04 1.04 4 #5 4 #5 1.21, 1.21 4 #5 4 #5 1.77 1.77 5 #6 5 116 1.94 1.94 5 116 5 16 2.37 2.37 6 #6 6 16 2.84 2.84 7 #6 7 #6 3.35 3.35 6 #7 6 117 3.90 3.90 7 #7 7 #7 4.18 4.18 7 #7 7 #7 4.79 4.79 8 #7 8 #7 5.43 5.43 1017 10 #7 6.11 6.11 8 #8 8 18 6.83 6.83 9 #8 9 18 7.20 7.20 10 118 10 1{8 7.97 7.97 11 0 148 8.78 8.78 12 #8 148 9.62 9.62 13 #8 13 #8 ULTIMATE FACTOR 1.6 FOOTING DEPTH 1NCREMENTS..(IN)..1 COLUMN DIMENSION -X AXIS- ..(IN).12 COLUMN DIMENSION -Y AXIS- ..(IN).12 CITY OF TUKWILA PUBLIC WORKS DEPARTMENT / REVIEW COMMENT www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards TO: DEVELOPMENT FILE ORM FROM: PUBLIC WORKS DEPT. — David McPherson, Development Engineer DATE: May 20, 2010 SUBJECT: Segale — 2 Story Building 18100 Andover Park West Permit No. D10 -044 Flood Review Note: This project was reviewed for compliance with the City's Flood Ordinance and found to not need a flood zone permit, since it is outside of the FEMA mapped floodplain. Consultation with the US Army Corps was done since the development is adjacent to a Flood Wall that is part of the Tukwila 205 Levee. All structures will be built outside of the flood easement and landscaping will be limited to grass within 10' of the flood wall. No further Flood Control Permit information is required, per the Senior Stormwater Engineer. Public Works Department 6300 Southcenter Boulevard Suite 100 Tukwila, WA 98188 206.43 3.0179 CONCURRENCY TEST NOTICE WATER For all development except one single- family residence, 2 -9 lot short plats, four -plex or smaller multi - family residence, non - residential development that is categorically exempt from SEPA. Submit a detailed project description including location, exisiting failities, and proposed facilties. PROJECT ADDRESS:1227 Andover Park East PARCEL #: 352304 -9072 Contact's Name: Betsy Dyer /Barghausen Engineers Contact Phone #: 425 251 -6222 Contact Address: Contact e-mail: bdyer @barghausen. corn 18215 -72nd Ave. S., Kent, WA 98032 PASSED This test notice is valid for one -year from signature date. Capacity of the concurrency facilities with addition of capacity of the proopsed development is equal to or better than capacity required do maintin the established level of service standard. DOES NOT PASS 1. Fire flow would be approximately gpm for hour(s). 2. Water service will require the following improvemet(s) to pass the concurrency test: a) Installation of feet of -inch water main to rech the site; and /or b) Construction of a distribution system on the site; and/or C) Other: 3. The water system impr emcnt will require an amendment to the Comprehensive Water System Plan. By: Print Name: Approved 01.01.2006 Sr. Utility Engineer 5-X014 Date Public Works Department 6300 Southcenter Boulevard Suite 100 Tukwila, WA 98188 206.433.0179 CONCURRENCY TEST NOTICE SEWER For all development except a single- family residence, 2 -9 lot short plats, four -plex or smaller multi - family residence, or a non - residential development that is categorically exempt from SEPA. Submit a detailed project description including location, existing facilities, and proposed facilities. PROJECT ADDRESS:1227 Andover Park East PARCEL #: 352304 - 9072 Contact's Name: Betsy Dyer /Barghausen Engineers Contact Phone #: 425 251 -6222 Contact e-mail: bdyer @barghausen. com Contact Addresses 18215 -72nd Ave. S., Kent, WA 98032 PASSED This test notice is valid for one -year from signature date. Capacity of the concurrency facilities with addition of capacity of the proposed development is equal to or better than capacity required to maintain the established level of service standard. DOES NOT PASS 1. Sewer service will require the following improvement(s) to pass the concurrency test: a) Installation of and/or feet of -inch sewer main to reach the site; b) Construction of a distribution system on the site; and/or C) Other: 2. The sewer system imp vement will require an amendment to the Comprehensive Sewer System Plan. By: Print Name: Approved 01.01.2006 (1VS /L Sr. Utility Engineer Date T-7 r'- :r t D x Cr) DEC 0 8 2009 COMMUNITY DEVELOP aE T Public Works Department 6300 Southcenter Boulevard Suite 100 Tukwila, WA 98188 206.433.0179 CONCURRENCY TEST NOTICE SURFACE WATER For all development except one single - family residence, 2 -9 lot short plats, four -plex or smaller multi - family residence, or non - residential development that is categorically exempt from SEPA. Submit a detailed project description including location, existing facilities, and proposed facilities. PROJECT ADDRESS: /8209 /hold PARCEL #: 35Z3DV9 /2J Contact's Name: Contact Phone #: X O Contact e-mail: .5,11EL.50/V- C,9liigJPZTE6 . Cc�i Contact Address: . V,E /V1Lsail rPASSED This test notice is valid for 90 -days from signature date. Capacity of the concurrency facilities combined with the addition of any detention (if required) for the proposed development is equal to or better than capacity required to maintain the established level of service standard. Compliance with the City's adopted Surface Water Manual ensures concurrency and any additional items noted below. Additional items: By: DOES NOT PASS Print Name: Ryan D. Larson Approved 01.20.2006 /1..30 %y Date Sr. Surface Water Engineer June 29, 2010 • ity of Tu m f "� a • Jim Haggerton, Mayor Department of Community Development Steve Nelson PO Box 88028 Tukwila, WA 98138 RE: Incomplete Letter #1 to Revision #2 Development Permit Application D10 -044 Segale Office Building, 18100 Andover Pk W Dear Mr. Nelson, Jack Pace, Director This letter is to inform you that your revision received at the City of Tukwila Permit Center on June 28, 2010 is determined to be incomplete. Before your application can continue the plan review process the attached /following items from the following department(s) need(s) to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the attached comments. Please address the attached comment 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, `;Q P `fir Bill Rambo Permit Technician Enclosures File: D10 -044 W:\Permit Center\Incomplete Letters\2010\D10 -044 Inc Ltr #1 to Rev #2.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: June 29, 2010 Project Name: Segale Office Building Permit #: D10 -044 Plan Review: Allen Johannessen, Plans 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. This revision shall not be accepted for the new vaults. A separate permit shall be required for the installation of the two vaults with their own specific plan reviews and inspections. The building permit was "Issued for the Building Shell Only." Please apply for a separate permit for the vaults with all engineers specifications included. Plan shall include a site plan and cover sheet. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. ay 4, 2010 vB y e / ? iPy ®. T �� �_ '' �l ��° Jim Haggerton, Mayor Department of Community Development Steve Nelson PO Box 88028 Tukwila, WA 98188 RE: Correction Letter #1 Development Permit Application Number D10 -044 Segale 2 Story Office Building —18100 Andover Pk W Jack Pace, Director Dear Mr. Nelson, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning and Public Works Departments. At this time the Building and Fire Department have no comments. Planning Department: Jaimie Reavis at 206 431 -3659 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) 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, Bill Rambo Permit Technician encl File No. D10 -044 W:\Permit Center \Correction Letters \2010\D10 -044 Correction Letter #1.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • PLANNING DIVISION COMMENTS DATE: May 3, 2010 APPLICANT: Steve Nelson RE: D10-044 ADDRESS: 18100 Andover Park West Please review the following comments listed below and submit your revisions accordingly. 1. The building permit cannot be issued until the Shoreline Permit (L09 -057) and Administrative Design Review (L10 -005) applications have been approved. 2. Please revise all plan sheets — including civil, architectural, landscape, and irrigation - to reflect information /changes shown on survey submitted on May 3, 2010. If you have any questions on the requested revision, Jaimie Reavis is the planner assigned to the file and can be reached at 206 -431 -3659. 1 • CITY OF TUKWILA PUBLIC WORKS DEPARTMENT / REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards DATE:May 3, 2010 PROJECT: Segale — 2 Story Office Building 18200 Andover Park West TL no. 352304 -9121 Review Comments PERMIT NO: D10-044 PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions /comments regarding the following comment. Revise all plan sheets — including civil, architectural, landscape, and irrigation; to match site plan sheet A1.1; as submitted to the City on May 3, 2010. • • Reid iddleton April 21, 2010 File No. 262010.005/00502 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Segale Office Building (D10-044) Dear Mr. Benedicto: p[ -CLiU ED CITY OF TUKWILA APR 222010 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: 1. Design drawings for open -web steel joists and girders. 2. Fabrication drawings for precast concrete panels. 3. Design drawings for skylight frames. Special inspections by the geotechnical engineer should be provided, as recommended in the geotechnical report by GeoEngineers, dated January 5, 2010. The following is a summary: 1. Site excavation and grading. 2. Overexcavation for placement of structural fill. 3. Placement of structural fill and soil compaction. 4. Verification of soil - bearing capacity. Structural special inspections by qualified special inspectors should be provided. We assume the precast concrete wall panels will be fabricated by a registered and approved fabricator. The following is a summary: Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 • • Mr. Bob Benedicto, Building Official City of Tukwila April 21, 2010 File No. 262010.005/00502 Page 2 1. Concrete placement at concrete construction, including precast (tilt -up) reinforced concrete walls, where applicable, and concrete topping at steel floor decks: Continuous. 2. Reinforcement at concrete construction: Periodic. 3. Structural welding of concrete reinforcement other than at the seismic- force- resisting system: Periodic; see also Item 2 of Table 1704.4 and Item 5.b.4 of Table 1704.3. 4. Structural welding of concrete reinforcement at the seismic - force - resisting system (e.g., Details E /S3.2, F/S3.2, B /S4.2, etc.): Continuous; see also Item 2 of Table 1704.4 and Item 5.b.2 of Table 1704.3. 5. Reinforcement at, and installation of, precast reinforced concrete walls, where applicable: Periodic. 6. Installation of anchor bolts /rods in concrete: Continuous. 7. Installation of headed (shear) stud and deformed bar anchors in concrete: Continuous. 8. Installation of concrete expansion and adhesive anchors (i.e., Details A/S3.1, B /S3.1, A/S4.1, B /S4.1, etc.): In accordance with qualifying report of evaluation service (e.g., ICC -ES). 9. Fabrication and erection of structural steel: Periodic. 10. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch) and floor /roof deck welds: Periodic. 11. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 -inch) and floor /roof deck welds (i.e., Details F/S3.2, L /S4.1, C /S4.2, D/S4.2, etc.): Continuous. 12. High - strength bolting of structural steel other than slip - critical: Periodic. 13. High - strength bolting of structural steel, slip - critical, where applicable: Continuous. 14. Erection of open -web steel joists and girders: Periodic. 15. Installation and fastening of the precast concrete wall panels: Periodic. Structural tests by qualified special inspectors and other methods of verification should be conducted or submitted where applicable. The following is a summary: 1. Testing of concrete for specified compressive strength, f ', air content, and slump. 2. Submittal of certified mill test reports for reinforcing steel in boundary elements of special reinforced concrete shear walls. Reid iddleton • Mr. Bob Benedicto, Building Official City of Tukwila April 21, 2010 File No. 262010.005/00502 Page 3 3. Submittal of certified mill test reports for reinforcing steel complying with ASTM A 615, where proposed as a substitute for reinforcement complying with ASTM A 706, in boundary elements of special reinforced concrete shear walls, where applicable. 4. Chemical tests of concrete reinforcement to be welded, that complies with other than ASTM A 706. 5. Nondestructive testing of the complete - joint - penetration (and partial-joint- penetration, where applicable) groove- welded joints at the steel beams connecting with the special reinforced concrete shear walls (i.e., Details F/S3.2, C/S4.2, DIS4.2, etc.). Enclosed are two sets of the revised structural drawings, one set of the original architectural drawings, structural calculations, geotechnical report, and correspondence from the structural engineer for your records. If you have questions or need additional clarification, please contact us. Sincerely, Reid ► iddleton, Inc. Ph ip Brazil, P.E., S.E. Senior Engineer Enclosures cc: Steve Nelson, Segale Properties (by e -mail) Gary Henderson, GeoEngineers (by e -mail) Mark Nazarenus, Engineers Northwest (by e -mail) Brenda Holt, City of Tukwila (by e -mail) knb \tukwila\ 10 \t005 r2. doc \prb Reid iddleton ENWSTRUCTURAL ENGINEERS Engineers Northwest Inc., P.S. We get buildings built. April 14, 2010 • • REID MIDDLETON, INC. 728 134th Street Southwest, Suite 200 Everett, WA 98204 ATTN: Philip Brazil RE: Segale Two -Story Office Building Tukwila, WA Philip: The following is an itemized response to your follow -up Plan Check Comments dated April 1, 2010 (File No. 262010.005/00501a) pertaining to structural design. 1. Notes incorporating all special inspections as required by your updated list have been added to the general notes. 2. Structural tests by qualified special inspectors as required by your updated list have been added to the general notes. Note that we will not specify nor permit welded reinforcing other than ASTM A706. 3. As noted in my response to the March 11, 2010 comments, the contractor has requested that we change the interior shear walls to cast -in- place. Thus I will leave the callout as it is. 4. We are eliminating the Type M hold down reinforcing in question, since we are going to cast -in -place walls: 5. Refer to item 4 response above. 6. Refer to item 4 response above. 7. A dimension of 7' -1'/2' has been added to sheet S -1.1 between Grid 7 and the north end of the concrete walls on Grids C and D, and a dimension of 5' -4'/2' has been added between Grid 8 and the south end of these walls. 8. As noted in item 3 above, the interior walls are now cast -in- place. The elevations on sheet S -5.2 and sections on sheet S -2.1 have been revised to show this change. As such, all vertical reinforcing will extend into the footing, by means of specified lap splices, and transverse ties per Section 21.7.6.4 of ACI 318 -05 have been added to the top of the footing at the boundary element longitudinal bars. APR 21 �.A._... 2010 REID MIDDLETON, INC. ID- Di•ilit APR 1 4 2013 REID''. • • 6869 Woodlawn Avenue NE • Seattle, WA 98115 • 206.525.7560 • fax 206.522.6698 www.englneersnw.com April 14, 2010 • REID MIDDLETON, INC. Segale Two -Story Office Building Page 2 of 2 9. Refer to item 8 response above. 10. Refer to item 8 response above. 11. Refer to item 8 response above. 12. Refer to item 8 response above. 13. Refer to item 8 response above. 14. Refer to item 8 response above. • If you have any questions, or require any further information or investigation, please contact our office. Sincerely, ENGINEERS NORTHWEST, INC., P.S. Mark Nazar us, P.E. Project Engineer MN:jk ENW Project No. 07- 080000 Engineers Northwest, Inc., P.S. • Structural Engineers • 6869 Woodlawn Avenue NE • Seattle, WA 98115 • 206.525.7560 • fax 206.522.6698 STRUCTURAL ENGINEERS Engineers Northwest Inc., P.S. We get buildings built. April 14, 2010 • • REID MIDDLETON, INC. 728 134th Street Southwest, Suite 200 Everett, WA 98204 ATTN: Philip Brazil RE: Segale Two -Story Office Building Tukwila, WA Philip: The following is an itemized response to your Plan Check Comments dated March 11, 2010 (File No. 262010.005/00501) pertaining to the structural design. 1. Notes incorporating all special inspections as required by your list have been added to the general notes. 2. Structural tests by qualified special inspectors as required by your list have been added to the general notes. 3. Uniform live load governs over the concentrated Toad for second floor framing. Refer to attached calculation sheet No. 1. 4. At girders and columns, 50 psf reducible live load plus 20 psf partitions governs over an 80 psf reducible live load, and therefore existing design is adequate. Refer to attached calculation sheet No. 1. 5. I re- calculated the seismic parameters using Site Class E. The net result is a slight decrease in base shear and SDS, so the existing lateral design remains sufficient. Refer to attached calculation sheet No. 24. 6. The general note for the geotechnical report has been changed to reflect the date of the latest updated report (January 5, 2010). 7. On sheet S -1.1, at the east canopy area, panels 30 -33 have been re- labeled as panels 34 -37. 8. An allowable soil bearing pressure of 2000 psf applies to lightly - loaded, smaller footings. Refer to attached calculation sheet No. 1 for a check of these footings. Existing design is adequate. An allowable soil bearing pressure of 4000 psf applies to the balance of footings, which are all wider than 4 feet. Existing design is adequate. • • APR 1 4 1010 RED t,lL.DL TO • 6869 Woodlawn Avenue NE • Seattle, WA 98115 • 206.525.7560 • fax 206.522.6698 www.engineersnw.com April 14, 2010 • REID MIDDLETON, INC. Segale Two -Story Office Building Page 2 of 3 • P 9. Notes calling out ASTM A706 reinforcing for the longitudinal bars in all shear wall boundary elements have been added to the drawings, both on the sheet S- 5.2 elevations and the general note on sheet S -1.0. 10. A note calling for seismic connection welds to meet a minimum Charpy V -notch toughness of 20 ft.-lb. at 0 degrees F has been added to the general structural steel note on sheet S -1.0. 11. Per my understanding, this item has been withdrawn. 12. Dimension strings "per plan" have been added to the fin elevations, in keeping with our general policy of elevation dimension callouts referring back to the plan(s). 13. Detail G /S -3.3 has changed since the original set to become Detail D /S -3.2. The correction has been made on the second floor plan. 14. The Detail E /S -3.2 section cut has been shifted to its proper location near Grid C/8 on the second floor plan. 15. At the owner's request, the girder at Grid 9 /B -E on sheet S -1.3 has been changed to a W24x68 steel beam. See revised plan and details. 16. The steel roof deck general note on sheet S -1.0 has been changed to call out Verco Type PLB -36 deck. 17. Type M connections have been eliminated. Refer to item 19 response below. 18. Length of pilaster boundary elements has been increased from 18 inches to 20 inches. Refer to attached calculation sheets No. 2 through 13, in which the "D" distance has been slightly adjusted. 19. To provide more casting space on the slab, and to improve other constructability issues, the contractor has decided to cast the interior shear walls in place. These walls are now shown as cast -in -place on the drawings, and additional transverse reinforcing in the footing per IBC 1901.2 and ACI 318 -05 Section 21.7.6.4(d) has been added to the drawings as well. 20. Refer to item No. 19 response above. 21. Refer to item No. 19 response above. 22. Design is adequate as is. Refer to attached calculation sheet No. 14. 23. Design is adequate as is. Refer to attached calculation sheets No. 15 and 16. 24. Detail D /S-4.2 applies at the drag connection each end of the shear wall on Grid 7/C and 7/D at the roof, as called out on sheet S -1.3. Engineers Northwest, Inc., P.S. • Structural Engineers • 6869 Woodlawn Avenue NE • Seattle, WA 98115 • 206.525.7560 • fax 206.522.6698 April 14, 2010 • REID MIDDLETON, INC. Segale Two -Story Office Building Page 3of3 25. On Detail K/S -3.2, connection plate dimension callouts have been revised to note the following: "2 inches minimum" at the left side, bottom dimension, and "1' -3" @ W27 -W30 beams and 1' -0" where W24 occurs on either (or both) sides." These notes adequately define connection plate depth and placement for all design conditions and beam depths on the building. 26. Please note that Section L -4.1 has been revised to reflect a substitution of W24 beams for girders on Grids 5, 6 and 9 between Grids B and E (to help facilitate detailing for roof drainage slopes). Also note that on Detail F /S -3.2, the dimension from top and bottom of beam to connection plate has been changed from 4" to 3Y2'. Refer to attached calculation sheets No. 17 through 23 for checks of the requested drag connections at the requested locations. 27. Section cuts at the requested location have been shown on the plans. If you have any questions, or require any further information and investigation, please contact our office. Sincerely, ENGINEERS NORTHWEST, INC., P.S. Mark NazarerSus, P.E. Project Engineer MN:jk ENW Project No. 07- 080000 Engineers Northwest, Inc., P.S. • Structural Engineers • 6869 Woodlawn Avenue NE • Seattle, WA 98115 • 206.525.7560 • fax 206.522.6698 Reid iddleton April 1, 2010 File No. 262010.005/00501a Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Supplemental Building Permit Plan Review — First Submittal Segale Office Building (D 10 -044) Dear Mr. Benedicto: RECEIVED APR 0 2 2010 COMMun.I DEVELOP11,iriNl Based on comments from the structural engineer in response to our letter of March 11, 2010, we further reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. As a result, we have additional comments for the permit applicant to address, and they are provided below. The applicant should address these comments in addition to those in our letter of March 11. As in our letter of March 11, responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Structural 1. As in our letter of March 11, structural special inspections by qualified special inspectors should be provided. We identified additional special inspections in our most recent review and they are shown below in italics. See IBC Sections 1704 and 1707. We assume the precast concrete wall panels will be fabricated by a registered and approved fabricator. See Section 1704.2.2. The following is a summary: a. Concrete placement at concrete construction, including precast (tilt -up) reinforced concrete walls, where applicable, and concrete topping at steel floor decks: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 • • Mr. Bob Benedicto, Building Official City of Tukwila April 1, 2010 File No. 262010.005/00501a Page 2 c. Structural welding of concrete reinforcement other than at the seismic-force- resisting system: Periodic, see also Item 2 of Table 1704.4 and Item 5.b.4 of Table 1704.3. d. Structural welding of concrete reinforcement at the seismic-force-resisting system (e.g., Details E/S3.2, F /S3.2, B/S4.2, M /S5.3, etc.): Continuous, see also Item 2 of Table 1704.4 and Item 5.b.2 of Table 1704.3. e. Reinforcement at, and installation of, precast reinforced concrete walls, where applicable: Periodic, see also Section 1704.4. f. Installation of anchor bolts /rods in concrete: Continuous, see also Sections 1704.4 and 1707.1. g. Installation of headed (shear) stud and deformed bar anchors in concrete: Continuous, see also Section 1704.13. h. Installation of concrete expansion and adhesive anchors (i.e., Details A /S3.1, B /S3.1, A /S4.1, B /S4.1, etc.): In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.13. i. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. j. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 -inch) and floor /roof deck welds: Periodic, see also Section 1704.3. k. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 -inch) and floor /roof deck welds (i.e., Details F /S3.2, C/S4.2, D /S4.2, M /S5.3, etc.): Continuous, see also Section 1704.3. 1. High - strength bolting of structural steel other than slip - critical: Periodic, see also Section 1704.3. m. High - strength bolting of structural steel, slip - critical, where applicable: Continuous, see also IBC Section 1704.3, Section M5.4 of AISC 360 -05 and RCSC Section 9.3. n. Erection of open -web steel joists and girders: Periodic, see also Section 1704.3. o. Installation and fastening of the precast concrete wall panels: Periodic, see also Section 1707.7. 2. As in our letter of March 11, structural tests by qualified special inspectors and other methods of verification should be conducted, or submitted where applicable. We identified additional structural tests in our most recent review and they are shown below in italics. The following is a summary: a. Testing of concrete for specified compressive strength, f ', air content and slump. See IBC Table 1704.4. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila April 1, 2010 File No. 262010.005/00501a Page 3 b. Submittal of certified mill test reports for reinforcing steel in boundary elements of special reinforced concrete shear walls. See IBC Sections 1708.2 and 1708.3. c. Submittal of certified mill test reports for reinforcing steel complying with ASTM A 615, where proposed as a substitute for reinforcement complying with ASTM A 706, in boundary elements of special reinforced concrete shear walls, where applicable. See IBC Sections 1708.2 and 1708.3 and Section 21.2.5 of ACI 318 -05. d. Chemical tests of concrete reinforcement to be welded, that complies with other than ASTMA 706. See IBC Sections 1708.2, 1708.3 and Section 3.5.2 of ACI 318 -05. e. Nondestructive testing of the complete-joint-penetration (and partial-joint- penetration, where applicable) groove- welded joints at the steel beams connecting with the special precast reinforced concrete shear walls ((i.e., Details F/S3.2, C /S4.2, D/S4.2, etc.). See IBC Sections 1708.2 and 1708.4 and Section 18 and Appendix Section Q5.2 of AISC 341 -05. 3. At Detail A/S5.2, the wall is specified as cast -in -place ( "C.I.P. ") but our understanding is that the concrete walls are typically precast. The detail should be revised. 4. The special reinforced concrete shear wall elevations on Sheet S5.2 are not clear with respect to the longitudinal wall reinforcement at the Type M connection. At the elevation for Walls 25 and 27, the note: "...panel align lap 5'0" min. w/ corn. reinforcing" is not sufficiently understandable to enable review. The note should be revised. 5. At the special reinforced concrete shear wall elevations on Sheet S5.2, a length of 16'0" is specified for the longitudinal wall reinforcement at the Type M connection but, based on these elevations, Detail G /52.1, the foundation plan, and the detail on Sheet S5.3 for the Type M connection, a length of approximately 19'0" will be required. The elevations should be revised. 6. The detail on Sheet S5.3 for the Type M connection, longitudinal wall reinforcement consisting of 8 #8 x 7'0" bars is specified but 7 #8 x 16'0" bars are specified at the elevation for Walls 25 and 27, Sheet S5.2. The drawings should be revised. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila April 1, 2010 File No. 262010.005/00501a Page 4 7. At the foundation plan, Sheet S1.1, the architectural drawings are referenced for the lengths of the concrete shear walls at Grids C/7.2 -8.2 and D/7.2 -8.2, but the architectural drawings do not contain this information. The drawings should be revised to enable review. 8. The longitudinal reinforcement of special reinforced concrete shear walls resisting forces induced by earthquake effects is required to extend into the footings, mats or pile caps supporting the walls and to be fully developed for tension at the interface of the wall and the footing, mat or pile cap. The wall elevations at Sheet S5.2, however, do not indicate the required extension and development. Based on our recent conversations with the structural engineer, an equivalent structural design of special boundary elements resisting compressive forces in combination with nearby connections (identified in the drawings as Type M) resisting tensile forces, which are induced by earthquake effects, is proposed. We are in partial agreement with the equivalent structural design but we have concerns with its expected performance, which are elaborated below. Refer to IBC Section 104.11 and Section 1.4 of ACI 318 -05. 9. The special boundary elements can be expected to resist compressive forces in combination with the Type M connections resisting tensile forces by forming a force couple, which will place shear demands on the portions of the shear walls between the special boundary elements and the Type M connections and possibly other areas of the shear walls. These structural demands, however, do not appear to have been considered in the structural calculations. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Section 104.11 and Section 1.4 of ACI 318 -05. 10. A consequence of the expected performance of the force couple formed by the special boundary elements and the Type M connections during a design seismic event is the repeated opening and closing of gaps between the walls and the footings or mats. In order to demonstrate equivalency of the precast concrete shear walls with cast -in -place concrete shear walls, the effects of these gaps should be addressed and remedial actions taken as necessary. These effects, however, do not appear to have been considered in the structural calculations. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Section 104.11 and Section 1.4 of ACI 318 -05. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila April 1, 2010 File No. 262010.005/00501a Page 5 11. The structural engineer has designed the force couple for tensile resistance by proposing a pair of Type M connections, which are located horizontal distances of 2'3" and 4'3", respectively, from the center of the special boundary element (required by analysis to be 2'6" and 4'6 ", respectively, refer to comment #18 in our letter of March 11). Another consequence of the expected performance of the force couple during a design seismic event is a greater resistance to structural demands by the connection at 2'3" than the connection at 4'3", which could lead to premature failure of both connections. This is likely to occur from the repeated opening and closing of gaps between the walls and the footings or mats. This effect, however, does not appear to have been considered in the structural calculations. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Section 104.11 and Section 1.4 of ACI 318 -05. 12. Regarding comment #19 in our letter of March 11, transverse reinforcement at the special reinforced concrete shear walls is still required to extend at least 12 inches into the footings and the shear wall elevations, Sheet S5.2, should still be revised to specify the required extent of the reinforcement. The reinforcement is needed, in part, because of the expected performance of the shear walls during a design seismic event whereby the ends of the walls at the special boundary elements repeatedly pound against the areas of the footings immediately beneath them. See IBC Section 1901.2 and Sections 21.2 ( "special precast structural wall "), 21.7.6.4(d) and 21.8 of ACI 318 -05. 13. The special, precast, reinforced concrete shear walls are required to comply with Section 21.13 of ACI 381 -05 on intermediate precast structural walls. In the connections between the walls and the foundation, yielding is restricted to steel elements or reinforcement. This does not appear to have been considered in the calculations for the Type M connections but, based on our review of their detail on Sheet S5.3, it appears to be the intent. Please verify. Note that elements of such connections not designed to yield are required to be develop 1.5 times the yield strength of the connection, Sy. See IBC Sections 1901.2 and 1908.1.13; Sections 21.8.1 and 21.13.2 of ACI 318 -05; and Section 21.13.4 of ACI 318 -05 as modified by IBC Section 1908.1.13. Reid iddleton • Mr. Bob Benedicto, Building Official City of Tukwila April 1, 2010 File No. 262010.005/00501a Page 6 14. Connection elements of special, precast, reinforced concrete shear walls that are designed to yield (e.g., Type M connections) are required to be capable of maintaining at least 80 percent of their design strength at the deformation induced by the design displacement, which can be expected to be substantial from the repeated opening and closing of gaps between the walls and the footings or mats. This requirement, however, does not appear to have been considered in the structural calculations. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Sections 1901.2 and 1908.1.13; Section 21.8.1 of ACI 318 -05; and Section 21.13.3 of ACI 318 -05 as modified by IBC Section 1908.1.13. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Mi s; Teton, Inc. Philipl':razil, P.E., S.E. Senior Engineer cc: Steve Nelson, Segale Properties (by e -mail) Mark Nazarenus, Engineers Northwest (by e -mail) Brenda Holt, City of Tukwila (by e -mail) knb\26 \planrevw \tukwila\ 10 \t005r 1 a.doc \prb Reid iddleton • 1 Jim Haggerton, Mayor Department of Community Development Jack Pace, Director February 24, 2010 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Segale 2 -Story Office Bldg — D10 -044 18100 Andover Pk W Dear Mr. Swanson: 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 contact us in the Permit Center at (206) 431- 3670. Sincerely, e fifer Marshall r it Technician encl File: D10 -044 W:\Pertnit Center \Structural Review\D10 -044 Structural Review.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 Page 1 of 1 David McPherson - Fwd: King County comment letter - Segale 2 -story office bldg From: To: Date: Subject: Attachments: Jaimie Reavis David McPherson 03/22/2010 9:25 AM Fwd: King County comment letter - Segale 2 -story office bldg »> Jaimie Reavis 03/18/2010 2:51 PM »> Hi Karen, The comment letter I received from Steve Bleifuhs of the King County Water and Land Resources Division is attached. Jaimie Reavis Assistant Planner City of Tukwila Ph: (206) 431 -3659 file: / /C:\ Documents %20and %20Settings\David.TUKWILA \Local %20Settings \Temp\XP... 03/22/2010 Page 1 of 3 David McPherson - Fwd: RE: Segale two -story office building, 18200 Andover Park West,L09- 057and 110 -005, Notice of App OWILECICAMCZPV From: Jaimie Reavis To: Carol Lumb; Greg Villanueva; Lisa Verner; Ryan Larson; Sandra Whiting Date: 03/22/2010 9:58 AM Subject: Fwd: RE: Segale two -story office building, 18200 Andover Park West,L09- 057and L10 -005, Notice of App CC: David McPherson; Minnie Dhaliwal Attachments: David McPherson; Minnie Dhaliwal Below are comments from Karen Walter of the Muckleshoot Indian Tribe, and attached are comments from King County related to the Segale 2 -story office building project. I will forward these over to the applicant for a response, but I also wanted to meet with all of you to get more background information on how the issues the Muckleshoots and King County bring up may affect this project. Thanks, Jaimie »> Karen Walter < Karen .Walter @muckleshoot.nsn.us> 03/19/2010 5:09 PM »> Thanks! Karen Walter MITFD From: Jaimie Reavis [ mailto :jreavis @ci.tukwila.wa.us] Sent: Friday, March 19, 2010 4:32 PM To: Karen Walter Subject: Re: Segale two -story office building, 18200 Andover Park West, L09- 057and L10 -005, Notice of Applica Thank you for your comments, Karen. I will send you a copy of the applicant's response to the shoreline criteria, goals, and policies; as well as the applicant's response to the design review criteria. For the other items below, I will need to meet with other staff here in order to respond - I will work to get you the additional information as soon as possible. Jaimie Reavis Assistant Planner City of Tukwila Ph: (206) 431 -3659 »> Karen Walter < Karen .Walter @muckleshoot.nsn.us> 03/19/2010 9:54 AM »> Jaimie, file: / /C:\ Documents %20and %20Settings\David.TUKWILA \Local %20Settings \Temp\XP... 03/22/2010 Page 1 of 3 David McPherson - Fwd: RE: Segale two -story office building, 18200 Andover Park West,L09- 057and 110 -005, Notice of App From: Jaimie Reavis To: David McPherson Date: 03/22/2010 9:25 AM Subject: Fwd: RE: Segale two -story office building, 18200 Andover Park West,L09- 057and L10 -005, Notice of App »> Karen Walter < Karen .Walter @muckleshoot.nsn.us> 03/19/2010 5:09 PM »> Thanks! Karen Walter MITFD From: Jaimie Reavis [ mailto :jreavis @ci.tukwila.wa.us] Sent: Friday, March 19, 2010 4:32 PM To: Karen Walter Subject: Re: Segale two -story office building, 18200 Andover Park West, L09- 057and L10 -005, Notice of Applica Thank you for your comments, Karen. I will send you a copy of the applicant's response to the shoreline criteria, goals, and policies; as well as the applicant's response to the design review criteria. For the other items below, I will need to meet with other staff here in order to respond - I will work to get you the additional information as soon as possible. Jaimie Reavis Assistant Planner City of Tukwila Ph: (206) 431 -3659 »> Karen Walter <Karen.Walter©muckleshoot.nsn.us> 03/19/2010 9:54 AM »> Jaimie, The Muckleshoot Indian Tribe Fisheries Division has reviewed the Notice of Application for the Shoreline Substantial Development Permit to construct a new 2 two story, 58,000 square foot office building at 18200 Andover Park West. Thank you for sending the various drawings for this proposed project. We have reviewed this information and determined that we need additional information to fully evaluate this project and would appreciate a copy of the following documents: Shoreline application materials that include a narrative about the project, how it complies with the City's file: / /C:\ Documents %20and %20Settings\David.TUKWILA \Local %20Settings \Temp\XP... 03/22/2010 Page 2 of 3 )reline Master Program and Critical Areas Ordinances; The location of any critical areas on site and potential impacts to these critical areas as a result of the project. Is this levee planned for rehabilitation or levee replacement under the County Flood Control District plans? If so, what is the setback width required to, at least, accommodate 1) a new levee prism with a 2.5: 1 slope, and 2) a riparian planting bench of adequate width to provide shade, leaf litter, and other riparian functions? Details about how stormwater will be managed including water quality treatment methods and detention /infiltration methods and where this stormwater will ultimately discharge. Sheet 6.1 shows a wet vault, but the narrative the corresponds with the vault, including the rationale for why this type of water quality facility is proposed versus other types is needed. Also, we would like to know what stormwater manual is being used to design the stormwater facilities is needed; the FEIS indicated that the 1998 King County stormwater manual would be used which is outdated and unlikely to meet the City's NPDES requirements for stormwater under the Phase II permit. Details about if stormwater discharges will increase flood elevations to the Green River downstream. The details of development conditions that were placed on the Tukwila South property when it was annexed to the City of Tukwila that apply to this proposal, including any elements from the Draft Sensitive Area Master Plan (dated Jun 29 2005) and the draft designs for a new fish - friendly flap gate that was proposed for the relocated Johnson Creek in the FEIS. As part of these details, we would like to know what mitigation measures that apply to this proposal, if any and when they will be applied. We appreciate the opportunity to review this proposal and look forward to the City's responses to this email. Please let me know if you have any questions. Thank you, Karen Walter Watersheds and Land Use Team Leader Muckleshoot Indian Tribe Fisheries Division 39015 172nd Ave SE Auburn WA 98092 253 - 876 -3116 From: Jaimie Reavis [mailto:jreavis @ci.tukwila.wa.us] Sent: Thursday, March 18, 2010 8:52 AM To: Karen Walter file: / /C:\ Documents %20and %20Settings\David.TUKWILA \Local %20Settings \Temp\XP... 03/22/2010 Page 3 of 3 Subject: comments on Segale two -story office building Hi Karen, I know when we talked over the phone a couple of weeks ago, you were planning to send me an email with comments on Shoreline Permit L09 -057 (the project is called Segale Two Story Office Building). I have not received anything yet from you, and I just wanted to remind you that the comment period on the Shoreline Permit ends on March 21, 2010. Thanks, Jaimie Reavis Assistant Planner City of Tukwila Ph: (206) 431 -3659 file: / /C:\ Documents %20and %20Settings\David.TUKWILA \Local %20Settings \Temp\XP... 03/22/2010 Page 1 of 2 Jaimie Reavis - Segale two -story office building, 18200 Andover Park West, L09- 057and L10- 005, Notice of Application From: Karen Walter To: "Jaimie Reavis" Date: 03/19/2010 9:56 AM Subject: Segale two -story office building, 18200 Andover Park West, L09- 057and L10 -005, Notice of Application Jaimie, The Muckleshoot Indian Tribe Fisheries Division has reviewed the Notice of Application for the Shoreline Substantial Development Permit to construct a new 2 two story, 58,000 square foot office building at 18200 Andover Park West. Thank you for sending the various drawings for this proposed project. We have reviewed this information and determined that we need additional information to fully evaluate this project and would appreciate a copy of the following documents: 1. Shoreline application materials that include a narrative about the project, how it complies with the City's Shoreline Master Program and Critical Areas Ordinances; 2. The location of any critical areas on site and potential impacts to these critical areas as a result of the project. 3. Is this levee planned for rehabilitation or levee replacement under the County Flood Control District plans? If so, what is the setback width required to, at least, accommodate 1) a new levee prism with a 2.5: 1 slope, and 2) a riparian planting bench of adequate width to provide shade, leaf litter, and other riparian functions? 4. Details about how stormwater will be managed including water quality treatment methods and detention /infiltration methods and where this stormwater will ultimately discharge. Sheet 6.1 shows a wet vault, but the narrative the corresponds with the vault, including the rationale for why this type of water quality facility is proposed versus other types is needed. Also, we would like to know what stormwater manual is being used to design the stormwater facilities is needed; the FEIS indicated that the 1998 King County stormwater manual would be used which is outdated and unlikely to meet the City's NPDES requirements for stormwater under the Phase II permit. 5. Details about if stormwater discharges will increase flood elevations to the Green River downstream. 6. The details of development conditions that were placed on the Tukwila South property when it was annexed to the City of Tukwila that apply to this proposal, including any elements from the Draft Sensitive Area Master Plan (dated Jun 29 2005) and the draft designs for a new fish- friendly flap gate that was proposed for the relocated Johnson Creek in the FEIS. As part of these details, we would like to know what mitigation measures that apply to this proposal, if any and when they will be applied. We appreciate the opportunity to review this proposal and look forward to the City's responses to this email. Please let me know if you have any questions. Thank you, Karen Walter Watersheds and Land Use Team Leader file: / /C: \Documents and Settings \Jaimie -R \Local Settings \Temp\XPgrpwise \4BA34A44tu... 03/19/2010 King County Water and Land Resources Division Department of Natural Resources and Parks King Street Center 201 South Jackson Street, Suite 600 Seattle, WA 98104 -3855 206.296.6519 Fax 206.296.0192 TTY Relay: 711 March 5, 2009 Ms. Jaimie Reavis Department of Community Development City of Tukwila 6300 Southcenler Boulevard, Suite 100 Tukwila, WA 98188 -2545 Re: Segale Two -Story Office Building (L09 -057 and L10 -005) Dear Ms. Reavis: I am writing to comment on the proposal to establish a new two -story office building on Parcel 352304 -9121 at 18200 Andover Park West in Tukwila. My comments involve King County's continuing pursuit of important flood protection benefits in this same area. I wish to make certain that King County's plans are understood and respected, to the extent that the City of Tukwila can provide. Section 5.9.10 of King County's adopted Flood Hazard Management Plan (FHMP) makes the following statements of objectives and strategies for the Lower Green River: • A program of major levee rehabilitation and reconstruction is the single overarching need within the lower Green River. • In order to correct the structural deficiencies of the levee system in this reach, the slope geometry of the levees must be modified. • Additional easement area is frequently required in order to reconfigure damaged levee segments to meet even the minimum recommended slope geometry. • Generally speaking, the width required would not exceed 110 feet landward from the aquatic edge of the river channel along each hank. • Levee setbacks should also be required as a standard condition for future redevelopment of urban areas presently abutting overstcepened levees. The adopted FHMP proposed partial rehabilitation of the Segale levee, which adjoins and protects the subject development site. The King County Flood Control District's 6 -year Capital Improvement Project (CIP) includes a substantial allocation for this work, and a pending revision to the CIP proposes yet more funds for this project (the project budget would increase to more than $5.1 million per the pending proposal). Ms. Jaimie Reavis March 5, 2009 Page 2 King County is in the process of directing consultants already under contract to begin a risk - based study of alternative levee setback alignments and geometries. The scope of this analysis includes both banks of the river, from the South 200th Street bridge to the South 1801h Street bridge. After this risk -based study enables selection of the preferred levee alignments, we will direct the consultants to proceed with final design. While we cannot define the preferred levee alignment in time to support the city's immediate need to respond to this land use application, we have shared what we do know now. Levee system improvements arc planned, and additional land may be required to ensure minimum factors of safety are met. Our adopted plan states a general need for at least a 110 -foot right -of- way along each side of the river. In addition, our consultants' risk -based study may show need for additional width to ensure public safety concerns are met. 1 respectfully request that the City of Tukwila please give full consideration to these needs in the development review process. If you have comments or questions, please contact Supervising Engineer Tom Bean at 206 -296 -8377 or tom.bean(u kingcounty.gov. Sin Steve 'eifuhs, Manager River and Floodplain Management Section cc: Bob Burns, Interim Director, Department of Natural Resources and Parks (DNRP) Joanna Richey, Assistant Division Director, Water and Land Resources Division (WLRD), DNRP Tom Bean, Supervising Engineer, RFMS, WLRD, DNRP PE i PY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -044 DATE: 08 -17 -10 PROJECT NAME: SEGALE OFFICE BUILDING SITE ADDRESS: 18100 ANDOVER PK W Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 3 After Permit Issued DEPARTMENTS: Lng Dson • 4� ' HO Pu IcW r ,V/4 e F reve tion Structural $- e-(o Planning Division n Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 08-19 -10 Not Applicable n 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: No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved Notation: Approved with Conditions DUE DATE: 09 -16 -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: Documents /routing slip.doc 2 -28 -02 • • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -044 DATE: 06 -28 -10 PROJECT NAME: SEGALE OFFICE BUILDING SITE ADDRESS: 18100 ANDOVER PK W Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 After Permit Issued DEPARTME TS: �. tiding 'ivision I�1 Public Works IU Fire Prevention Structural /4 PI nning ivision Permit Coordinator tire DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete n Incomplete DUE DATE: 06 -29 -10 Not Applicable Comments: Permit Center Use Only ��//�� INCOMPLETE LETTER MAILED: (p-J -(0 LETTER OF COMPLETENESS MANED: Departments determined incomplete: Bldg PW Fire ❑ Ping ❑ ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required LI No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 07-27-10 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 • • PE . u� PI! PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -044 DATE: 05 -13 -10 PROJECT NAME: SEGALE OFFICE BUILDING SITE ADDRESS: 18100 ANDOVER PK W Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division M Attg, S '[0 Public Works Fire Prevention Structural n Arc d Planning Division II Permit Coordinator 1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 05-18-10 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 Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: DUE DATE: 06 -15-10 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 11E I Y� PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -044 DATE: 03 -29 -10 PROJECT NAME: SEGALE 2 STORY OFFICE BUILDING SITE ADDRESS: 18100 ANDOVER PK W Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # _ X Revision # 1 After Permit Issued DEPARTMENT : L 'o , o u ding Division Put%AVA_. 'a- omo Works Fire Prevention Structural Planning Division Permit Coordinator 3-30-10 X91 at DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete j Incomplete DUE DATE: 03 -30 -10 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 Structural Review Required nNo further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved RP! Approved with Conditions n DUE DATE: 04 -27 -10 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: Documents/routing slip.doc 2 -28 -02 00E PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -044 DATE: 02 -16 -10 PROJECT NAME: SEGALE 2 STORY OFFICE BLDG SITE ADDRESS: 18100 ANDOVER PK W X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPART ENTS: Building P ivisio Pu lic Works Fire Prevention W Planning Division detA1 -et -3-(00 J Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 02 -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: TUES/THURS ROUTING: Please Route 1,K Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03 -23 -10 Approved n Approved with Conditions n Not Approved (attach comments) zkr Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only j CORRECTION LETTER MAILED: 5 —1.1—( Departments issued corrections: v Bldg ❑ Fire ❑ Ping� PW� Staff Initials: '4� Documents /routing slip.doc 2 -28 -02 • ogg PROJECT NAME: Senate )- o de•-■/ O C-fit t PERMIT NO: cU 10— 011 SITE ADDRESS: N100 440,14,-1.K ORIGINAL ISSUE DATE: REVISION LOG REVISION NO. DATE RECEIVED STAFF INITI LS ISSUED DATE STAFF INIT LS 1 3-A -10 2. 114410 - • Summary of Revision: a dCk, (9W Q c ptti.vi b CIS / Received by: -4e uno ).1et3v, -, REVISION NO. DATE RECEIVED STAFF INIT • S STAFF ISSUED DATE STAFF INITIALS I .,.. 2. IA, - • Summary of Revision: / Summary of Revision: 4.4 - t I}c►, W i , . ■(‘ 16 Summary of Revisi. : , , Q , ► ue Me,15— Rd fie-} jatill (44 Received by: (please print) REVISION NO. DATE RECEIVED STAFF INIT • S ISSUED DATE STAFF INITIALS Summary of Revision: Summary of Revision: 4.4 - t I}c►, W i , . ■(‘ Received by: ue Me,15— (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: irisww...w.�.3� 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: August 17, 2010 Plan Check/Permit Number: D10 -044 O Response to Incomplete Letter # O Response to Correction Letter # O Revision # 3 after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner Project Name: Segale Office Building Project Address: 18100 Andover Park West Contact Person: Steve Nelson Phone Number: (206) 575 -2000 Summary of Revision: Deferred submittal for window design per note listed on sheet A.0 on approved building permit plans. CRY OF TuKWtU1 AM 17.2M1B Sheet Number(s): "Cloud" or highlight all areas of revision including date of r v 'on Received at the City of Tukwila Permit Center by: ISI-- Entered in Permits Plus on el-P-(0 H:Wpplications\Forms- Applications On Line'.2009 -08 Revision Submittal.doc Created: 8 -13 -2004 Revised: 8 -2009 • City of Tukwila REVISION SIUBMITTAL 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: 6/2-8(0)-°10 Plan Check/Permit Number: D/0-0q(--/ ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # gj Revision # Z after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: J e a[C iz5/-4C$ & k Project Address: / 8 p, [ U �`ldau -ev 9�y (,� T i � G� vIs GO C l Contact Person: J,tc /< S -1I / Phone Number: (//2-0g Summary of Revision: ,/ej (/)/the 7/c / nlj2,,) V Klt P-- /-a-;,is". RECEIVED CITY OF T1 jimuk ►JUld 28 PERMIT CENFER Sheet Number(s): Z3U - 6. U - 6, ( "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:Wpplications\Forms- Applications On Line12009 -08 Revision Submittal.doc Created: 8 -13 -2004 Revised: 8 -2009 City �f 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 SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 5 6 /S /a) Plan Check/Permit Number: 8/0 ^ 0 ❑ Response to Incomplete Letter # 1( Response to Correction Letter # ❑ Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Sec! (-e OCk€ �th� /P0 Aetdove Pet'-4. We57L Contact Person: , x vc %die 45 G ,n Phone Number: 57 5 - ZOO O Summary of Revision: / / ccAe0 --e /�e p e�-.-s— 171 G /o- 00� ,-'e ✓i.e w RECEIVED PERMIT Calm Sheet Number(s): C1. 0/ C Z.bG3.D•C4.DtG(,.0,G.7.0IG7.1 A /./ /11 Z., L. /•1, "Cloud" or highlight all areas of revision including date of revi "on 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 • 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 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 3 / z/ /70 Plan Check/Permit Number: f Q — fj 44- ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Er Revision # , b Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: e9q /c /���� e ,C� vi ��✓ i�1 Project Address: / �j'OCC7 .4 A-t t1/r, per f2 4- r—/...17' Contact Person: s 7L.e.;ie Phone Number: loco 5 75-Zc Summary of Revision: Azid / P_ ei 6 &) C t€ (/ 02 7 d 4 r( f ftE ENE erne O TUMNII.A MAR 2 9 201a PER4IT CENTER Sheet Number(s): A 6 , fw. "Cloud" or highlight all areas of revision including d of re is' Received at the City of Tukwila Permit Center by: IQ— Entered in Permits Plus on 3 -,G —c \applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: 02- 06 -'08 12 :06 FROM- publicworks /dcd 2064313665 CITY OF TUKWILA Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.ci.tuktviia.wa.us e Q F , rF ,t, } cOrdirdiuMITY grur v,)PtliiEt . T -965 P002/005 F -211 Permit No. C/0 -0 / ProjectNo. Pld - O 7 COPio -•co4 (For office :r.re only) TRAFFIC CONCURREtiCY CERTIFICATE APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print ** SITE LOCATION King Co. Assessor's Tax No.: 352304 -.9121 Site Address: 18200 Andover Park West Tenant Name: Segale Properties Suite Number: Property Owners Name: La P i an t o LLC Mailing Address: PO Box 88028 Tukw i 1 a, WA 98138 Type of Existing Use: None Is existing building vacant? DNA city Size of Existing Use: None For how long? DNA Sete Zip CONTACT PERSON — Who do we contact when your concurrency certificate Is ready to be Issued Name: Steve Nelson Day Telephone: (206-) 575 - 2 0 0 0 Mailing Address: PO Box 88028 Tukwila, WA 98138 City stay Zip E•MailAddress: snelson @segaleproperties.corn Fax Number: (206 ) 575 - 1662 Scope of Work (please provide detailed information): Construction of a 2 story office building with an ITE gross area of 57,446 square feet with 229 on site parking stalls. Type of work; ® New © Addition ❑ Change of use Type of Proposed Use: Corporate office FPERMIT APPLICATION NOTES - 0 Remodel ❑ Tenant Improvement Size of Proposed Use: 57, 446 square feet Expiration - The concurreney test notice shall expire 90 d ays after issuance unless the applicant submits a SEPA or other docurnentation pursuant to TMC 21.04. if the submittal is made within 90 days, the test notice shall be valid for one calendar year from the date of issuance of the notice. Once the associated development permit or building permit is approved, the final concurrency certificate shall be valid far 2 years or as long as the developer possesses a valid building permit for the development. Extensions may be granted in accordance with TMC 9.50. Transferability -A certificate of concurrency is not transferable to other land, but may be transferred to new owners of the original land. A certificate of continency shall apply only to the specific land use density, and intensity described in the application for a development permit or building permit. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENAL'T'Y OP PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT PROPERTY • R AUTHO Signature: 1-.9', PrintName: Steven R. Nelson Mailing Address: PO Box 88028 Tukwi 1 a, WA 98138 Date Application Accepted: 03 Date: 12/03)09 Day Telephone: Date Application Expires: city , ?3 /C) Seto Staff Initials: Zip Cc: • 7 City of Tukwila Development Application Fees for Concurrency Analysis Fees for Residential Use Fees for Non - Residential Use Unit All Types of Residential' Gross Floor Area Industrial 2 Office 3 Retail 4 Eatery 5 Institutional & Port 6 All Other Uses Between 1 and 3 $300 Less than 5,000 $1,000 $1,800 $2,700 $5,400 $500 $1,500 Between 4 and 5 $600 Between 5,001 and 10,000 $1,500 $2,700 $4,050 $8,100 $1,000 $2,000 Between 6 and 10 $1,200 Between 10,001 and 20,000 $2,000 $3,600 $5,400 $10,800 $1,500 $2,500 Between 11 and 15 $2,000 Between 20,001 and 30,000 $3,000 $5,400 $8,100 $10,800 $2,000 $2,500 Between 16 and 20 $3,500 Between 30,001 and 40,000 $4,000 $7,200 $10,800 $10,800 $2,500 $2,500 Between 21 and 25 $5,000 Between 40,001 and 50,000 $5,000 $9,000 $13,500 $10,800 $3,000 $2,500 Between 26 and 30 $6,500 Between 50,001 and 70,000 $6,000 $10,800 $16,200 $10,800 $4,000 $2,500 Between 31 and 40 $8,000 Between 70,001 and 90,000 $7,000 $12,600 $18,900 $10,800 $5,000 $2,500 Between 41 and 60 $10,000 Between 90,001 and 150,000 $8,000 $14,400 $21,600 $10,800 $6,000 $2,500 Greater than 60 $12,000 Between 150,001 and 200,000 $9,000 $16,200 $24,300 $10,800 $7,000 $2,500 Greater than 200,000 $10,000 $18,000 $24,300 $10,800 $8,000 $2,500 1 All residential uses defined by the ITE Trip Generation Manual Land Use Codes 200 -299, induding single family, multi- family, mobile home parks, and shared housing 2 All industrial/agricultural uses defined by the ITE Trip Generation Manual Land Use Codes 100 -199, induding light and heavy industrial, manufacturing, and warehousing 3 All office, medical, and service related uses defined by the ITE Trip Generation Manual Land Use Codes 600 -699, 700 -799, and 900 -999, including general office, medical facilities, and banks 4 All retail and recreation uses defined by the ITE Trip Generation Manual Land Use Codes 400 -499, 800 -830 and 837 -899, including retail sales, rental sales, athletic clubs, and theaters 5 All food service uses defined by the ITE Trip Generation Manual Land Use Codes 831 -836, excluding accessory (stand - alone) drive- through espresso stands (or similar) under 250sf which are assessed $300 6 All institutional and transportation uses defined by the ITE Trip Generation Manual Land Use Codes 000 -099 and 500 -599, including schools, places of worship, day care, terminals, and transit Concurrency Application Fee TableFees Page 2 of 2 kg King County Department of Natural Resources and Parks Wastewater Treatment Division Non- Residential Sewer Use Certification • To be completed for all new sewer connections, reconnections or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type /MX3 AVG t c .ice j�Gz.. L (.7 r4" Property Street Address City State ZIP Ownefs Name Subdivision Name Lot # Subdiv. # Building Name Block # (it applicable) ( HOC, ) 575 — ZUC Owner's Phone Number (with Area Code) ( Zb • ) — ZO Property Contact Phone Number (with Area Code) Owner's Mailing Address pu &3X g Mk ,k c4,d- k/ For King County Use Only Account # No. of RCEs Monthly Rate Property Tax ID # 3679 !/Z Party to be Billed cif different fro owner) e6 +14111e ki i�-� h t t WS i ' /1-ndcL d.. P4 ,4-k i 4 Tti i�.tie" 1A, i!3i City or Sewer District Date of Connection Side Sewer Permit # Please report any demolitions of pre- existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre- existing building? ❑ Yes ❑ No Was building on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No A. Fixture Units Fixture Units x Number of Fixtures = Total Fixture Units 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 1/ ZZ Hose bibb (interior) 2.5 2.5 Clotheswasher or laundry tub 4 2 Sink, bar or lavatory 2 1 vi. 1 S' Sink, Clinic flushing 8 8 Sink, kitchen 3 2 Sink, other (service) 3 1.5 drg Z 3 Sink, wash fountain, circle spray 4 3 Urinal, flush valve, 1 GPF 5 2 Urinal, flush valve, >1 GPF 6 2 4 g Urinal, waterless 0 0 Water closet, tank or valve, 1.6 GPF 6 3 49 Water closet, tank or valve, >1.6 GPF 8 4 /Z. Total Fixture Units Residential Customer Equivalent (RCE) 20 fixture units equal 1.0 RC Total No. of Fixture Units _ 20. RCE 61 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 O RCE RCE RECEIVED FEB 16 2010 PERMIT CENTER Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the King County Council at a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. All future billings can be prepaid 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 orr cted data f d termination of a revised capacity charge. Signature of Owner /Representative VA_ Date ! L //O Print Name of Owner /Representative 1058 (Rev. 9/07) White - Kina County Yellow - Local Sewer Aoencv Pink - Sewer Customer CITY OF TUKWIL '" Community Development De,- artment Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Cen''3uilding Division: 206 - 431 -3670 Public Works Department: 206 - 433 -0179 Planning Division: 206 - 431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: [Part A: To be completed by pplican Site Address: 180XX Segale Park Dr "D" (attach map and legal description showing hydrant location and size of main):. Owner Information: Agent/Contact Person,;' Owner Name: Segale Properties g P Agent /Contact: Steve Nelson, Property Manager Owner Address: P.O. BOX 88028 Tukwila 98138 Agent Address: P.O. BOX 88028 Tukwila 98138 Owner Phone: 206 -575 -2000 Contact Phone: 206 -575 -2558 This certificate is for the purposes of: 3 story office building BUILDING PERMIT VI COMMERCIAL INDUSTRIAL ❑ REZONE Li PRELIMINARY PLAT x-11 SHORT SUBDIVISION OTHER Estimated number of service connection and water meter size(s): One - 1 1/2" irrig meter, one 20 rHdstialhehag8nels,8ihfir2"dihnm¢estic Vehicular distance from nearest hydrant to the closest point of structure is On site Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner /Agent Signature PART B; To 13e completed by wate Date ut dtfy district, 1. The proposed project is within 2. Li No improvements required. 3. TUKWILA /King (City /County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: Project is a Developer Extension. Engineered plans including fire marshal stamped approval requirred. See attached DE Disk for District standards and contract forms. 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure /fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure /flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customer's specific needs. 5. L] LI Water Availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in item B -3 are met. System is not capable of providing service to this project I hereby certify that the above information is true anorre HIGHLINE WATER DISTRICT / 206 - 824 -037 By Agency /Phone THOMAS KEOWN OPERATIONS SUPERVISOR 12/23/2008 Date Highlinefater District Statement. Charges Combined domestic - fire Future Date: 12/23/2008 Section # NE35-23-4 Page # 110 Service Installation Size 11/2 Meter Hang Size # ERU's 5 See Notes >ervice Address: 180XX Segale Park Dr "D" Tukwila 98188 Plat Name Segale Business Park LOt # Segale Park "D" Owner Segale Properties Phone# 206- 575 -2000 E -Mail Address Fax # Agent Steve Nelson Phone# 206- 575 -2000 Mailing Address City I , Zip Service Installation / Meter Hang & Facility Fees Itemized Charges Amount Notes: ,86 No F LC: F$2C - pr8oject per is a ERU Developer Extension Service Installation $o•oo See Attached Estimate General Facility Charge $14,430.00 5 ERU's X $2,100.00 Local Facility Charge $o.00 o SF X $.40 per SF Meter Hang Fee $470.00 MXU $235.00 Other $0.00 Total Due: $15,135.00 Customer Notified By Polly PROPOSED USE: Irrigation NOTES: Prepared By: Polly Daigle Date 12/23/2008 Reviewed By: Tom Keown Date (2 . Z r v` 0.-------1. Thomas Keown, P.E., Construction /Operations Department Manager HighlineSater District Statement. Charges Combined domestic - fire Future Date: 12/23 /2008 Section # NE35-23-4 Page # 110 Service Installation Size 2 Meter Hang El Size 2 # ERU's 8 See Notes >ervice Address: 180XX Segale Park Dr "D" Tukwila 98188 Plat Name Segale Business Park Lot # Segale Park "D" Owner Segale Properties Phone# 206 -575 -2000 E -Mail Address Fax # Agent Steve Nelson Phone# 206 - 575 -2000 Mailing Address City I , Zip Service Installation / Meter Hang & Facility Fees Itemized Charges Amount Notes: : $2,886 No FC LFC - project per is ER a U Developer Extension Service Installation $0.00 See Attached Estimate General Facility Charge $23,088.00 8 ERU's X $2,100.00 Local Facility Charge $o.00 o SF X $.40 per SF Meter Hang Fee $600.00 MXU $235.00 Other $0.00 Total Due: $23,923.00 Customer Notified By Polly PROPOSED USE: Commercial NOTES: Prepared By: Polly Daigle Date 12/23/2008 Reviewed By: Tom K wn Date Thomas Keown, P.E., Construction /Operations Department Manager Test Report for hydrants #H2272 & H2275 ID Static Pressure Fire -Flow Demand (psi) (gpm) Residual Available Flow Available Flow Pressure @Hydrant Pressure (psi) (gpm) (psi) '5290 140.84 1,500.00 133.32 2,599.69 20.07 M t2.72. 5630 140.84 1,500.00 133.61 2,605.43 20.07 N L27f Date: Tuesday, December 23, 2008, Time: 10:43:56, Page 0 • APPLICANT NAME: Segale Properties .,a •� to .-`�.�_ p • DEC 0 8 2009 COMMUNITY QE- JELOP U1Ea r ATTACHMENT TO HIGHLINE WATER DISTRICT CERTIFICATE OF WATER AVAILABILITY The following terms and conditions apply to the attached Highline Water District Certificate of Water Availability. 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to King County Department of Development and Environmental Services, the Cities of Des Moines, Federal Way, Auburn, Kent, SeaTac, Tukwila, Normandy Park, Burien, or local jurisdictions. This Certificate of Water Availability is between Highline Water District and the applicant only, and no third person or party shall have any rights hereunder whether by agency or as a third -party beneficiary or otherwise. 2. As of the date of issuance of this Certificate of Water Availability, Highline Water District has water availability to provide such utility service to the property that is the subject of this Certificate, and the utility system exists or may be extended to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between Highline Water District and the applicant, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water will be available at the time the applicant may apply to Highline Water District for such service. 3. Customer recognizes that the water pressure /fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure /flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire suppression system for a specific location. Customer is responsible to field verify the specific water pressure at the meter at Customer's specific location for Customer's specific needs. Customer Initial sd a 120 27 H2286 ffk 0 JROX' LOC. OF. 700 Yc. W /2"D SEGALE BUSINESS 5 r 0 W ARK, 978 o \ r� ;24174 1N „7,,N \` 0, I ,,\\ GAL BUSINES QW6 ESTBL 1 „C! 19 76 /)> 8 "D1 DG., 2001° \V180 C� < co J 267.81 c< z m m ruk wife 0) CA (0 V 0) 0) NN GREEN (WHITE) RIVER 0 co O 0 0 W W Contractors or Tradespeople Per Friendly Page • General /Specialty Contractor A business registered as a construction contractor with L &I 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 Segale Properities Llc UBI No. 602023533 Phone 2065752000 Status Active Address Po Box 88028 License No. SEGALPL902CQ Suite /Apt. License Type Construction Contractor City Tukwila Effective Date 2/18/2010 State Wa Expiration Date 4/1/2012 Zip 981382028 Suspend Date County King Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company ther Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status LAPIALP055MZ La Pianta Limited Partnership Construction Contractor General Unused 7/9/1995 4/1/2001 Archived SEGALBP151M5 Segale Business Park Construction Contractor General Unused 7/25/1985 7/9/1995 Archived LAPIAL'OOSJ8 La Pianta tic Construction Contractor General Unused 4/28/2000 4/1/2010 Inactive Business Owner Information Name Role Effective Date Expiration Date Segale, Mario A Agent 02/18/2010 Amount Segale, Mario A Partner /Member 02/18/2010 10DLS31006 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 SAFECO INS CO OF AM 6115146 02/18/2010 Until Cancelled $12,000.00 03/28/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 2 ALASKA NATIONAL INSURANCE COMP 10DLS31006 04/01/2010 04/01/2011 $1,000,000.00 03/31/2010 1 ALASKA NATIONAL INSURANCE COMP 09DLS31006 02/18/2010 04/01/2010 $1,000,000.0003 /31/2009 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 05/24/2010 SEGALE OFFICE BITILDING TUKWILA, WASHINGTON 1 TYPICAL FIXTURE MOUNTING HEIGHTS I min• r- a : Z C") N KNEE & TOE 11 ,11', CLEARANCE MIN. LAVATORY COUNTER w CL • BOTTOM EDGE OF THE REFLECTING SURFACE MIRROR ABOVE LAVATORIES, SINKS OR COUNTERS MAX. REACH DEPTH y2" 2" 5" 6" 9" 11" MAX. REACH HEIGHT 48" 46" 42" 40" 36" 34" 0 N r) PLANNING APPROVED • No can be 'nab these plans without approval from the Planning Division f OCD Approved ®!r ' ?atu o, ID ■ 00 SEMI - RECESSED WALL MOUNTED SAN. NAPKIN BABY CHANGE PAPER TOWEL PAPER TOWEL DISPENSER STATION WASTE DISPENSER RECEPTACLE TOILET SEAT SAN. NAPKIN COVER DISPOSAL DISPENSER DUAL LEVEL H.C. ACCESS. STD. HGT. DRINKING FOUNTAIN URINAL URINAL APPROVED MAY 21 2010 City of Tukwila PUBLIC Works CO r.) M CD N 36" b) i, MIN. 24" 12" MIN. �Mlg i STD. HGT. WATER CLOSET 16"-18"-- WHEELCHAIR ACCESSIBLE COMPARTMENTS SEAT COVER DISPENSER 1 1/2" GRAB BAR • TOILET PAPER DISPENSER * W.C. HEIGHT 11 " -17" AT CHILD USE 14" MIN. AT CHILD USE 7 " -9" WHEELCHAIR ACCESSIBLE COMPARTMENTS ABBREVIATIONS ABB. DESCRIPTION A.D.A. A.F.F. ALUM. AW. B.O. B.U. CLG. C.G. CL C.M.U. CONC. C.T. DED. D.S. EL. , ELEV. ELEV. E.T.S. EQ. FACT. F.C. F.D. F.E. F.E.C. GA. G.W.B. G.C. H.M. LS L.O.F. AMERICANS WITH DISABILITIES ACT ABOVE FINISHED FLOOR ALUMINUM ACOUSTICAL WALL BOTTOM OF BUILT UP CEILING CORNER GUARD CENTER LINE CONCRETE MASONRY UNIT CONCRETE CERAMIC TILE DEDICATED DOWNSPOUT ELEVATION ELEVATOR EXPOSED TO STRUCTURE EQUAL FACTORY FURRING CHANNELS FLOOR DRAIN FIRE EXTINGUISHER FIRE EXTINGUISHER CABINET W/ F.E. GAUGE GYPSUM WALL BOARD GENERAL CONTRACTOR HOLLOW METAL LANDSCAPING LIBBEY OWENS FORD ABB. DESCRIPTION MDF M.O. MIN. N.I.C. N.T.S. O.C. , 0/C 0.D. 0.F.C.I. 0.F.0.1. PL. PLAM. R.D. R.F.M. R.O. S.B. S.F. S.O. S.S. S.S. T. T.O. U.N.O. VFY. V.I.F. V.W.C. WC. MEDIUM DENSITY FIBERBOARD MASONRY OPENING MINIMUM NOT IN CONTRACT NOT TO SCALE ON CENTER OVERFLOW DRAIN OWNER FURNISHED CONTRACTOR INSTALLED OWNER FURNISHED OWNER INSTALLED PLATE PLASTIC LAMINATE ROOF DRAIN RECESSED FLOOR MAT ROUGH OPENING SPLASH BLOCK SQUARE FOOT SLAB OPENING STAINLESS STEEL SERVICE SINK TEMPERED TOP OF UNLESS NOTED OTHERWISE VERIFY VERIFY IN FIELD VINYL WALL COVERING WATER CLOSET W.P. WORK POINT PROJECT TEAM OWNER: SEGALE PROPERTIES A LA PIANTA LLC TRADE NAME 5811 SEGALE PARK DRIVE C TUKWILA, WA 98188 -4798 206 - 575 -2000 206 - 575 -1837 FAX STEVE NELSON ARCHITECT: LANCE MUELLER & ASSOC 130 LAKESIDE SUITE 250 SEATTLE, WA 98122 206 - 325 -2553 206 - 328 -0554 FAX BOB FADDEN LANDSCAPE ARCHITECT KLLA ARCHITECTS 21803 NE 17TH COURT SAMMAMISH, WA 98074 425 - 836 -4578 425 - 898 -8923 FAX KEN LARGE //flip r o vot, 4,../ .erm; / , r bu.;/ 3 "s ,S' h..e GI O� /t/ . P � 40e-1004. / iJ`'o e old " /c /K5 "7"e `toe K / pCCGApaprey f e#."4"71' Y 1 .t pe r cep fl(tca.464. - *µ/ - Pt4 in 441,71.1 ha P., Itee°1 (°#g*Va/ 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. SEPARATE PERMIT REQUIRED FOR: eMechanical electrical �7 P umbing gas Piping City of Tukwila SU;LD NG DIVISION SITE AREA 190,24 363,874 173,630 VICINITY MAP VICINITY MAP NTS ALLOWABLE AREA 1ST FLOOR 27,720 S.F. 2ND FLOOR 29,848 S.F. ALLOWABLE AREA CALCULATIONS II -B SPRINKLERED NON SEPARATED USE PER IBC 508.3.2 9,500 S.F. 7,125 S.F. 19.000 S.F. 35,625 S.F. x2 71,250 S.F. PROPOSED BUILDING 1ST FLOOR 2ND FLOOR TOTAL BASE (GROUP A -3, TYPE FRONTAGE INCREASE (30 IBC SECTION 506.2 SPRINKLERS INCREASE - MAX. AREA PER STORY IBC 504.2 & IBC 506.4 MAX. AREA TOTAL AREA - 27,720 S.F. - 29.848 S.F. - 57,568 S.F. II -B) IBC TABLE 503 FOOT ALL SIDES) IBC SECTION 506.3 STATISTICS SITE AREA PROPOSED BUILDING AREA BUILDING HEIGHT LANDSCAPE AREA IMPERVIOUS AREA BUILDING / LAND % PARKING SHOWN PARKING RATIO ZONING OCCUPANCY GROUPS CODES CONSTRUCTION TYPE TAX LOT NUMBER WATER SEWER 190,244 .S.F. - 4.37 AC. 57,568 S.F. 34' -0" - 2 STORIES 57,773 S.F. - 30.37% 34,484 BLDG + 3,797 SIDEWALK + 94,190 PAVING = 132,471 S.F. - 69.63% 34,484 S.F. (BUILDING & CANOPIES) / 190,244 (PROPOSED SITE) = 18.13% 239 STALLS (515 C., 2 H.C. VAN, 226 STANDARD, 6 COMPACT) CITY OF TUKKWILA MUNICIPAL CODE FILE COPY ZONE - HI A -3 - NO SEPARATION PER 508.3.2 B & S -1 Permit No. 2006 IBC 2006 WSEC 2006 VIAQ 2005 NEC INTERNATIONAL FIRE CODE II -B SPRINKLERED - NFPA -13 3523049121 HIGHLINE WATER DISTRICT CITY OF TUKKWILA LEGAL DESCRIPTION 352304 -9121 bii:D�IH Pier review approval is subject to errors and orris- gInns. A; royal of construction documents does not auto. thc of any adopted code or ordinance. q ; ..: t is acknow:sc:`, approved , ie! � Copy and conditions � �;`: _; - By Date: • `/ City Of Tukwila BUILDING DIVISION LOT 4 OF BOUNDARY LINE ADJUSTMENT NO. 93 -0085, RECORDED UNDER KING COUNTY RECORDING NO. 9311301961, RECORDS OF KING COUNTY, WASHINGTON; BEING A PORTION OF THE SOUTHWEST 4 OF THE NORTHEAST % AND GOVERNMENT LOTS 2 AND 5 IN SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. DEFERRED SUBMITTALS: WINDOW DESIGN SIGNAGE PER ANSI 703, IBC 1110 SKYLIGHT DESIGN AUDIBLE & VISIBLE FIRE ALARMS PER IBC 907.9 INTERIOR EMERGENCY LIGHTING (PART OF T.I. SUBMITTAL) SEPARATE PERMITS NOTE: DEFERED SUBMITTAL ITEMS ARE TO BE SUBMITTED TO THE ARCHITECT AND REVIEWED TO BE FOUND IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING PRIOR TO SUBMITTAL TO THE CITY OF TUKWILA. MECHANICAL PER 2006 IMC PLUMBING PER 2006 UPC FIRE SPRINKLERS PER NFPA 13 WITH QUICK RESPONSE SPRINKLER HEADS GENERAL NOTES: REFER TO DRAWINGS BY LAYTON & CELL, INC. FOR STORM, DRAINAGE, GRADING AND SITE UTILmES. REFER TO DRAWINGS BY KLLA ARCHITECTS FOR SITE LANSCAPING, IRRIGATION. CONTRACTOR TO PROVIDE "NO PARKING FIRE LANE" SIGNAGE PER CITY OF TUKKWILA FIRE MARSHALL CONTRACTOR TO PROVIDE "KNOX BOX" KEY BOX PER CITY OF TUKKWILA FIRE MARSHALL. MECHANICAL, ELECTRICAL, AND SPRINKLER SYSTEMS UNDER SEPARATE PERMIT. DESIGN DRAWINGS TO BE SUBMITTED TO THE CITY OF TUKKWILA FOR APPROVAL PROVIDE HANDICAP ACCESSIBILITY SIGNAGE PER WASHINGTON STATE STANDARDS. MECHANICAL DRAWINGS BY FRANKLIN ENGINEERING, DESIGN TO MEET STATE ENERGY CODE. DRAWINGS TO BE SUBMITTED UNDER SEPARATE PERMIT. ELECTRICAL DRAWINGS TO BE DESIGN BUILD. LIGHTING BUDGET, ELECTRICAL LOADS AND SWITCHING PER STATE ENERGY CODE. WINDOW AND SKYIJGHT SUBCONTRACTOR IS RESPONDSIBLE FOR STRUCTURAL DESIGN OF WINDOW SYSTEM - SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED BY A WASHINGTON STATE REGISTERED ENGINEER. STEEL STAIR AND HANDRAIL CONTRACTOR IS RESPONDSIBLE FOR DESIGN OF STAIRS. SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED BY A WASH- INGTON STATE REGISTERED ENGINEER FOR REVIEW. FIRE SPRINKLER ALARM SYSTEM IS TO BE MONITORED BY AN APPROVED CENTRAL MONITORING STATION. GEOTECHNICAL SPECIAL INSPECTIONS SHALL INCLUDE THE FOLLOWING: A. OBSERVATION AND MONITORING OF EXCAVATION. B. EROSION CONTROL. C. ENVIRONMENTAL SOIL SAMPLING AS REQUIRED. D. SUBSURFACE DRAINAGE INSTALLATION. E. VERIFICATION OF STRUCTURAL FILL MATERIAL AND REQUIRED COMPACTION. PLUMBING CALCULATIONS WASHINGTON STATE AMENDMWNTS - CHAPTER 29 TABLE 2902.1 GROUP B 57,568 S.F. / 200 = 288 OCCUPANTS 288 / 2 = 144 EA. MALE & FEMALE 5 FIXTURES PER EACH 144 MALE AND 144 FEMALE REQUIRED 16 FIXTURES PROVIDED (8 MALE AND 8 FEMALE) DRAWING INDEX ARCHITECTURAL DRAWINGS: AO COVER SHEET CIVIL DRAWINGS: C1.0 COVER SHEET C1.1 NOTES & SPECIFICATIONS C1.2 CITY OF TUKWILA NOTES & SPECIFICATIONS C2.0 TEMPORARY EROSION CONTROL & SEDIMENT CONTROL PLAN C2.1 TESC DETAILS C3.0 SITE PLAN C4.0 GRADING AND PAVING PLAN C6.0 DRAINAGE PLAN C6.1 WET VAULT DETAILS C7.0 WATER & SEWER PLAN C7.1 WATER PROFILE C7.2 HIGHLINE WATER DISTRICT STANDARD PLANS C7.3 HIGHLINE WATER DISTRICT STANDARD PLANS C7.4 HIGHLINE WATER DISTRICT STANDARD PLANS ARCHITECTURAL DRAWINGS: A0.1 EXISTING CQNDITIONS SITE PLAN A1.1 SITE PLAN A1.2. SITE DETAILS A2.1 FIRST FLOOR PLAN A2.2 SECOND FLOOR PLAN A2.3 ROOF PLAN A3.1 EXTERIOR ELEVATIONS A4.1 BUILDING SECTION A4.2 WALL SECTIONS A4.3 WALL SECTIONS A4.4 STAIR SECTIONS A4.5 STAIR SECTIONS A5.1 INTERIOR ELEVATIONS A6.1 DOOR & FINISH SCHEDULE A7.1 EXTERIOR DETAILS A7.2 EXTERIOR DETAILS A7.3 INTERIOR DETAILS A8.1 FIRST FLOOR REFLECTED CEILING PLAN A8.2 SECOND FLOOR REFLECTED CEILING PLAN LANDSCAPE DRAWINGS: L1.1 LANDSCAPE PLAN L1.2 LANDSCAPE PLAN L1.3 PLANTING AND IRRIGATION DETAILS L2.1 LANDSCAPE IRRIGATION PLAN L2.2 LANDSCAPE IRRIGATION PLAN STRUCTURAL• ENGINEERS NORTHWEST 6869 WOODLAWN AVE NE SEATT525 LE, WA 98115 206 - -7560 206 - 522 -6698 fAX DALE KAEMINGK CML• LAYTON & SELL INC. PS 12515 WILLOWS ROA NE, SUITE 205 KIRKLAND, WA 9803 8795 425 - 825 -1735 425 - 825 -1363 FAX JACK SELL REVIEV�fyED FOR COD COI�PL � IANCE APPROVED NA)1 21 2010 4-S. Ck y of Tukwila tu4 $UILDtg nlvieinM STRUCTURAL CRAWINGS: S1.0 GENERAL NOTES S1.1 FOUNDATI )N/ PLAN S1.2 2ND FLO R PLAN S1.3 ROOF F ING PLAN S2.1 FOUNDATI N SECTIONS S3.1 FLOOR SECTONS S3.2 FLOOR SEC ONS S3.3 FLOOR SEC IONS S4.1 ROOF SECT NS S4.2 ROOF SECT ONS S5.1 PANEL EL ATIONS S5.2 PANEL ELEVATIONS S5.3 PANEL CONNECTIONS S5.4 CANOPY ELEV TIONS & MISC. S6.0 DETENTION V ULT FOUNDATION PLAN S6.1 DETENTION V ULT SECTIONS MECHANICAL DRAWINGS: M1.0 HVAC SCHEDULES & LEGEND M2.0.. FIRST FLO R HVAC PLAN M2.1 SECOND OOR- HVAC PLAN M2.2 ROOF HVA PLAN M2.3 HVAC SECTIDNS & DETAILS PLUMBING DRAIPIINGS P1.0 PLUMBING SCHEDULES & LEGEND P2.0 UNDERGROUND PLUMBING PLAN P2.1 FIRST FLOOR PLUMBING PLAN P2.2 SECOND FLOOR PLUMBING PLAN P2.3 ROOF PLUMBING PLAN P3.0 RISER DIAGRAMS FEB RECEIVED i s 2010 PERMIT CENTER DlOOH OWNER: SEGALE PROPERTIES LLC P,O. BOX 88028 TUKWILA, WA 98138 -2028 206 -575 -2000 APPLICANT: SEGALE PROPERTIES. ATTN: MR. STEVE NELSON P.O. BOX 88028 TUKWILA, WA 98138 -2028 206 -575 -2000 ENGINEER: LAYTON & SELL, INC. P.S. ATTN: JOHN D. SELL, P.E. 12515 WILLOWS ROAD NE, SUITE 205 KIRKLAND, WA 98034 425 -825 -1735 PROJECT ADDRESS: SEGALE BUSINESS PARK 18100 ANDOVER PARK WEST. TUKWILA, . WASHINGTON PROPERTY ZONE: HI OCCUPANCY: TYPE B ITE LAND USE CODE: - 714 TAX LOT NO:: 3523049121 VERTICAL DATUM: NAVD 88 BENCHMARK /BASIS OF DATUM: BASIS OF DATUM IS A BRASS DISC SET IN A CONCRETE LIGHT STANDARD AT THE SE CORNER OF S 180TH ST & SOUTHCENTER PKWY, MARKED (N 254 RESET 2 1974) NGVD29 ELEVATION 28.5. A CONVERSION OF 3.42 (PROVIDED BY SEGALE) WAS USED TO CONVERT TO THE NAVD 88 DATUM. EARTHWORK QUANTITIES: CUT = 3,600 CY (BANK) FILL = 4,500 CY (BANK) IMPERVIOUS / PERVIOUS AREAS: PROPOSED IMPERVIOUS = 147,713 SQ FT PROPOSED PERVIOUS = 46,503 SQ FT TOTAL SITE AREA = 194,216 SQ FT PROJECT DESCRIPTION: PROPOSED CONSTRUCTION OF A COMMERCIAL BUILDING AND ASSOCIATED PARKING AND LANDSCAPING AREAS. L= 96.12' R= 336:00' A =16'23'26" GREEN RIVER -9000 CFS LINE (MEAN HIGH WATER) 40' SHORELINE SETBACK LINE S07'00'0 "W 20.08' .. ,� el t es ea '03' 5" W 34.28' EX LEVEE WALL . LIST OF DRAWINGS C1.0 — COVER SHEET C1.1 — NOTES & SPECIFICATIONS C1.2 - CITY OF TUKWILA NOTES & SPECIFICATIONS C2.0 — TEMPORARY EROSION & SEDIMENT CONTROL AND DEMO C2.1 - TESC DETAILS C3,0 SITE PLAN C4.0 — GRADING & PAVING PLAN C5.0 NOT USED C6.0 - DRAINAGE PLAN C6,1 - WET VAULT DETAILS C7.0 - WATER & SEWER PLAN C7.1 - WATER PROFILE C7.2 HIGHLINE WATER DISTRICT STANDARD PLANS C7.3 — HIGHLINE WATER DISTRICT STANDARD PLANS C7.4 — HIGHLINE WATER DISTRICT STANDARD PLANS LEGAL DESCRIPTION: LOT 4 OF BOUNDARY LINE ADJUSTMENT NO. 93 -0085, RECORDED UNDER KING COUNTY RECORDING NO. 9311301961, RECORDS OF KING COUNTY, WASHINGTON; BEING A PORTION OF THE SOUTHWEST 1/ OF THE NORTHEAST 1/ AND GOVERNMENT LOTS 2 AND 5 IN SECTION 35, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. ABBREVIATIONS KEY: A/C - ASPHALTIC CONCRETE DWY BLDG — BUILDING EL — BM - BENCH MARK ELEV — CB CATCH BASIN EOP — CFS - CUBIC FEET PER SECOND ESMT -- CL — CENTER LINE EX — CMP - CORRUGATED METAL PIPE F/L CO — CLEAN OUT CONN - CONNECT FD CONC — CONCRETE FDC — CP — CONCRETE PIPE FF CPS — COALESCING PLATE FH — OIL/WATER SEPARATOR FL — CV — CHECK VALVE FM — CW - CONCRETE WALK FT - DBO — DESIGN BY OTHERS FV DDCV — DOUBLE CHECK DETECTOR ASSEMBLY DI - DUCTILE IRON DOM - DOMESTIC DS - DOWNSPOUT GV — HDPE — HWD - IE IRR LF DRIVEWAY ELEVATION ELEVATION EDGE OF PAVEMENT EASEMENT EXISTING FLOWLINE FIELD ADJUST FLOOR DRAIN FIRE DEPT. CONNECTION FINISH FLOOR FIRE HYDRANT FLANGE JOINT FORCEMAIN FEET FIELD VERIFY GATE VALVE HIGH DENSITY POLYETHYLENE HIGHLINE WATER DISTRICT INVERT ELEVATION IRRIGATION LINEAL FEET L =4.28' R= 572.98' A=00'25'41" L= 261.61' R= 799.99' A= 18'44'11" 03'19'15" W 141.75' ea —L= 225.34' R= 3,500.00' A= 03'41'20" es 61 PARKING AREA, TYP= PLAN LS MH MJ — MON — PIV PP — PRV — PVMT — RED — SA S — SD - SHT - SS — SSS - TB — TYP — UTI L - W — WM - WS — PARKING AREA, TYP DUMPSTER AREA SOUTHERN DEVELOPMENT BOUNDARY EX BLDG L= 415.99' R =409.26' A=58'14'17" EX BLDG ROOF OUTLINE, TYP BUILDING 101 BLDG OUTLINE, TYP LANDSCPE ISLAND, TYP EX BLDG PARKING AREA, TYP ]i7NEw.7fr01 it iefll= .1041 IJfiiM.lbliAY 11. II YniLi"- '•"••— •y�yy,JM•111YMITRRf •1iP SEGALE DRIVE "A" (ANDOVER PARK W DRIVEWAY ENTRANCE CASE MON #1 NO ELEV. EX BLDG EX BLDG EX BLDG EX BLDG FOCAL AREA MAP 20' 60' 0' 40' 80' SCALE: 1" = 80' 120' 160' CORRECTIO LTR# LANDSCAPING MANHOLE MECHANICAL JOINT MONUMENT POST INDICATOR VALVE POWER POLE PRESSURE REDUCING VALVE PAVEMENT REDUCER SURFACE AREA SLOPE STORM DRAIN SHEET SANITARY SEWER SANITARY SIDE SEWER THRUST BLOCK TYPICAL UTILITY WATER WATER METER WATER SERVICE Know what's below. Cali before you dig. PRIOR TO STARTING CONSTRUCTION, CONTACT: ONE —CALL (1- 800 - 424 -5555) FOR UTILITY LOCATIONS. These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 5(1,01/0 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION PROJECT NUMBER: 321 -33 REVISION NUMBER: 1 DRAWING NUMBER: PERMIT. SET C g A GENERAL CIVIL NOTES: 1. STD. SPECIFICATIONS & PLANS - ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE LATEST EDITION OF THE CITY OF TUKWILA STANDARD SPECIFICATIONS, AND OF THE STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION AND THE STANDARD PLANS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION PREPARED BY THE WASHINGTON STATE DEPARTMENT OF TRANSPORTATION (WSDOT) AND THE WASHINGTON STATE CHAPTER OF THE AMERICAN PUBLIC WORKS ASSOCIATION (APWA), EXCEPT AS MODIFIED OR SUPERSEDED BY THE CITY OF TUKWILA; THE INTERNATIONAL BUILDING CODES; PERMIT CONDITIONS; AND ALL OTHER APPLICABLE CODES, ORDINANCES, STANDARDS, AND POLICIES. WHERE CONFLICTS OCCUR, THE MORE STRINGENT REQUIREMENTS SHALL APPLY. . THE STANDARD PLANS AND STANDARD SPECIFICATIONS (WSDOT /APWA) MAY BE OBTAINED FROM THE WSDOT ENGINEERING PUBLICATIONS, P.O. BOX 47408, OLYMPIA, WASHINGTON 98504 -7408, OR BY TELEPHONE ORDER: (360) 705 - 7430. - SHOWN ON THESE DRAWINGS. WHERE CONDITIONS 2. DRAWINGS NOT EVERY DETAIL OF THE CONSTRUCTION IS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF. CONSTRUCTION SHALL BE USED, SUBJECT TO APPROVAL BY THE ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR FIELD VERIFICATION AND COORDINATION OF ALL DIMENSIONS AND ELEVATIONS BEFORE PROCEEDING WITH THE WORK. THE CONTRACTOR SHALL REVIEW THE DRAWINGS PRIOR TO STARTING CONSTRUCTION AND BRING ALL PROBLEMS IMMEDIATELY TO THE ATTENTION OF THE ENGINEER IN ORDER TO AVOID DELAYS. A COPY OF THE. APPROVED PLANS MUST BE ON -SITE WHENEVER CONSTRUCTION IS IN PROGRESS. 3. PRE - CONSTRUCTION MEETING - PRIOR TO ANY CONSTRUCTION ACTIVITY, THE CONTRACTOR SHALL SCHEDULE AND ATTEND A PRE - CONSTRUCTION CONFERENCE WITH CITY OF TUKWILA CONSTRUCTION INSPECTION PERSONNEL BY PHONING 206- 433 -0179. 4. EXISTING UTILITIES - EXISTING UTILITY LOCATIONS SHOWN ARE BASED ON VARIOUS. SURVEYS, PLANS, MAPS AND FILE INFORMATION PROVIDED BY SEGALE PROPERTIES. ALL UTIUTY LOCATIONS ARE APPROXIMATE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ADDITIONAL UTILITIES INFORMATION FROM THE APPROPRIATE AGENCIES AND SHALL FIELD VERIFY ALL LOCATIONS PRIOR TO CONSTRUCTION. THE CONTRACTOR SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1 -800- 424 -5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. THE OWNER OR HIS REPRESENTATIVE AND THE ENGINEER SHALL BE CONTACTED IMMEDIATELY IF A CONFLICT EXISTS. 5. TOPOGRAPHY & SURVEY CONTROL - TOPOGRAPHY & SURVEY CONTROL SHOWN ON THESE DRAWINGS ARE BASED ON VARIOUS SURVEYS, PLANS, MAPS AND FILE INFORMATION PROVIDED BY SEGALE PROPERTIES. 6. GEOTECHNICAL & SUBSURFACE INVESTIGATION - GEOTECHNICAL & SUBSURFACE INFORMATION FOR THE SITE IS PROVIDED IN A SEPARATELY BOUND REPORT BY GEO- ENGINEERS, INC., TITLED 'PROPOSED THREE -STORY OFFICE BUILDING, SEGALE BUSINESS PARK, TUKWILA, WASHINGTON', JOB NO. 0291- 004 -01, DATED NOVEMBER 26, 2007. 7. WORKMANSHIP & JOB SITE SAFETY THE CONTRACTOR SHALL CONDUCT ALL WORK IN A SAFE MANNER AS REQUIRED BY AUL APPUCABLE CITY, COUNTY, STATE AND FEDERAL REGULATIONS. THE ENGINEER HAS NOT BEEN RETAINED TO PROVIDE DESIGN AND /OR CONSTRUCTION . REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS, OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT. BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR OR THE CONTRACTOR'S EMPLOYEES OR EMPLOYEES OF SUPPLIERS OR SUBCONTRACTORS, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY BY . ANY PERSON. 8. PERMITS - THE CONTRACTOR SHALL OBTAIN ALL LOCAL, STATE AND FEDERAL PERMITS REQUIRED FOR THE WORK IN ADDITION TO THOSE OBTAINED BY THE OWNER. THE CONTRACTOR SHALL CONDUCT ALL WORK IN CONFORMANCE WITH THE VARIOUS LOCAL, STATE AND FEDERAL PERMITS AND APPROVALS REQUIRED FOR THE PROJECT. 9. PROTECTION OF PROPERTY - THE CONTRACTOR SHALL PROTECT FROM DAMAGE OR DESTRUCTION, PRIVATE AND PUBLIC PROPERTY ON OR IN THE VICINITY OF THE WORK THAT IS NOT SCHEDULED FOR DEMOLITION, REPLACEMENT, RELOCATION OR REMOVAL AND SHALL ENSURE THAT INTERFERENCE WITH THE USE OF SUCH PROPERTY IS MINIMIZED. ANY EXISTING IMPROVEMENTS DAMAGED DURING CONSTRUCTION SHALL BE REPAIRED OR REPLACED IN A MANNER TO BE APPROVED BY THE CITY OR APPROPRIATE UTIUTY OWNER. 10. AS -BUILT DRAWINGS - THE CONTRACTOR SHALL MAINTAIN "AS- BUILT" INFORMATION ABOUT THE PROJECT AS IT IS CONSTRUCTED. THE CITY OF TUKWILA REQUIRES THAT "AS- BUILT" INFORMATION BE CERTIFIED BY A STATE OF WASHINGTON LICENSED LAND SURVEYOR. EROSION /SEDIMENTATION CONTROL NOTES: 1. INSPECTIONS BY CONTRACTOR - THE TEMPORARY EROSION CONTROL FACIUTIES SHALL BE INSPECTED BY THE CONTRACTOR DAILY AND AT THE END OF EVERY RAINFALL, AND MAINTAINED AS NECESSARY TO ENSURE THEIR CONTINUED FUNCTIONING UNTIL ALL CONSTRUCTION IS APPROVED AND THE SITE . HAS STABIUZED. 2. SCHEDULE - ALL REQUIRED SEDIMENTATION /EROSION CONTROL FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO LAND CLEARING AND /OR OTHER CONSTRUCTION TO INSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE NATURAL DRAINAGE SYSTEM. ALL EROSION AND SEDIMENT FACILITIES SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND /OR CONSTRUCTION IS COMPLETED AND POTENTIAL FOR ON -SITE EROSION HAS PASSED. THE IMPLEMENTATION, MAINTENANCE, REPLACEMENT AND ADDITIONS TO EROSION /SEDIMENTATION CONTROL SYSTEMS SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. 3. MINIMUM REQUIREMENTS NEW CONDITIONS - THE EROSION AND SEDIMENTATION CONTROL SYSTEMS DEPICTED ON THESE DRAWINGS ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED SITE CONDITIONS. AS CONSTRUCTION PROGRESSES AND UNEXPECTED OR SEASONAL CONDITIONS DICTATE, THE CONTRACTOR SHOULD ANTICIPATE THAT MORE EROSION AND SEDIMENTATION CONTROL FACILITIES WILL BE NECESSARY TO INSURE COMPLETE SILTATION CONTROL ON THE PROPOSED SITE. DURING THE COURSE OF CONSTRUCTION, IT SHALL BE THE OBUGATION AND RESPONSIBIUTY OF THE CONTRACTOR TO ADDRESS ANY NEW CONDITIONS THAT MAY BE CREATED BY HIS ACTIVITIES AND TO PROVIDE ADDITIONAL FACILITIES, OVER AND ABOVE MINIMUM REQUIREMENTS, AS MAY BE NEEDED TO PROTECT ADJACENT PROPERTIES AND WATER QUALITY OF THE RECEMNG DRAINAGE SYSTEM. 4. JMPLEMENTATION - THE IMPLEMENTATION OF THE TEMPORARY EROSION CONTROL FACILITIES AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE FACILITIES IS THE RESPONSIBILITY OF THE CONTRACTOR. CONSTRUCTION OF THE EROSION CONTROL FACILITIES SHALL BE IN CONFORMANCE WITH THE APPROVED PLANS. LOCATIONS MAY BE MOVED TO SUIT FIELD CONDITIONS, SUBJECT TO APPROVAL BY THE ENGINEER AND THE CITY, 5. STABILIZATION OF DISTURBED AREAS - ALL EXPOSED AND UNWORKED SOILS SHALL BE STABILIZED WITH MULCHING, GRASS PLANTING, PLASTIC COVERING OR OTHER APPROVED EROSION CONTROL TREATMENT APPLICABLE TO THE EXPOSED SOIL CONDITIONS AND THE TIME OF YEAR IN QUESTION. FROM OCTOBER 1 TO APRIL 30, NO SOILS SHALL REMAIN UNSTABILIZED FOR MORE THAN 2 DAYS. FROM MAY 1 TO SEPTEMBER 30, NO SOILS SHALL REMAIN UNSTABILIZED FOR MORE THAN 7 DAYS. GRASS SEEDING ALONE WILL BE ACCEPTABLE ONLY DURING THE MONTHS OF APRIL THRU SEPTEMBER INCLUSIVE. SEEDING MAY PROCEED OUTSIDE THE SPECIFIED TIME PERIOD WHENEVER IT IS IN THE INTEREST OF THE CONTRACTOR, BUT MUST BE AUGMENTED WITH MULCHING, NETTING, OR OTHER TREATMENT AS APPROVED BY THE CITY. 6. FILTER FABRIC FENCE - FILTER FABRIC FENCES SHALL BE CONSTRUCTED ALONG THE DOWNSTREAM EDGES OF THE CONSTRUCTION SITE AND SHALL BE MAINTAINED BY THE CONTRACTOR UNTIL CONSTRUCTION IS COMPLETE. REGULAR INSPECTIONS SHALL BE MADE TO ENSURE THAT THE FENCE IS FUNCTIONING PROPERLY AND ADDITIONAL INSPECTIONS SHALL BE MADE AFTER EACH LARGE RUNOFF PRODUCING STORM AND DURING PROLONGED RAINFALL PERIODS. TRAPPED SEDIMENT SHALL BE REMOVED WHEN IT REACHES APPROXIMATELY ONE THIRD THE HEIGHT OF. THE FENCE. THE WASHED GRAVEL BACKFILL SHALL BE REPLACED AND THE FILTER FABRIC CLEANED IF IT IS NONFUNCTIONAL BY EXCESSIVE SILT ACCUMULATION. POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 30 INCHES, WHERE POSSIBLE. FILTER FABRIC JOINTS SHALL BE MADE ONLY AT A SUPPORT POST, WITH A 6 INCH MINIMUM OVERLAP, WITH BOTH ENDS SECURELY FASTENED TO THE POST. 7. INTERCEPTOR SWALE /DIKE - INTERCEPTOR SWALES /DIKES MUST BE PLACED SUCH THAT THE RUNOFF FROM THE DISTURBED AREAS ARE DIRECTED TOWARDS THEM AND MUST HAVE A ° POSITIVE SLOPE SUCH THAT ALL RUNOFF IS CONVEYED TO A TEMPORARY SEDIMENT TRAP OR CATCH BASIN WiTH STORM DRAIN INLET PROTECTION. INTERCEPTOR SWALES SHALL HAVE A BOTTOM WIDTH OF 2 FEET, A DEPTH OF i FOOT MINIMUM AND SIDE SLOPES NOT TO EXCEED 2H:1V. INTERCEPTOR DIKES SHALL HAVE A MINIMUM TOP WIDTH OF 1 FOOT, A MINIMUM HEIGHT OF 1 FOOT, AND A MAXIMUM SIDE SLOPE OF 2H:1V. INTERCEPTOR SWALES /DIKES SHALL BE INSPECTED AND MAINTAINED UNTIL THE SITE HAS BEEN STABILIZED. 8. CATCH BASIN PROTECTION - ANY CATCH BASINS OR YARD DRAINS COLLECTING RUNOFF FROM THE SITE, WHETHER THEY ARE ON OR OFF THE SITE, SHALL BE PROTECTED WITH A SILT SACK INSERT OR APPROVED EQUAL THE CONTRACTOR SHALL MAINTAIN THE SILT SACK INSERT UNTIL SUCH TIME THAT ALL CONSTRUCTION IS APPROVED AND THE SITE HAS BEEN STABILIZED. SILTSACK INSERTS SHALL BE REMOVED ONCE THE SITE HAS BEEN STABIUZED AND THE THREAT OF EROSION HAS PASSED. (SEE DETAIL SHT C6.1) 9. TEMPORARY STOCKPILES - TEMPORARY STOCKPILES SHALL BE STABIUZED WITH MULCHING, GRASS PLANTING, POLYETHYLENE SHEETING, OR OTHER APPROVED MEASURES. THE TOE OF ALL STOCKPILES SHALL HAVE AN INTERCEPTOR SWALE /DIKE TO COLLECT SURFACE RUNOFF AND CONVEY IT TO THE SEDIMENT TRAP OR A FILTER FABRIC FENCE TO PROTECT ADJACENT PROPERTIES FROM SEDIMENTATION AND EROSION AND THE WATER QUALITY OF THE RECEMNG DRAINAGE SYSTEM. STOCKPILE SIDE SLOPES SHALL NOT EXCEED 2H:1V SLOPE. 10. STRAW MULCH - WHERE STRAW MULCH IS REQUIRED FOR TEMPORARY EROSION CONTROL, IT SHALL BE APPLIED AT A MINIMUM THICKNESS OF 2 INCHES. 11. SEEDING - WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED AT AN APPROPRIATE RATE (EXAMPLE: ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY 80 POUNDS PER ACRE). 12. HYDROSEED - WHERE HYDROSEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, A SEED- MULCH - FERTILIZER MIXTURE SHALL BE USED AS RECOMMENDED BY THE SUPPLIER AND APPROVED BY THE DEPARTMENT OF NATURAL RESOURCES. THE FOLLOWING ARE REC- OMMENDED SEED SLURRY PROPORTIONS: SEED MIX: 150 LBS /ACRE; 10 -10 -6 FERTILIZER: 650 LBS /ACRE; SILVA-FIBRE 1500 LBS /ACRE 13. SEDIMENT ACCUMULATION AT NO TIME SHALL MORE THAN 1 FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN ANY CATCH BASIN. DRAINAGE CHANNELS SHALL BE CLEANED IF SILT ACCUMULATION EXCEEDS ONE QUARTER DEPTH. FILTER FABRIC FENCES AND STRAW BALE BARRIERS SHALL BE CLEANED IF SILT ACCUMULATIONS REACH APPROXIMATELY ONE THIRD THE HEIGHT OF THE FENCE OR BARRIER. CLEANING OPERATIONS SHALL NOT ALLOW SEDIMENT LADEN RUNOFF TO ENTER THE DOWNSTREAM DRAINAGE SYSTEM. 14. EXISTING TREES TO BE SAVED OR RELOCATED - REFER TO THE LANDSCAPE ARCHITECT'S PLANS FOR EXISTING TREE RELOCATION AND PROTECTION REQUIREMENTS. 15. OFF -SITE STREETS OFF -SITE STREETS MUST BE KEPT CLEAN AT ALL TIMES. IF DIRT IS DEPOSITED ON THE PUBLIC STREET SYSTEM, THE STREET SHALL BE IMMEDIATELY CLEANED WITH POWER SWEEPER OR OTHER EQUIPMENT. ALL VEHICLES SHALL ACCESS THE SITE BY WAY OF THE CONSTRUCTION ENTRANCE AND SHALL BE CLEANED OF ALL DIRT THAT WOULD BE DEPOSITED ON THE PUBLIC STREETS. 16. ADJACENT PROPERTIES - ALL PROPERTIES ADJACENT TO THE PROJECT SITE SHALL BE PROTECTED FROM SEDIMENT DEPOSITION AND RUNOFF. 17. SEDIMENT TRAPS - THE SEDIMENT TRAPS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION BEFORE BEGINNING THE ONSITE DEMOLITION OF THE PAVEMENT, ETC. THE SEDIMENT TRAPS SHALL HAVE 3H:1V SIDE SLOPES, A MINIMUM TOTAL STORAGE DEPTH OF 3.5 FEET, A MINIMUM SEDIMENT STORAGE DEPTH OF 1.5 FEET, A MINIMUM OF 1 FOOT OF FREEBOARD, AND A FLAT BOTTOM. . THE SEDIMENT TRAPS SHALL BE. INSTALLED WITH OVERFLOW STRUCTURES AS DETAILED ON SHEET C6.1 OR APPROVED EQUAL THE PERMANENT STORM DRAIN. PIPES MAY BE USED TO CONSTRUCT THE OVERFLOW STRUCTURES. SEDIMENT SHALL BE REMOVED FROM THE TRAPS WHEN IT REACHES 1 FOOT IN DEPTH. TO AID IN DETERMINING SEDIMENT DEPTH A STAFF GAGE SHALL BE INSTALLED IN EACH OF THE TRAPS. ANY DAMAGE TO THE TRAP EMBANKMENTS OR SLOPES SHALL BE REPAIRED. GRADING & PAVING NOTES: 1. GEOTECHNICAL & SUBSURFACE INVESTIGATION - GEOTECHNICAL & SUBSURFACE INFORMATION . FOR THE SITE IS PROVIDED IN A SEPARATELY BOUND REPORT BY GEO- ENGINEERS, INC., TITLED 'PROPOSED THREE -STORY OFFICE BUILDING, SEGALE BUSINESS PARK, TUKWILA, WASHINGTON', JOB NO. 0291- 004 -01, DATED NOVEMBER 26, 2007. 2. CLEARING. GRUBBING & DEMOUTION - ALL CLEARING, GRUBBING AND DEMOUTION SHALL BE PERFORMED IN CONFORMANCE WITH THE REQUIREMENTS OF THE APPLICABLE SECTIONS OF THE. STANDARD SPECIFICATIONS AND THE CURRENT EDITION OF, THE INTERNATIONAL BUILDING CODE. THE STRIPPED DEBRIS SHALL NOT BE MIXED WITH MATERIALS TO BE USED AS STRUCTURAL FILL 3. REMOVAL OF STRUCTURES & OBSTRUCTIONS - THE REMOVAL AND DISPOSAL OF ALL BUILDINGS, FOUNDATIONS, STRUCTURES, FENCES, AND OTHER OBSTRUCTIONS SHALL BE DONE SECTION 2 -02 OF THE IN ACCORDANCE WITH APWA /WSDOT STANDARD SPECIFICATIONS. ALL REMOVAL OF PAVEMENT, SIDEWALKS AND CURBS SHALL BE PERFORMED IN CONFORMANCE WITH SECTION 2- 02.3(3) OF THE STANDARD SPECIFICATIONS. ASPHALT CONCRETE SHALL BE SAWCUT FOR A SMOOTH TRANSITION. CONCRETE PAVEMENT SHALL BE SAWCUT OR REPLACED TO AN EXISTING JOINT. 4. PROTECTION OF PROPERTY - THE CONTRACTOR SHALL PROTECT FROM DAMAGE OR DESTRUCTION PRIVATE AND PUBLIC PROPERTY ON OR IN THE VICINITY OF THE WORK THAT IS NOT SCHEDULED FOR REPAIR, REPLACEMENT OR REMOVAL AND SHALL ENSURE THAT INTERFERENCE WITH THE USE OF SUCH PROPERTY IS MINIMIZED. 5. DAMAGE DURING CONSTRUCTION - ANY EXISTING PUBLIC IMPROVEMENTS DAMAGED DURING CONSTRUCTION SHALL BE REPAIRED OR REPLACED IN A MATTER TO BE APPROVED BY THE CITY OR APPROPRIATE UTILITY OWNER. 6. GRADING - FINAL SITE GRADING MUST DIRECT DRAINAGE AWAY FROM ALL BUILDING STRUCTURES AT A MINIMUM OF TWO (2) PERCENT SLOPE, PER THE INTERNATIONAL BUILDING CODE 7. MINIMUM SLOPE - ALL PARKING AND DRIVE AREAS SHALL HAVE POSITIVE DRAINAGE TO THE COLLECTION /CONVEYANCE SYSTEM AT ONE PERCENT MINIMUM SLOPE. PLAN DETAILS SHALL NOT SUPERSEDE THIS REQUIREMENT. 8. CUT & FILL SLOPES - NO FINAL CUT OR FILL SLOPE SHALL EXCEED SLOPES OF TWO (2) HORIZONTAL TO ONE (1) VERTICAL WITHOUT STABILIZATION BY AN ENGINEERED EARTH RETAINING STRUCTURE, ROCKERY OR BY A STRUCTURAL RETAINING WALL 9. MATCHING EXISTING PAVEMENTS & STRUCTURES - THE CONTRACTOR SHALL VERIFY THE LOCATIONS, WIDTHS, THICKNESSES, AND ELEVATIONS OF ALL EXISTING PAVEMENTS AND STRUCTURES THAT ARE TO INTERFACE WITH NEW WORK. PROVIDE ALL TRIMMING, CUTTING, SAW CUTTING, GRADING, LEVELING, SLOPING, COATING, AND OTHER WORK INCLUDING MATERIALS AS NECESSARY TO CAUSE THE INTERFACE WITH EXISTING WORKS TO BE PROPER, ACCEPTABLE TO THE ENGINEER AND THE CITY OF TUKWILA, COMPLETE IN PLACE AND READY TO USE. 10. STRUCTURAL FILL - ALL STRUCTURAL FILL SHALL BE FREE OF ORGANIC MATERIAL, DEBRIS, AND OTHER DELETERIOUS MATERIALS. REFER TO THE GEOTECHNICAL REPORT FOR STRUCTURAL FILL SPECIFICATIONS AND RECOMMENDATIONS. 11. EXCAVATION & BACKFILL - SAFE EXCAVATION PRACTICES SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHALL CONFORM TO REGULATIONS ESTABUSHED BY PERTINENT STATE AND FEDERAL OCCUPATIONAL SAFETY AND HEALTH AGENCIES. 12. COMPACTION - PAVEMENT RESTORATION, NEW PAVEMENT, FOUNDATION AND FLOOR SLAB SUBGRADE AREAS SHALL BE SCARIFIED TO A MINIMUM DEPTH OF 6 INCHES, PRE - ROLLED, AND COMPACTED WITH A ROLLER OR OTHER SUITABLE HEAVY EQUIPMENT TO A FIRM AND NON- YIELDING CONDITION, IN ORDER TO ACHIEVE A MINIMUM COMPACTION LEVEL OF AT LEAST 95 PERCENT OF THE SOILS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST DESIGNATION D -698 (STANDARD PROCTOR) FOR THAT MATERIAL PRE - ROLLING AND COMPACTION SHOULD BE DONE WHEN THE SOILS MOISTURE CONTENT IS WITHIN TWO PERCENT OF ITS OPTIMUM, AS DETERMINED BY THIS ASTM STANDARD. ANY SOFT, WET, OR SIGNIFICANTLY ORGANIC AREAS DISCLOSED BY PRE - ROLLING SHOULD BE OVER EXCAVATED AS NECESSARY TO REVEAL FIRM, NON- ORGANIC SOILS, AND BACKFILLED WITH STRUCTURAL FILL. 13. ASPHALT PAVEMENT THE ASPHALT PAVEMENT SHALL CONSIST OF A MINIMUM DEPTH OF 2.5- INCHES OF HMA (i" CLASS PG 64 -22), OVER A MINIMUM DEPTH OF 6- INCHES OF CRUSHED SURFACING BASE COURSE, OVER A MINIMUM DEPTH OF 12- INCHES OF . PIT RUN SAND & GRAVEL SUBBASE, OVER 12- INCHES MINIMUM DEPTH COMPACTED SUBGRADE, COMPACTED TO AT LEAST 95% OF MAXIMUM DENSITY. ASPHALTIC CONCRETE SHALL BE IN CONFORMANCE WITH SECTION 5 -04 OF WSDOT /APWA STANDARD SPECIFICATIONS. (THE ABOVE ASPHALT PAVEMENT INFORMATION WAS PROVIDED BY SEGALE PROPERTIES.) 14. CRUSHED ROCK BASE COURSE - CRUSHED ROCK BASE COURSE SHALL CONFORM TO THE REQUIREMENTS OF SECTION 9- 03.9(3) OF THE WSDOT /APWA STANDARD SPECIFICATIONS. 15. CONCRETE CURB RAMPS - CURB RAMPS SHALL BE INSTALLED IN ACCORDANCE WITH CITY OF TUKWILA STANDARD PLAN NO RS -12. 16. CONCRETE SIDEWALKS - CONCRETE SIDEWALKS SHALL BE INSTALLED IN CONFORMANCE WITH CITY OF TUKWILA STANDARD PLAN RS -11. PAVEMENT SHALL BE CLASS 3000 MINIMUM (3000 PSI MIN) AIR ENTRAINED CONCRETE. ALL SIDEWALKS SHALL BE FOUR (4) INCHES MINIMUM OF CLASS 3000 CONCRETE OVER TWO (2) INCHES MINIMUM OF 5/8" MINUS CRUSHED ROCK AND SHALL CONFORM TO THE PROVISIONS GIVEN IN WSDOT /APWA STANDARD SPECIFICATIONS 8 -14 & 6 -02. 17. EXTRUDED CONCRETE CURBS - EXTRUDED CONCRETE CURBS SHALL BE WSDOT TYPE 6 AND SHALL CONFORM TO WSDOT /APWA STANDARD PLAN F- 10.42.00. 18. CONCRETE ALL CONCRETE WORK SHALL CONFORM TO THE PROVISIONS GIVEN IN WSDOT /APWA STANDARD SPECIFICATIONS SECTION 6 -02. 19. ASPHALT PATCHING - ALL ASPHALT PATCHING SHALL BE IN CONFORMANCE WITH CITY OF TUKWILA STANDARD PLAN NO. RS -03. DRAINAGE NOTES: 1. STORM DRAINAGE SYSTEM - THE STORM DRAINAGE SYSTEM SHALL BE CONSTRUCTED ACCORDING TO THE APPROVED PLANS AND SHALL CONFORM WITH DIVISION 7 OF THE WSDOT /APWA STANDARD SPECIFICATIONS, EXCEPT WHERE MODIFIED OR SUPERSEDED BY THE LATEST EDITION OF THE CITY OF TUKWILA STANDARD SPECIFICATIONS. 2. CATCH BASINS - CATCH BASINS SHALL BE WSDOT /APWA TYPE I OR TYPE 2 AS INDICATED ON THE PLANS, AND SHALL BE INSTALLED IN ACCORDANCE WITH DMSION 7 -05 OF THE WSDOT /APWA STANDARD SPECIFICATIONS. TYPE 1 CATCH BASINS SHALL CONFORM TO THE CITY OF TUKWILA STANDARD DETAIL DS -01. 48 ", 54 ", AND 60" TYPE 2 CATCH BASINS SHALL CONFORM TO THE CITY OF TUKWILA STANDARD DETAIL DS -02. ALL CATCH BASIN GRATES AND FRAMES SHALL BE LOCKING TYPE, PER CITY OF TUKWILA STANDARD DETAIL DS -06. 3. CLEAN -OUTS - CLEAN -OUTS SHALL BE PROVIDED IN BUILDING DRAINS AT ENDS, BENDS (45 DEGREES MAXIMUM, PER BEND) AND AT 100 FEET MAXIMUM INTERVALS. CLEAN -OUTS IN PAVED AREAS SHALL BE PER WSDOT /APWA STANDARD PLAN NO. B -18b. REFER TO THE DETAIL ON SHEET C6.1 FOR CLEAN -OUTS INSTALLED IN LANDSCAPED AREAS. 4 1 4. DOWNSPOUTS & FOOTING DRAINS - DOWNSPOUTS SHALL BE TIGHT -LINED TO THE DOWNSPOUT COLLECTOR STORM DRAIN SHOWN ON THE PLANS. REFER TO THE ARCHITECTURAL PLANS FOR DOWNSPOUT AND ROOF DRAIN LOCATIONS. FOOTING DRAINS SHALL BE DESIGNED BY OTHERS. THE FOOTING DRAINAGE SYSTEM SHALL BE MAINTAINED AS A SEPARATE SYSTEM UNTIL AN INVERT ELEVATION AT LEAST 1' BELOW THE LOWEST FOOTING DRAIN INVERT ELEVATION HAS BEEN REACHED. THESE DRAINS SHALL BE TIGHT -LINED TO THE DRAINAGE SYSTEM THROUGH APPROVED DRAINAGE STRUCTURES AND SHALL NOT BE TIED INTO THE DOWNSPOUT COLLECTORS. CLEANOUTS SHALL BE INSTALLED ON THE FOOTING DRAINS AT THE UPSTREAM END, AT 50' INTERVALS, AND AT ALL CHANGES IN DIRECTION TOTALING. 135 DEGREES OR MORE. THE FOOTING DRAIN PIPE MATERIAL SHALL BE SMOOTH BORE PVC OR EQUAL, MANUFACTURED TO ASTM D -2729 OR HIGHER STANDARDS. 5. STORM DRAIN PIPE - STORM DRAIN PIPE 12 INCHES IN DIAMETER OR LARGER SHALL BE ADS N -12 SMOOTH INTERIOR, CORRUGATED POLYETHYLENE STORM WATER PIPE, AND SHALL COMPLY WITH ALL THE REQUIREMENTS OF AASHTO M -294. FITTINGS SHALL BE WATER -TIGHT AND SHALL BE AS RECOMMENDED BY THE MANUFACTURER. STORM DRAIN PIPE 8- INCHES IN DIAMETER OR SMALLER SHALL BE EITHER WATER - TIGHT JOINTED, POLYVINYL CHLORIDE (PVC) CONFORMING TO ASTM 3034, SDR 35, OR ADS N -12 SMOOTH INTERIOR CORRUGATED POLYETHYLENE STORM WATER PIPE. STORM DRAIN PIPE SHALL HAVE A MINIMUM COVER OF 2 -FEET. STORM DRAIN PIPE THAT IS LOCATED BELOW AN AREA WHICH WILL BE DRIVEN OVER, AND WHICH HAS LESS THAN TWO FEET OF COVER, SHALL BE CEMENT MORTAR LINED DUCTILE IRON PIPE CONFORMING TO ANSI A21.51, CLASS 50. STORM DRAIN PIPE INSTALLATION SHALL BE IN ACCORDANCE WITH STANDARD ASTM AND AASHTO RECOMMENDED PRACTICES AND IN CONFORMANCE WITH SECTIONS 7 -02 AND 7 -08 OF THE WSDOT /APWA STANDARD SPECIFICATIONS. 6. PIPE TRENCH & BEDDING ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN CONFORMANCE WITH THE REQUIREMENTS OF WSDOT /APWA SPECIFICATION 7- 08.3(1). THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR "GRAVEL BACKFILL FOR DRAINS" THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTED, PROVIDED THE MATERIAL IN THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED AND COMPACTED TO FORM A DENSE UNYIELDING BASE. REFER TO CITY OF TUKWILA STANDARD PLANS FOR ADDITIONAL REQUIREMENTS. IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR FEET OR GREATER IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF SECTION 2- 09.3(3)8, IT SHALL BE SHORED AND CRIBBED. THE CONTRACTOR ALONE SHALL BE RESPONSIBLE FOR WORKER SAFETY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 49.17 RCW. 7. GRAVEL BACKFILL FOR DRAINS - GRAVEL BACKFILL FOR DRAINS SHALL CONFORM TO THE REQUIREMENTS OF SECTION 9- 03.12(4) OF THE APWA /WSDOT STANDARD SPECIFICATIONS. 8. TRENCH BACKFILL - TRENCH BACKFILL FOR STORM DRAIN PIPE SHALL BE COMPACTED TO 95 PERCENT MAXIMUM DENSITY IN ACCORDANCE WITH SECTION 7- 04.3(3) OF THE WSDOT/APWA STANDARD SPECIFICATIONS. BACKFILL OF TRENCHES SHALL BE PER SECTION 9- 03.12(3) OF THE WSDOT /APWA STANDARD SPECIFICATIONS. 9. TRENCH SURFACE RESTORATION THE GROUND SURFACES OF ALL TRENCHES IN THE PUBLIC RIGHT -OF -WAY OR ON OFF -SITE PROPERTIES SHALL BE RESTORED TO THEIR ORIGINAL CONDITION IN CONFORMANCE WITH THE REQUIREMENTS OF THE CITY OF TUKWILA. 10. DDCV VAULT SUMP PUMP FORCEMAIN PIPE - EACH DDCV VAULT SHALL HAVE A 2" FORCEMAIN PIPE CONNECTION TO THE NEAREST STORM DRAIN CATCH BASIN. THE PIPE MATERIAL SHALL BE SCHEDULE 80 PVC PIPE CONFORMING TO ASTM D1785 -05, WITH PVC SCHEDULE 80 FITTINGS CONFORMING TO ASTM D2467 -05. A WATER TIGHT CAP SHALL BE INSTALLED ON THE END OF THE PIPE INSIDE THE VAULT TO PREVENT BACKFLOW FROM THE STORM DRAIN SYSTEM INTO THE VAULT. 11 WET VAULTS - THE WET VAULTS SHALL BE DESIGNED BY A STRUCTURAL ENGINEER AND SHALL BE SUBMITTED TO THE CITY FOR ADDITIONAL PERMITS IF REQUIRED. THE WET VAULTS SHALL BE DESIGNED BY THE STRUCTURAL ENGINEER TO CONFORM TO THE SPECIFICATIONS SHOWN ON THE PLANS AND NOTED HEREIN. THE VAULT SHALL BE WATER -TIGHT AND CAPABLE OF SUPPORTING THE ACTIVE AND PASSIVE EARTH PRESSURES AND H -20 WHEEL LOADS. BUOYANCY CALCULATIONS SHALL BE COMPLETED BY THE STRUCTURAL ENGINEER BASED ON THE FINAL VAULT DESIGNS AND THESE CALCULATIONS SHALL BE PROVIDED TO THE PROJECT ENGINEER FOR REVIEW AND EVALUATION OF THE PERIMETER DRAIN LOCATION AND OTHER BUOYANCY RESISTANCE MEASURES. IF ADJUSTMENTS TO THE PERIMETER DRAIN ELEVATIONS RIMS SHALL BE LOCKING TYPE WITH THE WORD "DRAIN" CAST IN THEIR LIDS. ALL PVC CONNECTIONS SHALL BE MADE BY GROUTING IN AN APPROVED MANHOLE ADAPTER INTO WHICH THE PVC PIPE IS INSERTED. THE VAULT SHALL BE CLEANED OF ALL SEDIMENT AND DEBRIS COLLECTED DURING THE CONSTRUCTION PHASE PRIOR TO FINAL ACCEPTANCE. THE VAULT SHALL BE CONSTRUCTED IN CONFORMANCE WITH THE DETAILS SHOWN ON THE APPROVED DRAWINGS AND THE STRUCTURAL PLANS. 12. STORMFILTER WQ STRUCTURES - THE STORMFILTER WQ STRUCTURES SHALL BE INSTALLED IN CONFORMANCE TO THE MANUFACTURER'S SPECIFICATIONS. THE SPECIFICATION SHEETS INCLUDED IN THE PROJECT DRAINAGE CONTROL REPORT SHALL BE SUBMITTED TO THE MANUFACTURER AND THE MANUFACTURER SHALL PROVIDE CUT SHEETS OF EACH STRUCTURE FOR THE PROJECT ENGINEER'S APPROVAL BEFORE MANUFACTURE OF EACH STRUCTURE. I 13. PERIMETER DRAINS THE PERIMETER DRAINS SHALL BE SHALL BE PERFORATED PVC UNDERDRAIN PIPE IN CONFORMANCE WITH THE REQUIREMENTS OF AASHTO M278 AND SECTION 9- 05.2(6) OF THE WSDOT /APWA STANDARD SPECIFICATIONS. ALL PERFORATED PIPE SHALL BE INSTALLED WITH A MINIMUM OF 6-INCHES OF DRAIN ROCK SURROUNDING THE PIPE AND SHALL BE INSTALLED IN CONFORMANCE WITH THE REQUIREMENTS OF DMSION 7 -08 OF THE WSDOT /APWA STANDARD SPECIFICATIONS, EXCEPT WHERE MODIFIED OR SUPERSEDED BY THE CITY STANDARDS. ALL PERIMETER DRAINS SHALL BE INSTALLED WITH A CHECK VALVE OF THE SAME SIZE AS THE PIPE ON THE PERIMETER DRAIN COLLECTOR BEFORE CONNECTING TO THE DOWNSTREAM DRAINAGE SYSTEM. SEWER & WATER NOTES: 1. STANDARD NOTES AND DETAILS - REFER TO THE HIGHLINE WATER DISTRICT STANDARD SPECIFICATIONS AND DIVISION 7 OF THE WSDOT /APWA STANDARD SPECIFICATIONS FOR WATER AND SEWER SYSTEM REQUIREMENTS. 2. UTILITY CROSSINGS /CLEARANCES - MINIMUM HORIZONTAL SEPARATION OF POTABLE WATER MAINS AND OTHER PARALLEL UTILITIES SHALL BE FIVE (5) FEET, EXCEPT SEWER LINES SHALL BE TEN (10) FEET. MINIMUM VERTICAL SEPARATION OF POTABLE WATER MAINS AND OTHER UTIUTIES SHALL BE ONE (1) FOOT, EXCEPT SEWER LINES SHALL BE ONE AND ONE HALF (1.5) FEET. ALL OTHER UTIUTIES SHALL HAVE A MINIMUM HORIZONTAL SEPARATION OF ONE (1) FOOT AND A MINIMUM PREFERRED VERTICAL SEPARATION OF ONE (1) FOOT. WHERE VERTICAL SEPARATION IS LESS THAN SIX (6) INCHES, A FOUR (4) INCH MINIMUM THICKNESS ROT- RESISTANT FOAM PAD SHALL BE INSTALLED BETWEEN THE PIPES. ALL CLEARANCES ARE MEASURED FROM OUTSIDE EDGE TO OUTSIDE EDGE. 3. SEWER SERVICE CONNECTION - THE SEWER SERVICE CONNECTION SHALL CONFORM TO DMSION 7 OF THE WSDOT /APWA STANDARD SPECIFICATIONS EXCEPT AS MODIFIED BY THE HIGHLINE WATER DISTRICT STANDARD SPECIFICATIONS. 4. POLYVINYL, CHLORIDE (PVC) SEWER PIPE PVC SEWER PIPE SHALL CONFORM TO THE REQUIREMENTS OF ASTM 3034, SDR 35, OR APPROVED EQUAL PIPE AND FITTINGS SHALL BE FURNISHED WITH BELLS AND SPIGOTS WHICH ARE INTEGRAL WITH THE PIPE WALL. PIPE JOINTS SHALL USE FLEXIBLE ELASTOMERIC GASKETS CONFORMING TO ASTM D3212; SOLVENT CEMENT JOINTS SHALL NOT BE USED. NOMINAL LAYING LENGTHS SHALL BE 20 FEET AND 13 FEET. SEWER PIPE SHALL BE LAID WITH BELL ENDS FACING IN THE DIRECTION OF THE LAYING, UNLESS OTHERWISE APPROVED BY THE CITY OF TUKWILA. 5. SEWER CLEAN OUTS - SEWER CLEAN OUTS SHALL BE LOCATED AS SHOWN ON THE PLANS AND SHALL BE THE SAME DIAMETER AS THE PIPE ON WHICH THEY ARE INSTALLED. CLEAN OUTS SHALL CONFORM TO SECTION 7 -19 OF THE WSDOT /APWA STANDARD SPECIFICATIONS. CLEAN -OUTS IN PAVED AREAS SHALL BE PER WSDOT /APWA STANDARD PLAN NO. B -18b. REFER TO THE DETAIL ON SHEET C6.1 FOR CLEAN -OUTS INSTALLED IN LANDSCAPED AREAS. 6. SIDE SEWER PIPE TRENCH & BACKFILL - SANITARY SEWER PIPE TRENCHING & BACKFILL SHALL CONFORM TO SECTION 7 -08 OF THE WSDOT /APWA STANDARD SPECIFICATIONS. 7. SANITARY SIDE SEWER PIPE COVER SIDE SEWER'S SHALL HAVE 2' MINIMUM COVER FROM FINISH GRADE, UNLESS OTHERWISE APPROVED BY HIGHLINE WATER DISTRICT. 8. SIDE SEWER SHUT OFF VALVE - THE SIDE SEWER SHUT OFF VALVE SHALL BE AN AMERICAN AVK RESILIENT SEATED GATE VALVE 25/0X, MJxMJ, 250 PSI TESTED TO AWWA C509 (NRS) OR APPROVED EQUAL 9. 1.5 INCH WATER METER & SERVICE CONNECTION - THE 1.5 -INCH WATER METER AND SERVICE CONNECTION SHALL CONFORM TO SECTION 7.1.3 OF THE HIGHLINE WATER DISTRICT STANDARD SPECIFICATIONS, SECTION 7 -15 OF THE WSDOT /APWA STANDARD SPECIFICATIONS, AND HIGHLINE WATER DISTRICT STANDARD PLAN 22. 10. IRRIGATION METERS - THE IRRIGATION METERS SHALL BE SIZED OTHERS, BUT SHALL CONFORM TO THE HIGHLINE WATER DISTRICT STANDARD SPECIFICATIONS AND PLANS. 11. HDPE DOMESTIC WATER PIPE - DOMESTIC WATER SERVICE PIPE SHALL BE HIGH DENSITY POLYETHYLENE (HDPE) EXTRA HIGH MOLECULAR WEIGHT PLEXCO PE 3408 INDUSTRIAL PIPE, OR APPROVED EQUAL, SDR 9, RATED 200 PSI. FITTINGS SHALL BE MOLDED, AS RECOMMENDED BY THE MANUFACTURER AND SHALL BE THE SAME STRENGTH AND STANDARD AS THE PIPE ON WHICH THEY ARE USED. JOINTS SHALL BE FUSION WELDED IN CONFORMANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL PIPE SHALL BE IN CONFORMANCE WITH AWWA C906 AND SHALL BEAR THE SEAL OF THE NATIONAL SANITATION FOUNDATION (NSF) FOR POTABLE WATER PIPE. A 12 GAUGE SOLID COPPER SINGLE STRAND CONTINUOUS LOCATING WIRE WITH PLASTIC INSULATION IS TO BE WOUND ON THE OUTSIDE OF ALL HDPE PIPE. APPROVED MAY 21 2010 City of Tukwila PUBLIC Works 5 I _ 6 12. DUCTILE IRON WATER PIPE ALL DUCTILE IRON WATER PIPE SHALL BE CLASS 52 DUCTILE IRON PIPE CONFORMING TO ANSI STANDARD A 21.51 (APWA C -151) WITH POLYETHYLENE ENCASEMENT CONFORMING TO ANSI /APWA C105 -72, AS REQUIRED BY THE DISTRICT. EACH LENGTH SHALL BE PLAINLY MARKED WITH MANUFACTURER'S IDENTIFICATION, YEAR CAST, CLASS OF PIPE, AND WEIGHT. JOINTS SHALL BE RUBBER GASKET, PUSH -ON TYPE OR MECHANICAL JOINT CONFORMING TO ANSI /AWWA C111 /A21.11. PIPE SHALL BE LAID WITH BELL ENDS FACING IN THE DIRECTION OF THE LAYING, UNLESS OTHERWISE APPROVED BY THE DISTRICT. WHERE IT IS NECESSARY TO DEFLECT PIPE FROM A STRAIGHT LINE, THE AMOUNT OF THE DEFLECTION SHALL NOT EXCEED THE PIPE MANUFACTURER'S RECOMMENDATIONS. 13. DUCTILE IRON WATER PIPE FITTINGS - ALL DUCTILE IRON WATER PIPE FITTINGS SHALL BE SHORT- BODIED, COMPACT DUCTILE IRON WITH A MINIMUM RATING OF 250 PSI WORKING PRESSURE CONFORMING TO ANSI /AWWA C153/A21.53, EXCEPT FLANGED FITTINGS SHALL CONFORM TO ANSI /AWWA C110/A21.10. ALL FITTINGS SHALL BE CEMENT MORTAR LINED CONFORMING TO ANSI STANDARDS A 21.10, A 21.11 AND A 21.53. THE FITTINGS SHALL BE FURNISHED WITH FLANGED ENDS OR MECHANICAL JOINTS AS SHOWN. RESTRAINED JOINTS SHALL BE MADE UP WITH PUSH -ON JOINT PIPE AND FITTINGS. THE PUSH -ON JOINT RESTRAINT DEVICE SHALL BE DUCTILE IRON WITH A 350 PSI WORKING PRESSURE AND SHALL BE U.S. PIPE TR FLEX, GRIFFIN PIPE PRODUCTS COMPANY SNAP -LOK, PACIFIC STATES LOCK JOINT IF PACIFIC STATES PIPE IS ALLOWED, OR MEGALUG. ALTERNATIVELY, PIPE JOINTS MAY BE RETRAINED USING SHACKLE RODS AND PIPE CLAMPS. ALL SHACKLE RODS AND ASSOCIATED MATERIALS SHALL BE COR -TEN OR CORROSION RESISTANT EQUAL PIPE CLAMPS SHALL BE 'STAR' OR APPROVED EQUAL SOLID SLEEVE PIPE COUPLINGS SHALL BE LONG PATTERN SLEEVES CONSTRUCTED OF DUCTILE IRON WITH A MINIMUM PRESSURE RATING OF 250 PSI WORKING PRESSURE. FLEXIBLE TRANSITION COUPLINGS SHALL BE ROCKWELL INTERNATIONAL, OR APPROVED EQUAL. 14. GATE AND CHECK VALVES - ALL GATE AND CHECK VALVES SHALL CONFORM TO SECTION 7 -12 OF THE APWA /WSDOT STANDARD SPECIFICATIONS. ALL GATE VALVES SHALL BE IRON- BODIED, RESILIENT SEATED, NONRISING STEM . WITH FLANGED END OR MECHANICAL JOINT, COMPLYING WITH AWWA C509. RESILIENT SEATED VALVES SHALL BE U.S. PIPE METROSEAL, WATEROUS, AMERICAN - DARLING, ITT KENNEDY, CLOW, M &H, MUELLER, OR AMERICAN FLOW CONTROL SERIES 2500. ALL VALVES SHALL BE EQUIPPED WITH CAST IRON VALVE BOXES. 15. VALVE BOXES - VALVE BOXES SHALL BE CAST IRON VALVE BOX ASSEMBUES AS SUPPLIED BY OLYMPIC FOUNDRY, OR EQUAL, AND SHALL CONFORM TO HIGHLINE WATER DISTRICT STANDARD PLAN HWD -033. 16. POST INDICATOR VALVE (PIV) - THE POST INDICATOR VALVE SHALL BE A 6" VERTICAL, CLOW TYPE F -5760, DOUBLE DISC, DUCTILE IRON POST VALVE, OR EQUAL WITH LOCK TYPE INDICATOR POST. REFER TO HIGHLINE WATER DISTRICT STANDARD PLAN HWD -017. 17. CONCRETE THRUST BLOCKS - ALL VALVES AND FITTING INSTALLED IN TRENCHES SHALL BE PROVIDED WITH THRUST BLOCKING. ALL THRUST BLOCKING SHALL CONFORM TO THE HIGHLINE WATER DISTRICT STANDARD SPECIFICATIONS AND HIGHLINE WATER DISTRICT STANDARD PLANS HWD -005 & HWD -006. THRUST BLOCKS SHALL BEAR AGAINST UNDISTURBED NATIVE EARTH. 18. FIRE HYDRANTS . ALL FIRE HYDRANTS SHALL CONFORM TO AWWA C502 AND. SHALL BE OF STANDARD MANUFACTURE CONFORMING TO HIGHLINE WATER DISTRICT STANDARD PLAN 9. DISTRICT APPROVED HYDRANTS INCLUDE: CLOW MEDALUON F -2545; M &H 929; & MUELLER CENTURION. REFER TO SECTION 7-14 OF THE HIG H N E W ATER DISTRICT STAND ARD SPECIFICATIO N S FO R ADDITIONAL I TIONAL REQUIREMENTS. UIREMENTS. 19. FIRE DEPARTMENT CONNECTION (FDC) - THE FIRE DEPARTMENT CONNECTION SHALL BE EQUIPPED WITH A FOUR -WAY SQUARE, CLAPPER BODY FITTING WITH A 6" NPT OUTLET & FOUR 2.5" FEMALE NST INLETS WITH 2.5" MALE NST CAPS WITH CHAINS, OR EQUAL MOUNTED 30 TO 36 INCHES ABOVE THE GROUND LINE ON A 6" DIAMETER DUCTILE IRON RISER PIPE. THE FIRE DEPARTMENT CONNECTION SHALL BE LOCATED NOT MORE THAN 50 FEET FROM A FIRE HYDRANT. 20. DOUBLE DETECTOR CHECK VALVE ASSEMBLY (DDCV) - THE DDCVS SHALL CONFORM TO HIGHLINE WATER DISTRICT STANDARD PLANS 16 OR 17 WHERE APPLICABLE. • THE DDCV FOR THE FIRE SYSTEM SHALL BE A 6 -INCH DIAMETER, FEBCO MODEL 856 DDCV, OR EQUAL THE DDCVS SHALL BE APPROVED FOR USE AS CROSS- CONNECTION CONTROL DEVICES BY THE WASHINGTON STATE DEPARTMENT OF SOCIAL AND HEALTH SERVICES, HEALTH SERVICES DMSION, WATER SUPPLY AND WASTE SECTION. THE DDCVS SHALL BE SUPPORTED BY A MINIMUM OF TWO SUPPORT BLOCKS TO PREVENT FLANGE DAMAGE. PIPE SUPPORTS SHALL BE ADJUSTABLE SADDLE SUPPORTS WITH CAST IRON SADDLE, LOCKNUT NIPPLE AND CAST IRON REDUCER. 21. DOUBLE CHECK VALVE ASSEMBLY (DCVA) - THE DCVA'S SHALL BE 2" WATTS SERIS 007 DOUBLE CHECK VALVE ASSEMBLIES CONFORMING TO the requirements of ASSE Std. 1015 and AWWA Std. C510. THE DCVA'S SHALL BE APPROVED FOR USE AS CROSS - CONNECTION CONTROL DEVICES BY THE WASHINGTON STATE DEPARTMENT OF SOCIAL AND HEALTH SERVICES, HEALTH SERVICES DIVISION, WATER SUPPLY AND WASTE SECTION. 22. REDUCED PRESSURE BACKFLOW ASSEMBLY (RPBA) THE RPBA FOR THE DOMESTIC WATER SERVICE SHALL BE A 2" -INCH DIAMETER, FEBCO MODEL 825YD RPBA, OR EQUAL THE RPBA SHALL BE APPROVED FOR USE AS CROSS- CONNECTION CONTROL DEVICES BY THE WASHINGTON STATE DEPARTMENT OF SOCIAL AND HEALTH SERVICES, HEALTH SERVICES DMSION, WATER SUPPLY AND WASTE SECTION. THE RPBA SHALL BE ENCLOSED IN A HEATED HOT BOX MANUFACTURED BY HOT BOX COMPANY MODEL NO. HB2S OR APPROVED EQUAL. 23. DDCV VALVE VAULTS - THE 6" DDCV VALVE VAULT SHALL BE A UTILITY VAULT COMPANY MODEL NO. 687 -LA CONCRETE VAULT OR APPROVED EQUAL AND SHALL CONFORM TO HIGHLINE WATER DISTRICT STANDARD PLAN 17. THE 2-1/2" DDCV VALVE VAULT AND THE IRRIGATION SYSTEM VALVE VAULT SHALL BE UTILITY VAULT COMPANY MODEL 577 -LA CONCRETE VAULTS (I.D. 6' -6 "L X 4' -2"W X 6' -0 "D), OR APPROVED EQUAL AND SHALL CONFORM TO HIGHLINE WATER DISTRICT STANDARD PLAN 16. ALL VAULTS SHALL BE SUFFICIENT SIZE SO AS TO ALLOW FREE ACCESS FOR INSPECTION AND MAINTENANCE. THE VAULTS SHALL BE FURNISHED WITH AN ACCESS LADDER PER THE VAULT MANUFACTURER'S RECOMMENDATIONS. THE DDCV ASSEMBLIES SHALL BE INSTALLED WITH A MINIMUM 12 -INCH CLEARANCE BETWEEN THE DEVICE AND THE VAULT FLOOR, 18 -INCH MINIMUM CLEARANCE BETWEEN THE DEVICE AND THE VAULT WALLS, AND 6 -INCH MINIMUM CLEARANCE BETWEEN THE VAULT LID AND VALVE IN VALVE'S FULLY OPEN POSITION. A SUMP PUMP AND A 2 -INCH FORCE MAIN PIPE SHALL BE INSTALLED IN EACH VAULT. A ONE -WAY CHECK VALVE SHALL BE INSTALLED ON THE 2 -INCH DRAIN PIPE TO PREVENT STORM WATER FROM BACKING UP INTO THE VAULT DURING SIGNIFICANT RAINFALL EVENTS. REFER TO THE DRAINAGE NOTES, THIS SHEET. 24. PRESSURE REDUCING VALVE (PRV) - PRESSURE REDUCING VALVES SHALL BE INSTALLED ON THE DOMESTIC AND IRRIGATION SERVICE CONNECTIONS. THE DOMESTIC PRESSURE REDUCING VALVE SHALL BE A 2" WATTS SERIES 2300 PRV AND SHALL BE INSTALLED WITHIN A UTILITY VAULT COMPANY MODEL NO. 3642 -LA CONCRETE VAULT (I.D. 2' -10 "L X 2' -4 "W X 2' -4 "D), OR APPROVED EQUAL. ALL PRVS SHALL CONFORM TO THE REQUIREMENTS OF HIGHLINE WATER DISTRICT STANDARDS. 25. WATER PIPE COVER - ALL WATER MAINS TEN (10) INCHES AND SMALLER SHALL HAVE A MINIMUM COVER OF THIRTY SIX (36) INCHES BELOW FINISH GRADE. ALL WATER MAINS TWELVE (12) INCHES AND LARGER SHALL HAVE A MINIMUM COVER OF FORTY EIGHT (48) INCHES BELOW FINISH GRADE. WHERE UTILITY CONFLICTS OCCUR, WATER MAINS SHALL BE LOWERED TO CLEAR. A MINIMUM ONE (1) FOOT VERTICAL SEPARATION SHALL BE MAINTAINED BETWEEN ALL UTILITIES. 26. PIPE TRENCH & BEDDING ALL PIPE SHALL BE LAID ON A PROPERLY PREPARED FOUNDATION IN CONFORMANCE WITH THE REQUIREMENTS OF SECTION 7 -08 OF THE WSDOT /APWA STANDARD SPECIFICATIONS. THIS SHALL INCLUDE NECESSARY LEVELING OF THE TRENCH BOTTOM OR THE TOP OF THE FOUNDATION MATERIAL AS WELL AS PLACEMENT AND COMPACTION OF REQUIRED BEDDING MATERIAL TO UNIFORM GRADE SO THAT THE ENTIRE LENGTH OF THE PIPE WILL BE SUPPORTED ON A UNIFORMLY DENSE, UNYIELDING BASE. IF THE NATIVE MATERIAL IN THE BOTTOM OF THE TRENCH MEETS THE REQUIREMENTS FOR "GRAVEL BACKFILL FOR. PIPE BEDDING" THE FIRST LIFT OF PIPE BEDDING MAY BE OMITTED, PROVIDED THE MATERIAL IN THE BOTTOM OF THE TRENCH IS LOOSENED, REGRADED AND COMPACTED TO FORM A DENSE UNYIELDING BASE. TRENCHING & BACKFILL FOR SEWER PIPES SHALL CONFORM TO CITY OF TUKWILA STANDARD PLAN DS -14B, AND FOR WATER PIPES SHALL CONFORM TO CITY OF TUKWILA STANDARD PLAN WS -18. IF WORKERS ENTER ANY TRENCH OR OTHER EXCAVATION FOUR FEET OR GREATER IN DEPTH THAT DOES NOT MEET THE OPEN PIT REQUIREMENTS OF SECTION 2- 09.3(3)B, IT SHALL BE SHORED AND CRIBBED. 'THE CONTRACTOR ALONE SHALL BE RESPONSIBLE FOR WORKER SAFETY. ALL TRENCH SAFETY SYSTEMS SHALL MEET THE REQUIREMENTS OF THE WASHINGTON INDUSTRIAL SAFETY AND HEALTH ACT, CHAPTER 49.17 RCW. 27. PIPE TRENCH BACKFILL - TRENCH BACKFILL FOR PIPES SHALL BE COMPACTED TO 95 PERCENT MAXIMUM DENSITY PER ASTM D -698, AND SHALL BE IN ACCORDANCE WITH SECTION 7- 08.3(3) OF THE WSDOT /APWA STANDARD SPECIFICATIONS. TRENCHING & BACKFILL FOR SEWER PIPES SHALL CONFORM TO CITY OF TUKWILA STANDARD PLAN DS -14B, AND FOR WATER PIPES SHALL CONFORM TO CITY OF TUKWILA STANDARD PLAN WS -18. 28. SEWER TESTING & FLUSHING TESTING & FLUSHING SHALL CONFORM TO THE REQUIREMENTS OF SECTION 7- 17.3(4) OF THE WSDOT /APWA STANDARD SPECIFICATIONS AND THE CITY OF TUKWILA STANDARDS. VI 29. WATER TESTING & DISINFECTING THE CONTRACTOR SHALL PRO DE PLU GS AND TEMPORARY BLOW OFF ASSEMBLIES FOR PRESSURE TESTING AND DISINFECTION. TESTING AND DISINFECTION SHALL BE CONDUCTED IN ACCORDANCE WITH THE WSDOT /APWA STANDARD SPECIFICATIONS AND THE HIGHLINE WATER DISTRICT STANDARDS. 30. INSTALLATION PROCEDURES - INSTALL ALL PIPING, FIXTURES, EQUIPMENT, AND ACCESSORIES IN STRICT ACCORDANCE WITH THE PLUMBING LAWS, RULES, AND REGULATIONS OF THE STATE OR CITY, WHICH EVER REPRESENTS THE HIGHER STANDARD. ALL WORK SHALL BE APPROVED BY THE STATE AND CITY PLUMBING INSPECTORS. 31. RESTORATION - ALL EXISTING IMPROVEMENTS REMOVED OR DISTURBED IN THE COURSE OF THE WORK SHALL BE RESTORED TO THEI 11 1WED NFOR CODE COMPLIANCE RECEIVED APPROVED FEB 16 2010 MAY 21 2010 City ofTq kwila BUILDING DIVISION PERMIT CENTER in O 0 N r I°° 4 N b w zv' z o � O Z IX N N o3 2 � J c N C:11 CI; w w. 0 0 {mil. w J 0 w v / 0 N 0 to 1 NATURAL RESOURCES a ° I-- J u E2 Q 0 w 0 0 -J it cn 0 z L u) 2 0 r rrnn m ; Z w -15 r;* co <c�.J CD F: co PROJECT NUMBER: 321 -28 REVISION NUMBER: DRAWING NUMBER: C1.1 PERMIT SET 1- 0 W W W. SEG ALEPROPERTI ES. COM Z 0 0 I.I.. 0 w 0 W w 0 Z 1 2 3 4 5 6 CITY OF TUKWILA & HIGHLINE STANDARD NOTES 8( SPECIFICATIONS GENERAL NOTES: 1. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION, CONTACT PUBLIC WORKS UTILITIES INSPECTOR AND SCHEDULE A PRE- CONSTRUCTION MEETING. 2. NOTIFY THE UTILITIES INSPECTOR AT 206 -433 -0179 AT LEAST 48 HOURS (2 WORKING DAYS) BEFORE STARTING PROJECT SITE WORK. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS (1 WORKING DAY) IN ADVANCE BY CALLING 206- 433 -0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE- APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. WORK IN RIGHT -OF -WAY (CONT): 9. INSTALL TEMPORARY SIDEWALK OR CURB RAMP IF PERMANENT IS BLOCKED. 10. COVER OPEN EXCAVATION WITH NON -SKID STEEL PLATES RAMPED TO ELEVATION OF CONTIGUOUS RIGHT OF WAY SURFACE: 11. ALL STOCKPILED MATERIAL SHALL BE STORED IN A SAFE MANNER TO PROTECT THE PUBLIC. PAVEMENT RESTORATION: 1. COMPACT ALL BACKFILL TO MEET CITY STANDARDS. 2. RESTORE PAVEMENT TO ITS ORIGINAL CONDITION IMMEDIATELY FOLLOWING BACKFILLING OR WHEN CONCRETE IS CURED. a. EXCEPT FOR WINTER OR OTHER WEATHER CONDITIONS WHICH PREVENT PAVING, COMPLETE PAVING, RESURFACING, OR FACILITY REPLACEMENT: i. ON PRINCIPAL ARTERIAL, MAJOR OR COLLECTOR STREET WITHIN 3 CALENDAR DAYS. ii. ON OTHER STREETS WITHIN 7 CALENDAR DAYS. 11. ALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. HORIZONTAL DATUM SHALL BE STATE PLANE COORDINATES. 12. THE CONTRACTOR SHALL REPLACE, OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. GRADING & 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 AND INSTALL CONSTRUCTION ENTRANCE. 3. BEFORE AND 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. 7. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. UTILITY NOTES: 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4 -FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES SHALL BE IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. WORK IN RIGHT -OF -WAY: 1. WHEN ACTIVITY IS UNATTENDED, INSTALL A SIGN WITH MINIMUM TWO -INCH LETTERS STATING PERMITTEE OR COMPANY NAME, AND DAY AND EVENING PHONE NUMBERS. 2. INSTALL BARRICADES, SIGNS, WARNING LIGHTS, AND SAFETY DEVICES SUFFICIENT TO NOTIFY PUBLIC OF OBSTRUCTION OR TRAFFIC HAZARD. DEVICES MUST REMAIN UNTIL THE OBSTRUCTION IS CLEARED AND THE RIGHT -OF -WAY IS RESTORED. 3. MAINTAIN ACCESS TO FIRE STATIONS, FIRE HYDRANTS, FIRE ESCAPES, AND FIRE FIGHTING EQUIPMENT. 4. MAINTAIN ACCESS TO PROPERTY ADJOINING EXCAVATION OR SITE WORK. 5. PRESERVE AND PROTECT ALL PROPERTY ADJOINING EXCAVATION OR SITE WORK. 6. RESTORE DISTURBANCE TO PRIVATE AND PUBLIC PROPERTY. 7. DISTURBANCE OF SURVEY MONUMENTS AND MARKERS REQUIRES THE DIRECTOR'S PREAPPROVAL. SURVEYOR SHALL REPLACE DISTURBED MONUMENTS AND MARKERS. 8. COMPLY WITH ALL STATE AND CITY LAWS AND PROCEDURES TO PROTECT PUBLIC FROM AIR, WATER, AND NOISE POLLUTION. A LICENSED . FOR WORK PREVENTED DUE TO WEATHER: i. PROVIDE A TEMPORARY PATCH. 11. PROVIDE A CONSTRUCTION SCHEDULE ADDRESSING MEANS AND METHODS TO MINIMIZE TRAFFIC DISRUPTION AND TO COMPLETE WORK AS QUICKLY AS POSSIBLE. 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: 4. COORDINATE FINAL STUB -OUT LOCATIONS WITH THE UTILITY INSPECTOR. PROVIDE A WIRE OR OTHER DETECTION DEVICE AND MARK STUB -OUT LOCATION WITH A 5 -FOOT 2 "X4" STAKE, BURIED 4 -FEET AND LABELED "STORM" OR "DRAIN." 5. N/A SANITARY SEWER, NOTES: 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED. 2. THE CONTRACTOR SHALL MARK THE END OF THE SIDE SEWER, INSIDE THE PROPERTY LINE, WITH A 4 FOOT PRESSURE TREATED 2X4 CLEAT NAILED TO IT TO PREVENT WITHDRAWAL OF THE STAKE. THE EXPOSED 1 -FOOT SHALL BE PAINTED TRAFFIC YELLOW AND THE DEPTH TO THE SIDE SEWER OR TEE SHALL BE INDICATED IN BLACK PAINT. 3. INSTALL SANITARY SEWER LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED WATER SUPPLY AND AT LEAST 18 INCHES BELOW THE BOTTOM OF A WATER LINE. WATER SUPPLY NOTES: 1. THE CONTRACTOR SHALL INSTALL CORPORATE STOPS, WATER SERVICE LINES, AND METERS. THE HIGHLINE WATER DISTRICT WILL INSTALL THE METERS. 2. PRESSURE TEST ALL WATER MAINS AND APPURTENANCES. 3. FLUSH AND DISINFECT NEW, CLEANED, OR REPAIRED WATER MAINS. 4. INSTALL RESTRAINED JOINTS AT ALL BENDS, TEES, AND OTHER DIRECTION CHANGES. 5. ALL WATER MAINS SHALL HAVE A BLOW -OFF ASSEMBLY AT LOW POINT AND AN AIR VACUUM RELIEF VALVE AT HIGH POINT IN MAIN. 6. INSTALL FIRE HYDRANT ASSEMBLY SO IT STANDS PLUMB AND SO THAT THE LOWEST OUTLET IS AT 18 INCHES ABOVE FINISHED GRADE. THE ASSEMBLY SHALL HAVE A CLEAR ZONE AROUND HYDRANT OF AT LEAST 36 INCHES AND THE PUMPER PORT SHALL FACE STREET OR FIRE ACCESS. 7. THE INSTALLER OF A FIRE LINE BACKFLOW PREVENTION DEVICE INSTALLED OUTSIDE THE BUILDING AND UNDERGROUND SHALL HAVE A LEVEL III CERTIFICATE OF COMPETENCY OR A LEVEL U CONTRACTOR'S CERTIFICATE OF COMPETENCY. IF THE INSTALLER IS DIFFERENT FROM THE BACKFLOW PREVENTION DESIGNER, THE INSTALLER MUST STAMP, SIGN, AND DATE THE PLANS, IN ADDITION TO THE DESIGNER'S STAMP, SIGNATURE, AND DATE. 8. INSTALL WATER MAINS CROSSING SEWER LINES SO THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER. LOCATE FULL SECTION OF WATER PIPE SO THAT ITS MIDPOINT IS ABOVE THE SEWER PIPE AT THE CROSSING. THIS INSTALLATION MAY REQUIRE SPECIAL STRUCTURAL SUPPORT FOR THE WATER AND SEWER PIPE. 9. INSTALL WATER SUPPLY LINES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED SEWER AND AT LEAST 18 INCHES ABOVE THE TOP OF A SEWER. HIGHLINE WATER DISTRICT NOTES: 1. CONTRACTOR SHALL VERIFY ALL EXISTING UTILITIES IN THE FIELD. 2. CONTRACTOR SHALL NOTIFY DISTRICT A MINIMUM OF 72 HOURS (3 WORKING DAYS) IN ADVANCE OF ALL REQUESTS FOR STAKING, TESTING OR INSPECTIONS 3. DEVELOPER'S REGISTERED PROFESSIONAL LAND SURVEYOR SHALL PROVIDE STAKING OF WATER SYSTEM CONSTRUCTION FOR DISTRICT INSPECTION A MINIMUM OF 72 HOURS PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL FURNISH SHOP DRAWINGS FOR APPROVAL WHERE REQUIRED BY THE DETAIL SPECIFICATIONS AND FOR VARIATION FROM THE APPROVED DRAWING. 5. CONTRACTOR SHALL INSTALL EQUIPMENT IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS AND HIGHLINE WATER DISTRICT SPECIFICATIONS. 6. CONTRACTOR TO FURNISH ALL MATERIALS. 7. ALL DUCTILE IRON PIPE SHALL BE CLASS 52, NO EQUAL 8. ALL GATE VALVES SHALL BE MUELLER OR EQUIVALENT. 9. HYDRANTS SHALL BE AS SPECIFIED. 10. CUT -INS SHALL BE DIRECTLY SUPERVISED BY AN AUTHORIZED REPRESENTATIVE OF HIGHLINE WATER DISTRICT OR PREFORMED BY THE DISTRICT. 11. ALL LIVE TAPS SHALL BE DIRECTLY SUPERVISED BY AN AUTHORIZED REPRESENTATIVE OF HIGHLINE WATER DISTRICT. 12. ALL CHARGES FOR CUT -INS AND LIVE TAPS ARE THE RESPONSIBILITY OF THE DEVELOPER / CONTRACTOR. 13. ALL COUPLINGS SHALL BE ROMAC 501, OR EQUIVALENT. 14. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXISTING PIPE TYPES AND SIZES FOR COUPLINGS, CONNECTIONS AND LIVE TAPS: 15. ALL MAINLINE PIPE SHALL HAVE A 42" MINIMUM COVER AND 60 " MAXIMUM COVER UNLESS OTHERWISE SHOWN ON PLANS: 16.DEVELOPER SHALL PAY FOR ALL STATE, CITY AND COUNTY INSPECTION AND PERMIT FEES. 17. COORDINATE METER LOCATIONS WITH HIGHLINE WATER DISTRICT AUTHORIZED REPRESENTATIVE. 18. FIRE HYDRANTS AND MAINS TO BE OPERATIONAL PRIOR TO COMMENCEMENT OF BUILDING CONSTRUCTION. 19.IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO HAVE A SET OF THESE APPROVED PLANS ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. NO CHANGES ARE TO BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE DISTRICT. 20.SUBGRADE SHALL BE ESTABLISHED FOR AREAS OF SITE INVOLVING WATER SYSTEM FACILITIES. 21.PARTS MUST BE ON -SITE AND INSPECTED BY HIGHLINE WATER DISTRICT PRIOR TO SCHEDULING . CUT -INS OR CONNECTIONS. 22.REFER TO HIGHLINE WATER DISTRICT DESIGN AND DEVELOPMENT STANDARDS FOR ALL REMAINING NOTES AND DETAILS. 23.WATER USES OTHER THAN THOSE SHOWN WILL BE EVALUATED BY HIGHLINE WATER DISTRICT FOR COMPLIANCE WITH BACKFLOW PREVENTION REQUIREMENTS. 24.COMPACTION TESTING IS REQUIRED FOR ALL OPEN CUTS AND / OR CROSSINGS WITHIN PAVED OR TRAVELED AREAS OF PUBLIC RIGHT -OF -WAYS. 25.THE APPROVAL OF THESE PLANS DOES NOT RELIEVE THE CUSTOMER OF THE RESPONSIBILITY TO COMPLY WITH THE REQUIREMENTS OF OTHER AGENCIES AND, TO INSTALL ADDITIONAL BACKFLOW ASSEMBLIES RESULTING FROM THE DISTRICT'S FINAL SURVEY OF THE FACILITIES OR AT A FUTURE DATE SHOULD THE CUSTOMER HAVE A CHANGE IN USE OF THEIR WATER SYSTEM. 26. SEPARATION SHALL BE 10' HORIZONTAL FOR SANITARY SEWER, 5' HORIZONTAL FOR ALL OTHER UTILITIES. 18" VERTICAL CLEARANCE FOR SANITARY, 6" CLEARANCE FOR ALL OTHERS PRIOR TO STARTING CONSTRUCTION, CONTACT: ONE -CALL (1-800-424-5555) FOR UTILITY LOCATIONS. blCol()Liq APPROVED MAY 21 2010 City of Tukwila PUBLIC Works REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 1 2010 City of Tukwila BUILDING DIVISION 6 RECEIVED FEB 16 2010 PERMTCENTER W -J 0 rW ( / W z 4 z 0 Q z a 0 a J a IN---71,, 0 0 M .o IX) M ap • N co 4 o < co U_ z 0 j z ,1 x N Q c00 N d z 5w Y ce o W W Gin-J INDUSTRIAL * COMMERCIAL * AGRICULTURAL * NATURAL RESOURCES w w V) c as co N. c' CO °Q. N O to go ! o CO Y N • X a *L o WCD >o CC 1 * Q L() co '4- O O W N CO J W CO < Z LD 0 m �a O(7OuJ O tr)I WWW.SEGALEPROPERTI ES. CO 0 N Z 0 QU co CI -U a� O o- U) °- m a5 ZII' (/) (1) O W O u) 2 i co O Z PROJECT NUMBER: 321 -33 REVISION NUMBER: DRAWING NUMBER: C1.2 PERMIT SET TIMAT ---- 22 Or-EX -P o' 30' SCALE: I" = 30' GREEN RIVER GREEN RIVER EX LEVEE WALL, TYP L =2 3.4' A=3'41'20" 0,„„,„„„ ,,, ,,,, , ,, < ;, " ,rr Et- - ' "r" — - — - _ _ DEMO CONSTRU ON EX LEVEE WALL FOOTING, TYP 7'00'30" W -SkNCUT4LINE, T1(� CURB I 1 -JDEMO ;. CONCRETE NSITE ONLY / EX TREES j' ✓ / CB PROTECTION, TYP. (SEE DETAIL THIS SHT) 'PLACE SANDBAGS' FRONT OF WALL AT BEGINNING,OF DEMO/ CONST TO DIRECT' RUNOFF :SE6 EL 27.6± MATCH 37.0' 271± =` BOTTOM EL 21 TEMPORARY SEDIMENT TRAP SF ® WS 1:L, REQ'D SA =1,167 SQ FT PER KCSWDM D3.5.1 = DIRECT RUNOFF INTO SEDIMENT TRAP r EX CONTOUR, -EX CONTOUR, TYP MATCH : EX . 28.7± TEMPORARY SEDIMENT__ MATCH TRAP OUTLET . DEVICE tr277 4 RIM -=2 .75 L26:81 IE =20.92 - - (SEE DETAIL SHT C2.1 TO" &./1 CB EX ASPHALT -° '' °cs. ` - -EX ASPHALT . TO BE REMOVED .. 6 EI�27 6t"-- MATCH EX 27.3± MATCH,EX GRADE, BZiTT0M EL =21.00 3OLF -12" SD, S =0.04 ft /ft DEMO �� . MATCH MATCH -, O) : _ I EX 26.2± EX ,25 9± _ "'EPA �iri 'may ' '�' r, .''�� � I�` , "'�jl 4 " 1 "' /*"'. � ' — — w —BEMC EX W eW EX CB CONSTRUCTION UM RIM 25.05 IE =18a4 12" W IE =18.04 (12" E) EX ASPHALT- SEGALE DRIVE "A" (ANDOVER PARK W) RIM 25.18 IE =21.78 (6" W) IE =20.93 (12 N) EX STREET IGHT, TYP EX CB EX UTILITY RIM 25.94 BOX, TYP IE =24.19 (6" E) EX TYPE II SDMH RIM =26.60 IE =16.60 " M= 27.19 IE= 18.01 (12 "or15" W IE =17.61 (48 "JI) IE =17.61 (30" S) DEMO -2FTf CURB —FORs NEW DRIVEWAY ENTRANCE SAWCUT UNE, TYP mow f CURB FOR AY ENTRANCE RIM =27.07 IE =19.78 (E) €=-1'66 =62- 4-N,-S) LEGEND A/C PVMT TO BE REMOVED CONC PVMT TO BE REMOVED BLDG FOOTPRINT AREA PRIOR TO STARTING CONSTRUCTION, CONTACT: ONE -CALL (1 -800.- 424 - 5555) FOR UTILITY LOCATIONS. DEC WED FOR COMPLIANC APPROVED MAY 21 2010 PROJECT NUMBER: 321 -33, REVISION NUMBER: 1 CATCH BASIN PROTECTION if FILTER FABRIC MATERIAL 60" WIDE ROLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE. 2 "x2 "x14 GAUGE WIRE FABRIC OR EQUAL 1 2 "x2 "x14 GAUGE WIRE FABRIC OR EQUAL FILTER FABRIC MATERIAL MAINTENANCE NOTES: 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY: 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A CATCH BASIN WITH A CATCH BASIN PROTECTION INSERT. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE AND /OR REMOVE THE TRAPPED SEDIMENT. 4. REMOVE THE SEDIMENT WHEN IT REACHES 6" HIGH. 5. REPLACE ALL FILTER FABRIC WHICH HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN. �— n1= M= M= m-rfi =flT rrr-- -fl =1-fT -7— BURY BOTTOM OF FILTER MATERIAL . IN 8 "x12" TRENCH 6' MAX 2 "x4" WOOD POSTS OR STEEL FENCE POSTS PROVIDE 3/4" - 1.5 ". WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH SIDES OF FILTER FENCE FABRIC AT THE SURFACE 2 "x4" WOOD POSTS OR STEEL FENCE POSTS FILTER FABRIC FENCE NOT TO SCALE 10" OVERLAP SANDBAGS TO FILL VOID SPACE SANDBAG, TYP SANDBAG DETAIL (PLAN VIEW) SCALE: 1" = 2' MATCH EX GRADE EL =26.4±' N. SED. TRAP EL= 26.0±' (S. SED. TRAP MAX WS =24.50 0 EXISTING ROAD 0. o. 0°o 000 00_ 0 0 0 ° 00 o° 0 o° — 4" TO 8" QUARRY SPALLS, 12" MIN THICKNESS, TYP (SEE NOTE) 0 00 0 O V 000 0 ooOO 0 0 0 0 0 O n n 50' O ° °0 0 O°0 ° 0 o °0 0 0 o o 0 0 O p_O 0 LENGTH MAY BE MODIFIED AS SITE CONDITIONS WARRANT SUBJECT TO APPROVAL BY THE CITY o0 0 o 0 0 0o 0° 000 00 o• 0• 0 0 000 0 °Oo 0000 0 n 0 0 0 0 0 n oo 0 000° 000°0°°00 Oo OOOO 00 nn 0000 0 n z in CONSTRUCTION ENTRANCE NOT TO SCALE 12" RISER PIPE 48" DIAMETER CMP STANDPIPE TOP OPEN, BOTTOM CLOSED AND ENCASED IN CONCRETE 0.25' TOP EL =24.75 MAX WS =24.50 0 1 -1/2" WASHED ROCK GRAVEL CONE MAINTENANCE NOTES: 12 SD OUTLET PIPE - WATER TIGHT SEAL 12 "X 12 "X 12" PVC TEE RUBBER GASKET JOINTS (REMOVABLE) FI II III IME 1" DIA. TYP., 40 HOLES MIN ® 10" O.C. PERFORATIONS SHALL BE LOCATED WITHIN THE LIMITS OF THE GRAVEL CONE. COMPACTED GRAVEL BASE 6" CONCRETE BASE 1. MONITOR AND ADJUST SANDBAG WALL TO PREVENT SEDIMENT LADEN RUNOFF FROM PASSING THROUGH VOID SPACES. 2. REMOVE SEDIMENT BEFORE IT BECOMES HIGHER THAN THE WALL 3. ADD ADDITIONAL SANDBAGS AS NECESSARY TO PREVENT SEDIMENT LADEN SURFACE RUNOFF FROM OVERTOPPING THE WALL. 11 i " ' I m ± _ 1 l I I I li it l 11 it l li 'l l 11 I l l TEMPORARY SEDIMENT TRAP OUTLET DEVICE 1" DIA. TYP., 40 HOLES MIN © 10" O.C. PERFORATIONS SHALL BE LOCATED WITHIN THE LIMITS OF THE GRAVEL CONE. SCALE: 1"=2' SANDBAG, TYP OVERLAP SANDBAGS TO FILL VOID SPACE PLACE SANDBAG DIRECTLY ON PAVEMENT SANDBAG DETAIL (ELEVATION VIEW) SCALE: 1" SiltsacIP CATCH BASIN SILT FILTERING SYSTEM, OR APPROVED EQUAL. GRATE CATCH BASIN CATCH BASIN PROTECTION INSERT NOT TO SCALE NOTE: THE Siltsack® SEDIMENT CONTROL DEVICE IS MANUFACTURED BY: BOTTOM EL= 21.00' ACF ENVIRONMENTAL, INC. 2831 CARDWELL DRIVE RICHMOND, VA 23234 PHONE: 800 -448 -3636 APPROVED MAY 21 2010 City of Tukwila PUBLIC Works PRIOR TO STARTING CONSTRUCTION, CONTACT: ONE —CALL (1- 800 -424 -5555) FOR UTILITY LOCATIONS. btOO HM REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION, RECEIVED FEB 16 2010 PERMIT CENTER z 0 • • in CL N O- n u.1 co • O 1._ Zcno w J z z 0 (W � z • Ln 3 0 d - ,n Y Q L) LY JNx I 4:::D zip 0 1 0 0 i AGRICULTURAL * NATURAL RESOURCES INDUSTRIAL * COMMERCIAL z a w w u) c0 c 0 ' o` to CO OO. No `n N h lf) ep J '0 =N a* IL . * W Y � N 010 ~ Y * Q� N 0_ O W 00 c0 ;z 0 0 u) a- 0 m — J • �I- WWW.SEGALEPROPERTIES. COM 0 N to PROJECT NUMBER: 321 -33 REVISION NUMBER: DRAWING NUMBER: C2.1. PERMIT SET 30' SCALE: I" = 30' ASPHALT CONCRETE PAVEMENT CEMENT CONCRETE PAVEMENT • Zit:'. R��`3o oo, *4 X LEVEE WALL, TYP ''.r'' .. 40' SHORELINE SETBACK LINE ... • . �- ; .�� • S 03' . 19.x 5: _.y YL —_ .14125' _ - �`�.".".,.... R= 799. ,,,,,,,,,,, „, 00 -”. LS I i f, y ! -T .� ... ....., r :..::'- ..... ,.. J... . ,.,,t. r.. -, ..._... ,. .. .. ..ICJ _ 1 8 EX LEVEE WALL FOOTING, TYP A=--3'41'20” ,,,; „ „ ,,,:,q ,,,.,.,, , ,100 _�_�_ =tea - - CONCRETE DUMPSTER PAD EX STREET LIGHT, TYP EX UTILITY BOX, TYP EX BLDG. i r sit NEW STREET TREE, TYP (SEE LANDSCAPE PLAN) RELOCAEE iFDTIt$t AS SEGALE DRIVE "A" REzonuoY V , TYP (ANDOVER PARK W) MATCH EX- SIDEWALK, TYP 1�..,.._411b._ — _ _ _ _ _ __.r..�. 4 1 EX ASPHALT- EX BLDG D■o oLty 4 EX ASPHALT EX STRE LIGHT, T dra'ia1i"stl�.'t APPROVED MAY 21 2010 City of Tukwila PUBLIC Works EX ASPHALT AIM I'' ,, ®:IMU)MGit MI : '. • 1 ' 0 ' L C RECEIVED MAY 132010 PERMIT CENTER APPP+l ' 0 MALI 1 211111 v '•a► Gl City of Tukwila BUILDING DiviSIOhi 6 0 ri z In w 0 0 U) W J 3 Q Z r7 co cn 0 0 0 WWW.SEGALEPROPERTIES.CO CL co ""63 rral CO R3.< =! PROJECT NUMBER: 321 -33 REVISION NUMBER: 1 DRAWING NUMBER: C3.0 PERMIT SET SITE PLAN 6" CRUSHED SURFACING BASE COURSE 2.5" HOT MIXED ASPHALT, 1/2" CLASS 12" MINIMUM COMPACTED SUBGRADE, COMPACTED TO AT LEAST 95% OF MAXIMUM DENSITY. 12" PIT RUN SAND AND GRAVEL SUBBASE LEGEND; X. Xis XX..XX 7441„/ FINISH CONTOUR GRADE BREAK LINE 0' 30' SCALE: 1" 30' FINISH GRADE SLOPE FINISH GRADE POINT ASPHALT CONCRETE PAVEMENT 4101 .011■01.11110 .11.MORILJNI.011,1101.100. arr. faIN■■ WO WOW... MID OOP e.6 .:1- - - -SH OR ELINE TOACK -34L:2116,3-4:37411,52049-2, LINE j Q �-�- -- .. _ "air i,�,,,,�,�.,0�..,,r �...� Ts0'3." ► 20.06. EX CURB EXTRUDED CONCRETE CURB, TYPE 6 PER WST /APWA STD PLAN F- 1042.00, TYP FINISH CONTOUR, TYP 27.58 27.65 26.97 CONCRETE DUMPSTER. PAD 29,90 8.71 s "f• 30.23 29.90 EX RAILROAD BUILDING 101 F.F. 30.25 CONCRETE SIDEWALK PER CITY OF TUKWILA STDS, RS -11, TYP S =2% MAX /1% MIN 29.90 30.23 29.60 29.90 30.23 29 i 29.90 EX BLDG 29.90 29.90 f ---' r! 29.97 29.90 28.92 29_30 29.90 29.88 29.90 A*. �.. EX TREES. 27.20 29.44 27.11 EX ASPHALT 27.65 r111r7•r- 26.;.e. EX UTILITY BOX, TYP CONCRETE SIDEWALK PER CITY 25.09 S =2% MAX /1 % MIN SEGALE DRIVE "A" BOX /VAULT, TYP NE310V-ER-PARK-VV) r'S AireA vnfi 1 �sr� i I dU c(r'vc _c. - , /d E 4B T APWA STD .16 -00, TYP 0 , STDS, ' S -11, TYP S =2% MAX/1% MIN EXTRUDED CONCRETE CURB, 1M1ckSc SI TYPE 6 PER WSDOT /APWA _ r STD PLAN F- 10.42.00, TYP EX ASPHALT EX ASPHALT EX TREES V MAY 21 2010 City of Tukwila PUBAPPROLIWorkC s ED EX BLDG EX ASPHALT REVIEWED FONR CODE COMPLIANCE APPROVED MAY 2 l 7010 -/3-/t) S-130 DRAWING NUMBER: PERMIT SET INLET FROM CB1 IE =19.00 4" PERFORATED PERIMETER DRAIN, TYP IE =18.21 (SEE NOTE) 45'0 EXISTING GRADE, TYP. 12" VENT w /LOCKING COVER, TYP -� C ACCESS RISER CLEANOUT SHEAR RIM EL=26,64 IF w /LOCKING LID, GATE w /HAND FINISH GRADE, TYP. ACCESS RISER AT OUTLET • 12" VENT w /LOCKING COVER, TYP 12 "x12" TEE 1"0 AIR VENT Z WQ WSiEL =21.00 `‘l 0 OPEN END SEDIMENT STCIRAGE ►WS EL =14.0 .0 12" OUTLET TO EX -► VAULT, IE =21.00 12" PIPE EXTENSION 0 • 4. • SEDIMENT STORAGE =1 ' , • NOTE: LADDERS NOT SHOWN SECTION D-D: NORTH WQ VAULT END VIEW SCALE: 1"=5' NOTE: LADDERS NOT SHOWN REMOVABLE BAFFLE 12" INLET FROM CB1 IE =19.00 4" PERFORATED PERIMETER DRAIN, TYP IE =18:21 (SEE NOTE) ,9'0 12" SD GRADE EL= 26.57 ACCESS RISER w /LOCKING LID, RIM EL =26.64 INLET FROM CB1 I E= 19.00 PERIMETER DRAIN IE =18.21 (SEE NOTE) C 4 5'x10' REMOVABLE GRATE FINISH TOP EL =27.33 GRADE, TYP. 111111w-V11.E lw4 z Lo 4 N � WATER QUALITY Q (EAU STORAGE) WS EL =21.00 BOTTOM EL=--13.00 WATER QUALITY VAULT (STRUCTURAL DESIGN BY OTHERS) INTERIOR DIMS= 15'Wx37'L WATER QUALITY VOL =3,885 CU FT (REQ'D WATER QUALITY VOL =3,789 CU FT ACCESS RISER w /LOCKING LID, RIM EL =27.39 1,.- rig --" I IMAM A 12"x12" TEE FLOW . 12" SD PIPE -- EXTENSION OPEN END i CLEANOUT SHEAR GATE w %HANDLE ---TOP EL =23.50 SEDIMENT STORAGE WS EL =14.00 s 4 :•ai 0 • 40' I. I• REFER TO VAULT DESIGN FOR FOUNDATION REQUIREMENTS (DBO) FROM\ CB1 A'L£ SECTION C -C: NORTH INQ VAULT ELEVATION VIEW (LOOKING EAST) SCALE: 1"=5' 4 • 4 GRADE EL =26.89 NOTE: VAULT TOE NOT SHOWN H A WATER. QUALITY VAULT (STRUCTURAL DESIGN BY OTHERS) INTERIOR DIMS=15'Wx37'L WATER QUALITY VOL =3,885 CU FT ( REQ'D WATER QUALITY VOL =3,789 CU FT) (INTERIOR) 12" OUTLET TO EX VAULT, IE =21.00 NOTE: STRUCTURAL ENGINEER SHALL PREPARE BUOYANCY CALCULATIONS BASED ON PERIMETER DRAIN ELEVATION TO VERIFY FINAL VAULT DESIGN WILL COUNTERACT BUOYANCY. ,0' U. REMOVABLE . A . i I, . n -•y FLOW 5'x10' REMOVABLE GRATE -► TOP EL= 27.33 SPILL CONTROL TEE ""49 • •♦♦ii►♦s1004 12" VENT w/ LOCKING COVER, TYP IE =18.21 (SEE NOTE) 4 " CHECK VALVE U) N 0 GRADE EL =27.14 TO EX VAULT TO EX (EX. SDMH2) VAULT (SDMH2) ,0'1.£ NORTH WQ VAULT PLAN VIEW SCALE: 1" = 5' 2 451.'0 OUTLET IE =21.00 ACCESS RISER w /LOCKING LID, RIM EL= 27.39 C 49'I ACCESS LADDER, TIP GRADE EL =27.47 12" SD CLEANOUT SHEAR. GATE w /HANDLE 1 "0 AIR VENT 12 "x12" TEE 12" PIPE. EXTENSION OPEN END TO DOWNSTREAM SYSTEM • .$PILL CQ.NTROL TEE DTAIL • SCALE: 1"=4' NOTE: STRUCTURAL ENGINEER SHALL PREPARE BUOYANCY CALCULATIONS BASED ON PERIMETER DRAIN ELEVATION TO VERIFY FINAL VAULT DESIGN WILL COUNTERACT BUOYANCY. ACCESS RISER w /LOCKING LID, RIM EL =26.94 5'x10' REMOVABLE GRATE RIM EL =27.46 DRILL 1 "0 AIR VENT IN TOP OF TEE CLEANOUT SHEAR GATE w /HANDLE 4" PERFORATED PERIMETER DRAIN, TYP IE =17.12 (SEE NOTE) ktt2e41 1F 12" OUTLET TO ',r, z: CB7, IE =20.00 N 12 "x12" TEE 12" SD PIPE EXTENSION OPEN END 12" VENT w /LOCKING CLEANOUT SHEAR COVER, TYP GATE w /HANDLE FINISH GRADE, TYP. ACCESS RISER w /LOCKING LID, RIM EL =26.94 -12 "x12" TEE INLET FROM IE =18.00 1 "0 AIR VENT 12" OUTLET TO -► CB7, IE =20.00 12" PIPE EXTENSION 4" PERFORATED PERIMETER DRAIN, TYP IE= 17.12 (SEE NOTE). WET VAULT (STRUCTURAL DESIGN BY OTHERS) INTERIOR DIMS= 15'Wx68'L WATER QUALITY VOL =7,140 CU FT (REQ'D WATER QUALITY VOL= 7,047 CU FT) 0 SEDIMENT STO' A WS EL NOTE: LADDERS NOT SHOWN SECTION F -F: SOUTH WQ VAULT END VIEW SCALE: 1 " =5' FINISH GRADE, TYP, WATER QUALITY (DEAD STORAGE) WS EL =20.00 FLOW NOTE: LADDERS NOT SHOWN EXISTING GRADE, TYP. A " • .4 BOTTOM EL =12.00 SEDIMENT STORAGE WS EL =13.00 0 0 0 REMOVABLE BAFFLE 12" VENT w /LOCKING COVER, TYP 0 TOP EL =22.50 (INTERIOR) -INLET FROM CBS IE =18.00 • . .r:: • 44 . s' • REFER TO VAULT DESIGN - FOR FOUNDATION REQUIREMENTS (DBO) 40'99 SECTION E -E: SOUTH WQ VAULT ELEVATION VIEW WET VAULT (STRUCTURAL DESIGN BY OTHERS) INTERIOR DIMS =15'Wx68'L WATER QUALITY VOL =7,140 CU FT ( REQ'D WATER QUALITY VOL =7,047 CU FT (LOOKING EAST) SCALE: 1"=5' FROM CB8 ACCESS LADDER, TYP GRADE EL =26,63, PERIMETER DRAIN IE =17.12 (SEE NOTE) GRADE EL =26.62 GRADE EL=27.24 GRADE EL =26.78 GRADE EL= 26.89. N- 0 ACCESS RISER w /LOCKING LID, RIM EL= 25.94 E 12" VENT w/ LOCKING COVER, TYP ,00'£ ACCESS RISER w /LOCKING LID, RIM EL =26.86 OUTLET IE =20.00 NOTE: VAULT TOE NOT SHOWN SPILL CONTROL TEE 451.'0 E ACCESS LADDER, TYP GRADE EL =26.96 GRADE EL =26.95 J TO CB7 TO CB7 IE =17.12 (SEE NOTE) 4" CHECK VALVE APPROVED MAY 21 2010 City of Tukwila PUBLIC Works 4 5'x10' REMOVABLE GRATE GRADE EL =27.57 GRADE EL =27.10 REVIEWED FOR CODE COMPLIANCE SOUTH WQ VAULT PLAN VIEW APPR OVED APP SCALE: 1" 5' MAT 2 1 2010 bio 04y City of Tukwila _ BUILDING DIVISION GRADE EL =27.22 ECE1VED FEB 16 2010 PERMIT CENTER m ■ a 9 z _1 W Z 0 J U) N co O co z 0 z x N 4 0 z ell COASTAL & CIVIL ENGINEERS Co w w 0 0 w 0 w U) a • 0 ULTURAL * N COMMERCIAL * AG z w cn PROJECT NUMBER: 321 -33 REVISION NUMBER: bRAWING NUMBER: co h co co Eh as co N • r• -- c J O a: Y N • X <* n= wo E win * • e O N W N a0 J< O CO 1 °in I- C6.1 PERMIT SET WWW. SEGALEPROPERTI ES. COM 0 N WET VAULT DET 15' 0' 30' SCALE: I ". = 30' NOTE: SANITARY TEE OR SWEEP MAY BE INSTALLED IN LIEU OF A WYE AS SHOWN. STRAIGHT TEES ARE NOT ACCEPTABLE. FINISH GRADE HIGHLINE WATER DISTRICT APPROVED FOR CONSTRUCTION BY DATE .. GASKETED CAP e_. #10 WIRE, (2) WRAPS MIN REQUIRED FOR MAGNETIC LOCATION FINDER PVC PIPE & FITTINGS, TYP. - GASKETED CAP CLEAN -.OUT DETAIL (UNPAVED AREAS) NOT TO SCALE DISTRICT ENGINEER PLAN APPROVAL EXPIRES ONE (1) YEAR FROM DATE OF SIGNATURE 'S/045, R oCt ESTIMATED EDGE OF EX PVMT, TYP GREEN RIVER EX CURB C FH 12272 525 DEMO FH ASSY PAR WD STD, PLAN 9 1� �� am, `"i5'WATERES j1N 9000 CFS LINE _ ice•' g�3500 A- _ -r -,E-�--; (MEAN HIGH WATER) _ L= 22�.,34 4 S 039 15 -+-�" - — — _ _ -- roe � ".. 8x90 BEND --- s .c�. DI. W (RJxRJ) & TB - ° I--- 18LFr8" DI W EX LEVEE WALL FOOTING, TYP S 0700'30" W 20 OW_ - IMO .10 as. anitwomo mos 1•11/1 ONO MO 11111•1111M11....e...10■••■•1111115..611171 C -8"x11.25' BEN ( � & TB_ -CB'S. TYP HT C6.0) SD, SEE\ SHT - 20LF -8" • BEN' ' (NA V) & LF' 8 EX RAILRO / 1 � COORDINATE FOR BOTH TEES HERE TO BE INSTALLED IN THE SAME DAY IN ORDER TO MINIMIZE DISRUPTION OF WATER SERVICE TO EX BLDG. 10x8 TEE (RJxRJxFL) 8" GV (FLxRJ) 10" DI NIPPLE (2 EA) 10 "x6" TEE (RJxRJxFL) 6" GV (FLxRJ) FH ASSY 10" DI PLUG (RJ) TB (2 EA) - 1.5" SCH 80 PVC SUMP PUMP FORCEMAIN A DDCA (WA DOH APPROVED) IN VAULT PER HWD STD PLAN 17 WITH SUMP PUMP PER HWD STD PLAN 26. " 6 "x90' BEND (RJxRJ) & TB -`6 PIV CONNECT 6* DI W TO BLDG. REFER TO FIRE PROTECTION PLANS FOR CONTINUATION. (CONSULT FIRE PROTECTION SYSTEM ENGINEER ON FINAL SIZING PRIOR TO CONSTRUCTION.)- CONNECT 2" HDPE W TO BLDG. REFER TO BLDG PLANS FOR CONTINUATION. -� 2" HDPE W 6 "x6" TEE (FLxRJxRJ), 6" CHECK VALVE (FLxRJ) & TB- (WA DOH AP WM PER E (FLxFL)4\ 2 EA RJ) OVED) IN M STD PLAN EX BLDG " SS CO & 45' WYE IE= 21.87 -' -6" SS CO & 45' WYE IE =22.05 ;CONNECT TO BLDG SEWER EX 15' WATER ESMT 5 =0.0� ftVft Ivr 281}F -8" DI W, -6" DI W (RJ4J) & TB (3 I'LAC SPECIAL NOTES: SSS SHUT OFF VALVE IN VALVE BOX, IE =21.31 7OLF -6" SSS; S =0.033 ft/ft L V I 8 "x8" TEE (RJxRJ) & TB-\ E�FIR HY .) 75 5fi 0 FOR (DBO VAULT, TYPE"' (SEE SHT C6.0) AfirM11.1111111•111M11116:451N O EX STREET LIGHT, TYP EX 6" SSS, - EX UTILITY S =0.032 ft /ft BOX, TYP 25LF -8" DI W 24LF -6" DI W f� YR" TEE 1. ALL DUCTILE IRON PIPE SHALL BE FULLY RESTRAINED WITH MEGA -LUG RESTRAINED MECHANICAL JOINTS AND FIELD -LOK GASKETS DUE TO HIGH PRESSURES IN THE BUSINESS PARK. —1) V Mi an wm 1 1 I 2. THE BLDG FIRE SYSTEM SHALL BE EX IRR, DESIGNED FOR A FUTURE VA VES , ...404 1� elf.' `; -� - - -- I : ED.UCONJN_ Sl�l 1 , .. I R 4. _ _J) _ �' `�6T.,Wi . I P- 5-RE o r't •. 599.60 . : r°t. • _' 1' . ." I►>,ir� \ '° .� P. �_ a .. — ..• — ,,,a Imo' �. .. 43LF -8" DI W 2" PRV & 2" DCVA (WA , EX UTILITY DOH APPROVED) IN VAULT BOX /VAULT, TYP L FH ASSY PER HWD STD PLAN 9 1,8 BND� _1 '- EX IRR. VALVE EX IRR. VALVE & CONNECT TO EX 6" SSS IE= 19.o±(FV) r s =,Z=11111011=111111111 X . G�IiI � r EX SS MH RIM =26.60 IE =17.87 (8" N - 8 "x90' BEND (RJxRJ) & TB SEGALE DRIVE "A" (ANDOVER PARKIN rn. �, EX 6" SSS, S =0.032 ft /ft EX SS MH RIM =25.74 IE =18.44 (8" N) SEX STREET LIGHT, TYP EX ASPHALT -EX ASPHALT- EX TREES EX ASPHALT- APPROVED MAY 212010 City of Tukwila PUBLIC Works VS-13.7' ---47-7 /3 -i4 EX BLDG .1-".. r- . • �--- -- REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 RECEIVED MAY 13 2010 PERMIT CENTER PROJECT NUMBER: 321 -33 REVISION NUMBER: DRAWING NUMBER: PERMIT SET 1. ALL DUCTILE IRON PIPE SHALL BE FULLY RESTRAINED WITH MEGA -LUG RESTRAINED MECHANICAL JOINTS AND FIELD -LOK GASKETS DUE TO HIGH PRESSURES IN THE BUSINESS PARK. —1) V Mi an wm 1 1 I 2. THE BLDG FIRE SYSTEM SHALL BE EX IRR, DESIGNED FOR A FUTURE VA VES , ...404 1� elf.' `; -� - - -- I : ED.UCONJN_ Sl�l 1 , .. I R 4. _ _J) _ �' `�6T.,Wi . I P- 5-RE o r't •. 599.60 . : r°t. • _' 1' . ." I►>,ir� \ '° .� P. �_ a .. — ..• — ,,,a Imo' �. .. 43LF -8" DI W 2" PRV & 2" DCVA (WA , EX UTILITY DOH APPROVED) IN VAULT BOX /VAULT, TYP L FH ASSY PER HWD STD PLAN 9 1,8 BND� _1 '- EX IRR. VALVE EX IRR. VALVE & CONNECT TO EX 6" SSS IE= 19.o±(FV) r s =,Z=11111011=111111111 X . G�IiI � r EX SS MH RIM =26.60 IE =17.87 (8" N - 8 "x90' BEND (RJxRJ) & TB SEGALE DRIVE "A" (ANDOVER PARKIN rn. �, EX 6" SSS, S =0.032 ft /ft EX SS MH RIM =25.74 IE =18.44 (8" N) SEX STREET LIGHT, TYP EX ASPHALT -EX ASPHALT- EX TREES EX ASPHALT- APPROVED MAY 212010 City of Tukwila PUBLIC Works VS-13.7' ---47-7 /3 -i4 EX BLDG .1-".. r- . • �--- -- REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 RECEIVED MAY 13 2010 PERMIT CENTER PROJECT NUMBER: 321 -33 REVISION NUMBER: DRAWING NUMBER: PERMIT SET 0 4( 3 rn 3 CD 2 ort 2 EX 10" 1 0 HIGHUNE WATER DISTRICT APPROVED FOR CONSTRUCTION BY DATE... DISTRICT ENGINEER PLAN APPROVAL EXPIRES ONE (1) YEAR FROM DATE OF SIGNATURE Alignment — Watermain PROFILE 4 +00 Station N- �-llll VV LTLJ LTJU Itvv Lrvv .j �� I V , 22.255 29.64 - - • . 1 7.766VC p co • j �j N co M • N Gri Uj N r7 d; '" N N `- co N 01 &V \ N t0 N / t0 0 '- N N co N 6 r N CI) n r N d N c[1 N n r N' � cCi N AD GRADE BREAK _ STA = ELEV = 8 +65.25 ' 22.284 18.225VC N O M o Di N BREAK = 21.183 STA = 0 +0).00 co '- cV N GRADE ELEV O N d N N N ^ O N CA O c0 N N r QO rn N 0 ^ rn CV N O cn N .- N N j 23.512 29.81 - FINISH GRADE .- .- M d1 N DD O N 00 0 • N O pp Qi N co N O t` of N M N Oi N O N n vi N a0 N N co h ai N U7 N d- f\ Oi N — ^ to Oi N - -- sF co N - �, - U7 co N ,- , cy N VERTICAL DEFLECT CURVE. MAX ON 1.5 JOINT per JOINT P FIN ISH GRADE EXIST NG GRADE VERTICAL JOINT DEFECTION CURVE. = per JOINT MAX 1.5' 8 „ SD , EXISTING GRADE - - -- - -41 _ ______ ---- 1,5" -- PVC SUMP ------- PUMP FORCEMAI�1 - - - -.� - -- _ ___ - - -- - -_- - -- -- _ ®," ��� /--- ._ - -- 'r 8 SD -1.08 42" MIN _ - _ - _ - - - _ - - „ 2 H DPE W "' MIN 8 "x11.25'. 8" DI WATERMAIN � -0.81 % 12 'f V,RTICAL " 8 "x11.25'- BEND- 8 "x45' 1.01% - � • - 8 "x8" TEE 8" DI WATERMAIN 6 "DI W FRO FDC -8 "x6" TEE -TEE- CURVE. -8 x� BEND MAX JOINT BEND BEND " _ 8 x90' BEND EX EX 30" SD GROUND 8'x9 BEND 0' ELEVATION, TYP. ELEVATION, TYP. DEFLECTION = 1.5 per L OINT EX GROUND ELEVATION, TYP. PIPE INVERT ELEVATION, TYP. 12 "K8" TEE & 8 GV- FIPE INVERT � - 10 "x8" TEE & GV I I I I I I • I c „ .4 , i s , „n : ' , ') a Ian 0 7 R Ann -z _t_ O t 7i_ R n 7 _,_. 7 c A J_ nn d_... 0 c dJ_ � n itJ 7 c..L nn c _L o c I I- �.-. -7 � R 4- nn R4-9 R -I- �n R-1-7 7-,- n0 7_4_9 5 7-4- cn "7-4-7 8+ 00 R-I- 9 R-1- �(R-I- R VV LTLJ LTJU 0 +25 0 +50 0 +75 1 +00 1 +25 1 +50 1 +75 2 +00 2 +25 2 +50 2 +75 3 +00 3 +25 3 +50 3 +75 4 +00 4 +25 4 +50 4 +75 Station SCALE: 1" = 30' HORIZONTAL 1" = 10' VERTICAL 5 +00 5 +25 5 +50 5 +75 tMo.oL1LI 6 +00 6 +25 6 +50 6 +75 APPROVED MAY 21 2010 City of Tukwila PUBLIC Works 7 +00 • 7 +25 7 +50 7 +75 8 +00 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 1 2010 City of Tukwila BUILDING DIVISIf1M 8 +25 8 +50 0 55 0 .5 v :o W EX 12" W 5 RECEIVED MAY 132010 T CENTER 0 0 REVISED PER HWD REVIEW. z O in U, Cr GO 1 4 M 0 co Q' Z U H N. z U) = Q ^ �+ N 0 v J U ce O FAx: 825 -1363 0 z == LE 4:0 ca.) U W 0 a W U Cr 0 W 1/ co J 0 4 ft 1 J co 4 0n Z co co co Q i * o N J N tin 4 �o g. 3 rn ?o CV J I- D Q* Li_ Q w 0 o >N JI--• r- .4 .. ce u' co.cLo I- N N 0 D co co < z 0 Z m N a * 000w 1 n' Lo I- U r w E E 0 U' 5 a_ w W J ccs J I- O tt WWW. SEGALEPROPERTI ES. COM 0 N cci W 0 —1 cn . LL. 0 Et (I) `° 0 Cl. m to z -0 a W o. ---1 < PROJECT NUMBER: 321 -33. REVISION NUMBER: 1 DRAWING NUMBER: C7.1 PERMIT SET 22.255 29.64 N to cp N p co • j �j N co M • N Gri Uj N r7 d; '" N N `- co N 01 &V \ N t0 N / t0 0 '- N N co N 6 r N N N c� N CI) n r N d N c[1 N n r N' � cCi N 03 N • N o? T N N � 00 N N O M o Di N N 0 O �j N u7 N O N co '- cV N to N O N d N N N ^ O N CA O c0 N N r QO rn N 0 ^ rn CV N O cn N .- N N O O N 23.512 29.81 23.782 29.84 24.053 29.83 24.324 29.83 .- .- M d1 N DD O N 00 0 • N O pp Qi N co N O t` of N M N Oi N O N n vi N a0 N N co h ai N U7 N d- f\ Oi N M N ^ to Oi N N sF co N M cp N u7 N N U7 co N ,- , cy N 0 +25 0 +50 0 +75 1 +00 1 +25 1 +50 1 +75 2 +00 2 +25 2 +50 2 +75 3 +00 3 +25 3 +50 3 +75 4 +00 4 +25 4 +50 4 +75 Station SCALE: 1" = 30' HORIZONTAL 1" = 10' VERTICAL 5 +00 5 +25 5 +50 5 +75 tMo.oL1LI 6 +00 6 +25 6 +50 6 +75 APPROVED MAY 21 2010 City of Tukwila PUBLIC Works 7 +00 • 7 +25 7 +50 7 +75 8 +00 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 1 2010 City of Tukwila BUILDING DIVISIf1M 8 +25 8 +50 0 55 0 .5 v :o W EX 12" W 5 RECEIVED MAY 132010 T CENTER 0 0 REVISED PER HWD REVIEW. z O in U, Cr GO 1 4 M 0 co Q' Z U H N. z U) = Q ^ �+ N 0 v J U ce O FAx: 825 -1363 0 z == LE 4:0 ca.) U W 0 a W U Cr 0 W 1/ co J 0 4 ft 1 J co 4 0n Z co co co Q i * o N J N tin 4 �o g. 3 rn ?o CV J I- D Q* Li_ Q w 0 o >N JI--• r- .4 .. ce u' co.cLo I- N N 0 D co co < z 0 Z m N a * 000w 1 n' Lo I- U r w E E 0 U' 5 a_ w W J ccs J I- O tt WWW. SEGALEPROPERTI ES. COM 0 N cci W 0 —1 cn . LL. 0 Et (I) `° 0 Cl. m to z -0 a W o. ---1 < PROJECT NUMBER: 321 -33. REVISION NUMBER: 1 DRAWING NUMBER: C7.1 PERMIT SET LIVE TAP MAINS EXISTING DJ. OR C.I. WATER MAIN- UNDISTURBED SOIL 1T�lL�ll1 �TTTJ. J1I I 1 �L1�T( • rl I I�1 111, .III 11 1- I 11LY . d • 4 d TAPPING GATE VALVE (FL X MJ) (SEE SPECIFICAT10NNS) II 1 u CONCRETE BLOCKING TAPPING SLEEVE (FL (SEE SPECIFICATIONS) NOTE: ALL CONNECTIONS TO EXISTING MAINS WILL BE MADE WITH HWD AFTER REQUIRED TESTING. HIGHLINE WATER DISTRICT ONLY ALLOWS LIVE TAPS TO ASBESTOS CEMENT (AC) WATER MAINS GREATER THAN 8" DIAMETER. SEE CUT -IN DETAIL(S). VALVE MARKER POST REQUIRED PER HWD STANDARD DETAIL #10. PROVIDE SUPPORT BLOCK UNDER TAPPING VALVE. LIVE TAP NTS REVISION DATE 1/5/04 PLOTTING SCALE NTS DRAWN CHECKED SED TDK FILE NAME F: \DWGS \DETAILS- 2004 \HWD -001 DISTRICT APPROVED TDK DATE APPROVED 3/1/04 VERTICAL BLOCKING FOR 11 1/4', 22 1/2', 30' BENDS PIPE SIZE V B CU FT A D L 4" 11 1/4' 22 1/2' 30' 8 11 17 2.0: 2.2' 2.6' 1.5' 2.0' 6" 221//2' 30' 25 41 2.9' 3.5' 3/4" 2.0' 8" 11 1/4' 22 1/T 30' 16 47 70 2.5' 3.6' 4.1' 3/4" 3/4" 2.0' 2.5' 12" 11 1/4' 22 1/2' 30' 32 88 132 3.2' 4.5' 5.1' 3/4" 7/8" 2.0' 3.0' 16" 11 1/4' 22 1/2' 30' 70 184 275 4.1' 5.7' 6.5' 7/8" 11/8" 11/4" 3.0' 4.0' 20" 11 1/4' 22 1/2' 30' 91 225 330 4.5' 6.1' 6.9' 7/8" 11/4" 13/8" 3.0' 4.0' 4.5' 24" 11 1'f/42' 22 30' 128 320 480 5.0' 6.8' 7.9' 1 " 13/8" 15/8" 3.5' 4.5' 5.5 VERTICAL BLOCKING FOR 45' BENDS 4" 45' 30 3.1' 3/4" 2.0' 6" 68 4.1' 8" 123 5.0' 12" 232 6.1' 3/4" 2.5' 16" 478 7.8' 11/8" 4.0' 20" 560 8.2' 11/4" 24" 820 9.4' 13/8" 4.5' NOTE: CONCRETE BLOCKING BASED ON 200 PSI WATER PRESSURE AND 2500 PSI CONCRETE GALVANIZED ROD VERT. BEND I H -1-1_ UNDISTURBED EARTH VERTICAL BLOCKING FOR 11 1/4', 22 1/2' & 30' BENDS GALVANIZED RODS 4. . a .o • • II 1111-- - UNDISTURBED I I EARTH -II 45' VERTICAL BLOCKING FOR 45' BENDS VERTICAL CONCRETE BLOCKING NTS REVISION DATE 1/8/04 PLOTTING SCALE NTS DRAWN CHECKED SED TDK FILE NAME F: \DWGS \DETAILS - 2004 \HWD -007 DISTRICT APPROVED TDK DATE APPROVED 3/1/04 CUT -IN TO MAINS ROMAC FLEX COUPUN UNDISTURBED SOIL- - CONCRETE BLOCKING 18" MIN. D.I. NIPPLE EX. AC WATER MAIN EX. AC WATER MAIN , / 1 '•' - " -L ,_u: �1T� IlI -)� -• -I11- -ffl- • a• it JL_ ROMAC FLEX COUPUNG REMOVE ANY AC COUPLINGS, COLLARS, ETC.) 18" MIN. D.I. NIPPL -&I (REMOVE ANY AC COUPLINGS, COLLARS, ETC.) 3 GATE VALVES (FL X MJ) NOTES: ALL CONNECTIONS TO EXISTING MAINS WILL BE MADE WITH HWD AFTER REQUIRED TESTING. ANY CONNECTIONS TO RESTRAINED JOINT PIPE SHALL ALSO BE RESTRAINED JOINT. VALVE MARKER POSTS REQUIRED PER HAD STANDARD DETAIL #10. DISINFECT FITTINGS & PIPE BEFORE MAKING CONNECTION. PROVIDE SUPPORT BLOCK UNDER TEE AND VALVES. D.I. SLEEVE (MJ) c (I SPACER F REQUIRED) 18" MIN. D.I. NIP UNDISTURBED SOIL TEE (FL) CUT -INS TO EXISTING AC WATER MAIN REQUIRE: 2 - 18" MIN. D.I. NIPPLES 2 - ROMAC FLEX COUPLINGS CONCRETE BLOCKING EX. D.I. OR C.I. WATER MAIN (REMOVE EX. BELLS, : 3 COUPLINGS, ETC.) 0 GATE VALVES (FL X MJ) -EX. D.I. OR C.I. WATER MAIN TEE (FL) CUT -INS TO EXISTING C.I. OR D.I. PIPE REQUIRE: 1 - 18" MIN. D.I. NIPPLE 1 - (MJ) SLEEVE CUT IN USING THREE VALVES NTS REVISION DATE 1/7/04 PLOTTING SCALE NTS DRAWN CHECKED SED TDK FILE NAME F: \DWGS \DETAILS- 2004 \HWD -004 DISTRICT APPROVED TDK DATE APPROVED 3/1/04 APWA CAST IRON 2 PIECE VALVE BOX W/ LOCKING LID OPTION. OLYMPIC FOUNDRY OR EQUAL VALVE BOX EXTENSION TO BE SOIL PIPE ONLY (IF NECESSARY). +/ -42" (TOP OF PIPE TO FINAL GRADE) C C C 3 3 3 I --C C NOTE: USE AMERICAN FLOW CONTROL SERIES 2500, OR EQUAL RESILIENT WEDGE GATE VALVE (MJ SHOWN) ** - DUCTILE IRON WEDGE WITH ELASTOMER SEAL - NON- RISING STEM (NRS), STAINLESS STEEL WITH BEVEL GEARING - STANDARD OPERATIONAL WRENCH NUT - SOIL PIPE TO USED FOR VALVE BOX EXTENSION (IF NECESSARY) * *OPTIONAL BY -PASS TO BE ADDED PER ENGINEER'S INSTRUCTIONS BY -PASS SIZING VALVE SIZE BY -PASS SIZE" 14 16" - 20" 3" 20" - 30" 4" 1 4" TO 30" GATE VALVE INSTALLATION WITH BEVEL GEARING NTS• REVISION DATE 1/8/04 PLOTTING SCALE NTS DRAWN CHECKED SED TDK FILE NAME F: \DWGS \DETAILS- 2004 \HWD -008 DISTRICT APPROVED TDK DATE APPROVED 3/1/04 BLIND FLANGE CAPPED CROSS SMALLER SIZE PIPE NOTES: SEE THRUST BLOCK TABLE, DETAIL #7 PROVIDE POLYETHYLENE SHEETING TO COVER BOLTS AND JOINTS FOR FUTURE DISMANTLING. CONCRETE BLOCKING NTS REVISION DATE 1/8/04 PLOTTING SCALE NTS DRANK I CHECKED SED TDK FILE NAME F: \DWGS \DETAILS- 2004 \HWD -005 DISTRICT APPROVED TDK DATE APPROVED 3/1/04 2 - 1/4' X 2' BRASS NIPPLES 2 - 1/4" X 3/4" BRASS BUSHINGS 2 - 3/4" BRASS ELBOWS (FlP X COMP t5 LF 3/4' COPPER TUBING (TYPE K) 5 - 3/4" ADAPTORS (COMP X NIP) 1 - 3/4' 180' RETURN BEND (MIP)( 1 - 3/4" BRASS TEE (FlP) (CONNECT BLEEDER TO Bala DRAI 1 - 3/4" X 18" GALV. NIPPLE 1 - 3/4" BRASS COUPLING (FlP) 5 1/4" MVO HYDRANT (SEE APPROVED UST) 4 1/2" NST THREADS ** STORTZ ADAPTOR 2' - BLEEDER DETAIL 1" MAX. --'--I 18" GALV. NI HYDRANT EXTENSION 2" (LENGTH AS REQUIRED) - 4" APWA CAST IRON 2 PIECE VALVE BOX W/ LOCKING LID OPTION. OLYMPIC FOUNDRY OR EQUAL. 3/4" COPPER TU f D_ n. 1 1/2" WASHED GRAVEL (1/2 CU. FILTER FABRIC 2 - 6" MEGALUG GLANI 12" x 12" x 4" CONCRETE BLOCK CONNECT TO EX. DRAIN HOLES (2) DRILL 1/4" DRAIN HOLE (BOTTOM SIDE OF TEE) VARIABLE VARIABLE 8" AUXILIAR GATE VALVE (FL x MJ) 6 "0 DUCTILE IRON PIPE (RESTRAINED JOINT) LENGTH AS REQUIRED NOTES: PAINT HYDRANT WITH CASE YELLOW #X3472 AS MANUFACTURED BY FARWEST PAINT MFG. CO. EXTRUDED CURBING. SEE DETAIL #10. INSTALL BLUE PAVEMENT MARKER IF HYDRANT IS IN RIGHT -OF -WAY. NEATLY STENCIL VALVE DISTANCE ONTO HYDRANT W/ 2" NUMERALS USING WHITE OR BLACK ENAMEL PAINT AND FACING THE FOOT VALVE. BLEEDER KIT AVAILABLE FROM MOST SUPPLIERS. MJ X FL TEE * PUMPER PORT REQUIREMENTS: )-IWD APPROVED HYDRANTS: 5" STORTZ ADAPTOR - FIRE DISTRICT #2, SOUTH KING, CITIES OF SEATAC & MEd/IL/MEDALLION F -25 4 1/2" NST THREADS FOR CITY OF KENT MUELLER CENTURION A -423 M & H RELIANT STYLE ** ALL STORTZ ADAPTORS TO FIT 4 1/2" NST THREADS HYDRANT INSTALLATION NTS REVISION DATE 10/15/07 PLOTTING SCALE NTS DRAWN I CHECKED SED TDK FILE NAME F: \DWGS \DETAILS- 2004 \HWD -009 DISTRICT ASK VED DATE APPROVED 10/15/07 9 2 PIPE SIZE THRUST BLOCK TABLE MIN. BEARING AREA AGAINST UNDISTURBED SOIL SQUARE FEET . 3" 6" 8" 10" 12" 14" 16" 18" 20" 22" 24" 28" 30" 36 ". 42" 48" (FT.2) (FT.2) (FT,2) 3 4 7 11 16 22 29 36 45 54 64 87 101 145 197 257. 2 4 6 10 14 19 25 31 39 47 56 76 87 125 171 223 2 2 4 6 9 12 16 20 24 29 35 48 55 78 107 140 D (FT.2) 2 2 2 3 5 6 8 10 13 15 18 24 28 40 55 71 E (FT.2) 2 2 2 2 3 3 4 5 6 8 9 12 14 20 27 36 NOTES: 1. BEARING AREA OF CONC. THRUST -BLOCK BASED ON 200 PSI WATER PRESSURE AND SAFE SOIL BEARING LOAD, OF 2,000 POUNDS PER SQUARE FOOT. . AREAS MUST BE ADJUSTED FOR OTHER PIPE SIZES, PRESSURES AND SOIL CONDITIONS. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND HAVE A MINIMUM OF 1/4 SQUARE FOOT BEARING AGAINST THE FITTING.. BLOCK SHALL BEAR AGAINST FITTINGS ONLY AND SHALL BE CLEAR OF JOINTS TO PERMIT TAKING UP OR DISMANTLING OF JOINT. CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO CONTINUOUSLY WITHSTAND OPERATION PRESSURE UNDER ALL CONDITIONS OF SERVICE: THRUST BLOCK TABLE NTS REVISION DATE 1/8/04 PLOTTING N� DRAWN SED CHECKED TDK DISTRICT ASK VED FILE NAME F: \DWGS \DETAILS - 2004 \HWD -006 DATE APPRO 3/1/04 APPROVED MAY 21 2010 PUBLIC Woks D16 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION Ogg RECEIVED FEB 16 2010 ERMIT CENTER B z 0 U, ce L.L W 0 0 w 4 Z w 0 4 U J J 4 I- z 4 d Q 4 a a J J CD z J � if) N M 0 co w °' z zz 0 k- z a z J co 0' N ,. co co oo N . co co i O � o N t\ � �co ? o YN * 0, 1- x Q Q * Li_ 0 3QQU *. J J W O _J 0 11 0 '. I- N Y a * a0 * o CV N a cco LO w U 00 a z tx x w= F o UU IL IL LO a D C ' Z Z a LU W w. w .J 0 0 a. w Lu w 0 0 a Lu w 333 PROJECT NUMBER: 321 -33 REVISION NUMBER: DRAWING NUMBER: C7.2 "WATER VALVE" DECAL DISTANCE DECAL VALVE MARKER POSTS FG -95 PLASTIC ANCHOR PREFERRED FLEXI -GUIDE (FG) MARKER POST (BY HANSON SUPPLY CO.) ALTERNATE VALVE MARKER POST '(4" X 4" CONCRETE STYLE) NOTES: 1) PAINT POST WITH SAFETY BLUE ENAMEL #257, AS MANUFACTURED BY FARWEST PAINT MFG. CO. OR TAHOE BLUE MARATHON #1065, AS MANUFACTURED BY PARKER PAINT CO.. 2) NEATLY STENCIL DISTANCE TO VALVE ON POST W /2" NUMERALS USING DECALS OR WHITE ENAMEL PAINT. 3) ALTERNATE PLACEMENT OF STENCIL(S) WILL BE MADE BY HWD IF USE OF MARKER POST(S) ARE NOT PRACTICAL. EXTRUDED CURBING 6" SEE NOTE 2" 4" ABOVE #2 BELOW _ _ I FINAL GRADE ELEVATION 4' -O" • 0 NOTES: PLAN 1) FIRE HYDRANTS SHALL BE PROTECTED BY 6" HIGH EXTRUDED CURBING WHERE DIRECTED BY HIGHLINE WATER DISTRICT ENGINEER OR REPRESENTATIVE. 2) IF AREA WITHIN PROTECTIVE CURBING IS FILLED IN, THE BOTTOM OF THE HYDRANT FLANGE IS REQUIRED TO HAVE A CLEARANCE OF 2" TO 4" ABOVE THE FINAL GRADE. VALVE MARKER POST AND EXTRUDED CURBING NTS REVISION DATE 1/5/04 PLOTTING NTS A DRAWN SED CHECKED TDK FILE NAME F: \DWGS \DETAILS- 2004 \HWD -010 DISTRICT ASK APPROVED DATE APPRO 3/1/04 15" COPPER SETTER EQUAL TO MUELLER, FORD OR HAYS EQUIPPED AS FOLLOWS: • PADLOCK WINGS ON BALL VALVE • ANGLE CHECK VALVE ON METER OUTLET • IRON PIPE CONNECTIONS ON SETTER INLET AND OUTLET • COMPRESSION ADAPTOR ON SETTER INLET • 18" COPPER OR BRASS NIPPLE ON SETTER • 1" BY -PASS W/PADLOCK WINGS ON CURB • INSTALL TYPE K COPPER AND MISC. BRASS FITTINGS FOR CONNECTION TO CUSTOMER'S LINE 18" MINIMUM COVER OF CUSTOMER'S SERVICE LINE RECOMMENDED COPPER SETTER SHALL BE SET LEVEL AND CENTERED IN THE METER BOX. NEW INSTALLATION ONLY SERVICE METER SIZE CONCRETE METER BOX SIZE MID - STATES ** PLASTIC METER BOX. SIZE RAVEN ** PLASTIC METER BOX SIZE 1 1/2" 8013. 2 MSBCF1730 -12 RMB 17x30 -12 OUTLEICONCRETEMETER BOX AS MANUFACTURED BY STOP FOG-11TE METER SEAL CO.. INSTALL TRAFFIC LID WHEN SERVICE IS LOCATED IN DRIVEWAY, STREET OR SIDEWALK. ** FOR USE IN NON TRAFFIC AREAS ONLY. CONCRETE BOXES WILL BE ALLOWED. PLASTIC METER BOX AS MANUFACTURED BY RAVEN OR MID - STATES PLASTICS, INC.. PLASTIC METER BOX(ES) ALLOWED IN LANDSCAPED OR NON- TRAFFIC AREAS ONLY. FOR DOMESTIC USE ONLY: HWD TO PROVIDE ANSI /NSF 61, AWWA C708 COMPLIANT METER. FOR COMBINED DOMESTIC/FIREFLOW APPLICATIONS: HWD TO PROVIDE ANSI /NSF 61, AWWA C712 COMPLIANT METER. METER SIZE A 1 1 24 13 1 4" 6" 2 10" MUNN * DIMENSIONS INCLUDE GASKET WIDTHS. NO. 2 CONCRETE METER B AS MANUFACTURED BY FOG -TITS METER SEAL CO.. INSTALL TRAFFIC LID WHEN SERVICE IS LOCATED IN DRIVEWAY, STREET OR SIDEWALK. rCUSTOMER'S CONNECTION W/ TEMPORARY CAP STIFFENER /ADJ. BAR 2" BRASS STREET ELBOWS 2" TYPE K COPPER 30" MIN. COVER �. 2" I.P. SERVICE SADDLE W/ DOUBLE STAINLESS STEEL � STRAPS EQUAL TO ROMAC OR SMITH BLAIR. 2" I.P.T. BRASS CORP. STOP W /COMPRESSION ADAPTOR FOR TYPE K COPPER SERVICE EQUAL TO MUELLER, FORD OR HAYS, INSTALLED AT 30' TO 45' ANGLE. NOTE: RETROFIT MAY VARY. DUCTILE IRON WATER MAIN CL 52 WATER METER TO BE SUPPLIED BY HIGHUNE WATER DISTRICT. METER BOX SHALL BE INSTALLED FLUSH WITH FINAL GRADE AND MUST BE SIZED TO ALLOW FOR MIN. CLEARANCE REQUIREMENTS. 1 1/2" AND 2" SERVICES WITH HIGH BY -PASS SETTER NTS REVISION DATE 5/21/07 PLOTTING SCALE NTS DRAWN CHECKED SED TDK FILE NAME F: \DWGS \DETAILS- 2004 \HWD -022 DISTRICT APPROVED TDK DATE APPROVED 5/21/07 z 0 a 2" BRONZE BEEHIVE STRAINER. 2" RETURN BEND 2" GALV. PIPE, FIELD LOCATE.* - 2" 90' BEND GALV. AVITIVAPII/4/41/10% UNION CLOSE NIPPLE APWA CAST IRON 2 PIE£ VALVE BOX W/ LOCKING LII OPTION. OLYMPIC FOUNDRY OR EQUAL. 30" MIN. 2" GATE VALVE, CAST IRON BA9,Y SCREWED, NON- RISING STEM, \ 2" SQUARE OPERATING NUT. NOTE: 2" GALV. PIPE (VARIABLE) 2" PIPE SEE NOTE) LENGTH AS REQUIRED - 2" BRASS STREET ELBOWS 2" TAPPED TEE WI I.P. THREAD & BRASS CORP. STOP VARIABLE 2" COMBINATION AIR VALVE - APCO 145C, CRISPIN UNIVERSAL OR EQUAL. ALL PIPE AND FITTINGS FROM THE MAIN TO THE COMBINATION AIR VALVE SHALL BE BRASS IMTH I.P. THREADS OR RIGID COPPER W/ COMPRESSION FITTINGS. * PAINT RISER WITH SAFETY BLUE ENAMEL #257 AS MANUFACTURED BY FARWEST PAINT MFG. CO. OR TAHOE BLUE MARATHON #1065 BY PARKER PAINT CO.. COMBINATION AIR VALVE ASSEMBLY MUST BE INSTALLED AT HIGHEST POINT IN LINE. IF HIGH POINT FALLS IN LOCATION WHERE ASSEMBLY CANNOT BE INSTALLED, PROVIDE ADDITIONAL DEPTH OF LINE TO CREATE HIGH POINT AT A LOCATION WHERE ASSEMBLY CAN BE INSTALLED. STENCIL VALVE LOCATION AND DISTANCE NEATLY ONTO RISER W/ 2" NUMERALS USING WHITE ENAMEL PAINT. USE CONCRETE METER BOX SIZE NO. 2 WITH APPROVED TRAFFIC COVER. METER BOX TO BE LOCATED OUTSIDE OF TRAFFIC AREA. 2" COMBINATION AIR VALVE NTS REVISION DATE 1/30/04 PLOTTING SCALE NTS DRAWN I CHECKED TDK SED FILE NAME F: \DWGS \DETAILS- 2004 \HWD -015 DISTRICT APPROVED TDK DATE APPROVED 3/1/04 SOIL PIPE (LENGTH AS REQUIRED) 2" CUBE 4 1/4" DIA. X 1/8" MIN. THICKNESS 1" METAL STOCK (LENGTH AS REQUIRED) 3/8" SET SCREW 2 1/4" CUBE (INSIDE MEASUREMENTS) 1/8" MINIMUM THICKNESS NOTES: LENGTH AS REQUIRED TO PUT OPERATING NUT, TWO (2) FEET FROM SURFACE. EXTENSIONS ARE REQUIRED WHEN THE VALVE NUT IS MORE THAN FOUR (4) FEET BELOW FINISHED GRADE. EXTENSIONS ARE TO BE A MINIMUM OF TWO (2) FEET LONG. ONE EXTENSION IS TO BE USED PER VALVE. ALL EXTENSIONS ARE TO BE MADE OF STEEL, SIZED AS NOTED, AND PAINTED WITH TWO (2) COATS OF ENAMEL PAINT. VALVE OPERATING NUT EXTENSION NTS REVISION DATE 3/1/04 PLOTTING SCALE NTS DRAWN SED CHECKED TDK FILE NAME F: \DWGS \DETAILS- 2004 \HWD -025 DISTRICT APPROVED TDK DATE APPROVED 3/1/04 CONCRETE VAULT SHALL BE EQUIPPED W /BILCO STYLE LID. SEE HIGHLINE WATER DISTRICT STANDARD DETAIL 45 DDCVA SIZE VAULT NO. 4 577 -Li 577 -Li 6" - 10" 687 -Li 12' 5106 -LA LADDER (BOLTED TO SIDE AND FLOOR OF VAULT) UNI- FLANGE ADAPTOR .• NEW D.I. PIPE ( 18" MIN. 2 - MEGALUG GLANDS 1 - D.I. SLEEVE (MG) 2" DRAIN PE X FL SPOOL On MI WA STATE DOH APPROVED DOUBLE DETECTOR CHECK VALVE SY. PLAN COVER SHALL NOT EXTEND MORE THAN 6" ABOVE GRADE WHEN VAULT IS NOT IN TRAFFIC SLOPE PAVEMENT AWAY FROM COVER WHEN VAULT IS IN TRAFFIC AREA. INSTALL LOCKING VALVE BOX ON VALVE CONTROLLING SUPPLY LINE TO DDCVA'S. INSTALL VALVE MARKER POST PER HWD DETAIL #10. ` VAULT SHALL BE OF ADEQUATE HEIGHT TO PROVIDE MIN. 6" CLEARANCE TO O,S &Y VALVE WHEN VALVE IS FULLY OPEN. INSTALL ALARM SYSTEM AS REQUIRED BY FIRE DISTRICT. WATERPROOF PIPE ENTRY THROUGH VAULT WALLS W/ KRYTON MORTAR SEALANT. * *BY -PASS METER SHALL BE 5/8" X 3/4" SENSUS SR -II MODEL WITH ELECTRONIC MAINTAINED BY HWD ** REGISTER & PLUG -IN CONNECTORS. CUSTOMER'S RESPONSIBIUTY Y -PASS METER W /TRPL • INSTALL JOINT SEALANT BETWEEN E VAULT SECTION (USE KENT -SEAL, RAM -NEK OR APPROVED EQUAL) USE KRYSTOL SPECIFICATION (BY KRYTON) FOR SPECIFICATIONS, MATERIM. LIST AND DIRECTIONS sow 6" BASE OF 1 WASHED ROCK * MINIMUM SIZED VAULT 6" MIN. SECTION 2" PVC DRAIN TO DAYU INSTALL APPROVED SUMP PUMP IF REQUIRED (VAULT MUST STAY DRY). DOUBLE DETECTOR CHECK AND VAULT NTS REVISION DATE 10/19/07 DRAWN CHECKED SED TDK PLOTTING NTS FILE NAME F: \DWGS \DETAILS- 2004 \HWD -016 DISTRICT APPROVED TDK DATE APPROVED 10/19/2007 NOTES 1. CONTRACTOR SHALL VERIFY ALL EXISTING UTILITIES IN THE FIELD. 2. CONTRACTOR SHALL NOTIFY DISTRICT A MINIMUM OF 72 HOURS (3 WORKING DAYS) IN ADVANCE OF ALL REQUESTS FOR STAKING, TESTING OR INSPECTIONS. 3. DEVELOPER'S REGISTERED PROFESSIONAL LAND SURVEYOR SHALL PROVIDE STAKING OF WATER SYSTEM CONSTRUCTION FOR DISTRICT INSPECTION A MINIMUM OF 72 HRS. PRIOR TO CONSTRUCTION. 4 CONTRACTOR SHALL FURNISH SHOP DRAWINGS FOR APPROVAL WHERE REQUIRED BY THE DETAIL SPECIFICATIONS AND FOR VARIATION FROM THE APPROVED DRAWING. 5. CONTRACTOR SHALL INSTALL EQUIPMENT IN ACCORDANCE WITH MANU- FACTURERS' RECOMMENDATIONS AND HIGHUNE WATER DISTRICT SPECIFICATIONS. 6. CONTRACTOR TO FURNISH ALL MATERIALS. 7. ALL DUCTILE IRON PIPE SHALL BE CLASS 52, NO EQUAL. 8. ALL GATE VALVES SHALL BE MUELLER OR EQUIVALENT. 9. HYDRANTS SHALL BE AS SPECIFIED. 10. CUT -INS SHALL BE DIRECTLY SUPERVISED BY AN AUTHORIZED REPRESENTATIVE OF HIGHUNE WATER DISTRICT OR PREFORMED BY THE DISTRICT. 11. ALL LIVE TAPS SHALL BE DIRECTLY SUPERVISED BY AN AUTHORIZED REPRESENTATIVE OF HIGHUNE WATER DISTRICT. 12. ALL CHARGES FOR CUT -INS AND LIVE TAPS ARE THE RESPONSIBILITY OF THE DEVELOPER /CONTRACTOR. 13. ALL COUPLINGS SHALL BE ROMAC 501, OR EQUIVALENT. 14. CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL EXISTING PIPE TYPES AND SIZES FOR COUPLINGS, CONNECTIONS AND LIVE TAPS. 15. ALL MAINLINE PIPE SHALL HAVE A 42" MINIMUM COVER AND 60" MAXIMUM COVER UNLESS OTHERWISE SHOWN ON PLANS. 16. DEVELOPER SHALL PAY FOR ALL STATE, CITY, AND COUNTY INSPECTION AND PERMIT FEES. 17. COORDINATE METER LOCATIONS WITH HIGHLINE WATER DISTRICT AUTHORIZED REPRESENTATIVE. 18. FIRE HYDRANTS AND MAINS TO BE OPERATIONAL PRIOR TO COMMENCE- MENT OF BUILDING CONSTRUCTION. 19. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO HAVE A SET OF THESE APPROVED PLANS ON THE JOB SITE WHENEVER CONSTRUCTION IS IN PROGRESS. NO CHANGES ARE T( BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE DISTRICT. 20. SUBGRADE SHALL BE ESTABLISHED FOR AREAS OF SITE INVOLVING WATER SYSTEM FACILITIES. 21. PARTS MUST BE ON -SITE AND INSPECTED BY HIGHUNE WATER DISTRICT PRIOR TO SCHEDULING CUT -INS OR CONNECTIONS. 22. REFER TO HIGHLINE WATER DISTRICT DESIGN AND DEVELOPEMENT STANDARDS FOR ALL REMAINING NOTES AND DETAILS. 23. WATER USES OTHER THAN THOSE SHOWN WILL BE EVALUATED BY HIGHLINE WATER DISTRICT FOR COMPLIANCE WITH BACKFLOW PREVENTION REQUIREMENTS. 24. COMPACTION TESTING IS REQUIRED FOR ALL OPEN CUTS AND /OR CROSSINGS WITHIN PAVED OR TRAVELED AREAS OF PUBLIC RIGHT -OF -WAYS. 25. THE APPROVAL OF THESE PLANS DOES NOT RELIEVE THE CUSTOMER OF THE RESPONSIBILITY TO COMPLY WITH THE REQUIREMENTS OF OTHER AGENCIES AND, TO INSTALL ADDITIONAL BACKFLOW ASSEMBLIES RESULTING FROM THE DISTRICT'S FINAL SURVEY OF THE FACILITIES OR AT A FUTURE DATE SHOULD THE CUSTOMER HAVE A CHANGE IN USE OF THEIR WATER SYSTEM. 26. SEPARATION SHALL BE 10' HORIZONTAL FOR SANITARY SEWER, 5' HORIZONTAL FOR ALL OTHER UTILITIES. 18" VERTICAL CLEARANCE FOR. SANITARY, 6" CLEARANCE FOR ALL OTHERS GENERAL NOTES REVISION DATE DRAWN SED CHECKED TDK PLOTTING NTS A FILE NAME : \DWGS \DETAILS - 2000 \HWD -028 DISTRICT ASK VED DATE APPROVED /04 CONCRETE VAULT SHALL BE EQUIPED W /BILCO STYLE LID. SEE HIGHLINE WATER DISTRICT STANDARD DETAIL # DDCVA SIZE VAULT NO. 4" 577 -Li 6" - 10" . 687 -Li 12" 5106 -Li * MINIMUM SIZED VAULT PE X FL SPOOL (4 "0 NEW D.I. PIPE (' FIRE CONNECTION PER FIRE MARSHAL'S APPROVAL. WA STATE DOH APPROVED DOUBLE DETECTOR CHECK VALVE ASSEMBLY : - D.I. SLEEVE (MJ) 2 - MEGALUG GLAND BY -PASS METER W/ MAINTAINED BY HWD ** 2" DRAIN W/ GRATE EPDXY GROUT (ALL *CRETE APPROVED EQUAL) (TYPICAL) PLAN COVER SHALL NOT EXTEND MORE THAN 6" ABOVE GRADE WHEN VAULT IS NOT IN TRAFFIC AREA. SLOPE PAVEMENT AWAY FROM COVER WHEN VAULT IS IN TRAFFIC AREA. INSTALL VALVE MARKER POST PER HWD STANDARD DETAIL #10. VAULT SHALL BE OF ADEQUATE HEIGHT TO PROVIDE MIN. 6" CLEARANCE TO O,S &Y VALVE WHEN VALVE IS FULLY OPEN. INSTALL LOCKING VALVE BOX ON . VALVE CONTROLLING SUPPLY LINE TO DDCVA'S. INSTALL ALARM SYSTEM AS REQUIRED BY FIRE DISTRICT. * *BY -PASS METER . SHALL BE 5/8" X 3/4" SENSUS SR -II MODEL WITH ELECTRONIC I REGISTER & PLUG -IN CONNECTORS. WATERPROOF PIPE ENTRY THROUGH VAULT WALLS 36" TO 42" W/ KRYTON MORTAR SEALANT. CUSTOMER S RESPONSIBIUTY POST INDICATOR VAL INSTALL JOINT SEALANT BETWEEN E VAULT SECTION (USE KENT -SEAL, RAM -NEK OR APPROVED EQUAL) MIIV � 7, 111=1211: )(XAtZi/tr Ai! T USE KRYTOL SPECIFICATION #2 (B/ KRYTON) FOR SPECIFICATIONS, /, MA ERIA LIST AND DIRECTIONS. 12" MIN 2..1 00 0 0 6" BASE OF 1 WASHED ROCK 0 0 °o 0 SECTION INSTALL JACK STANDS UNDER DDCVA 0 00 0 0 O 7.. 0 2" PVC DRAIN TO DAYLIGHT INSTALL APPROVED SUMP PUMP IF REQUIRED (VAULT MUST STAY DRY). DOUBLE DETECTOR CHECK AND VAULT W / FDC NTS REVISION DATE 10/19/07 PLOTTING SCALE NTS DRAWN SED CHECKED TDK FILE NAME F: \DWGS \DETAILS- 2004 \HWD -017 DISTRICT APPROVED VED DATE APPROVED APPROVED MAY 21 2010 City of Tukwila PUBLIC Works REVIEWED FOR CODE COMPLIANCE APPROVED MAY 212010 City of Tukwila BUILDING DIVISIDn' Ljq RECEIVED FEB 16 2010 RMIT CENTER 8 z 0 ce vi • O - N �- U Zc=n _J Z W 4° Cn 0 05 3 Z }. In Q �n J N C, N- OD M 0 a0 z 0 N 3 a 0 z J 1=1' ® z Qin U) w 4 Z W 4 I- U J J 4 I- • d 4 Q. CI V) CI L 0 a) NATURAL RESOURCES AGRICULTURAL INDUSTRIAL * COMMERCIAL * O z F- U_/ LL VJ 0 w F- r N Q N 0 cn 0 o w en m Z Z a) -8: toac_J LF- C/)9,212 m=D WWW. SEGALEPROPERTIES. COM O N PROJECT NUMBER: 321 -33 REVISION NUMBER: DRAWING NUMBER: C7.3 FLUSHING SOURCE HYDRANT PERMIT REQUIRED I■u I nuI 2" RPBA (PROVIDED BY HWD) 2" X 2 1/2" NST ADAPTOR 2" CONTROL VALVE 1I I � —I I Ir- III I 2" CONTROL VALVE ral ITi-iI 11 -rrr 1 rj-rr. NEW WATERMAIN CONNECTION TO EXISTING MAIN 3' MIN. 12' MAX. (CAP SIZE . TOAMATCJH 14TTERTMANISI MP. TE T BLOCKING (WOOD AND /OR CONCRETE) CONTRACTOR FURNISHED, INSTALLED BY CONTRACTOR. INSTALLED BY HIGHLINE WATER DISTRICT. TEMPORARY FLUSHING /TESTING CONNECTIONS. NOTES: ALL FITTINGS TO BE DUCTILE IRON. ALL EXCAVATION SHALL PROVIDE A MINIMUM OF 12" CLEARANCE AROUND PIPE & FITTINGS. . O Pl iNTOR Winlisil-41GVEWfIEVMFMONISTI(rbEWITIMINPESITT LIG GRADE. THSAE TIME Ti NEW E E ® A EX F N'fE tuIAINFI INS �LL MATERIALS T )�E Ot�l JOBASITE PRIORCR SCHEDULED SHU DOWNET 3O. D I. SLEEVE (MJ) TO BE INSERTED AT TIME OF CONNECTION FOR CUT INTO EXISTING WATERMAIN. O D.I. SLEEVE(S) FURNISHED BY CONTRACTOR FOR CUT INTO EXISTING WATERMAIN. O COORDINATE WITH SEWER UTILITY BEFORE DISCHARGE TO SEWERS. O FITTINGS & HOSE SIZE SHOWN ARE MINIMUM SIZE USE LARGER SIZE AS NEEDED FOR 2.5 F.P.S. FLUSHING. TEMPORARY FLUSHING /TESTING SETUP FOR CONNECTIONS TO EXISTING WATERMAINS REVISION DATE 12 -4 -96 PLOTTING SCALE DRAWN SED I CHECKED TDK DISTRICT APPROVED FILE NAME F: \DWGS \DETAILS - 2000 \HWD -029 DATE APP3 /104 Description of Premises or System, Minimum Protection Agricultural (farms and dairies) RPBA Beverage bottling plants RPBA Car washes RPBA Chemical plants RPBA Commercial laundries and dry cleaners. RPBA Facilities where both reclaimed water and potable water are provided RPBA Film processing facilities RPBA Fire protection services w/ ggeYc m tared service serv�ce - With chemical addition or using an auxiliary supply RPBA or RPDA – Without chemical addition DCVA or DDCVA Food processing plants RPBA Hospitals, medical centers, nursing homes, veterinary, RPBA medical and dental clinics, blood plasma centers Premises with separate irrigation systems using the DCVA purveyor's water supply. - With chemical addition or auxiliary supply RPBA Laboratories RPBA Metal plating industries RPBA Mortuaries RPBA Multi– tenant or warehouse RPBA Petroleum processing or storage tanks RPBA Piers and docks RPBA Radioactive material processing plants or nuclear reactors RPBA Survey access denied or restricted RPBA Wastewater lift stations and pumping stations RPBA Wastewater treatment plants RPBA Buildings greater than 30' tall and /or two (2) stories tall DCVA Premises with an. auxiliary water supply interconnected RPBA with potable water supply Other facilities not listed... DCVA or written agreement with HWD for in- building protection RPBA — Reduced Pressure Backflow Assembly RPDA - Reduced Pressure Detector Assembly DCVA — Double Check Valve Assembly DDCVA — Double Detector Check Valve Assembly MANDATORY PREMISE ISOLATION REQUIREMENTS REVISION DATE 3/1/04 PLOTTING SCALE NTS DRAWN I CHECKED SED MB DISTRICT APPROVED TDK FILE N E F: DWGS \DETAILS- 2004 \HWD -031 DATE APPROVED 3/1/04 BILCO TYPE J —AL —R SIDEWALK DOOR REVISION DATE 6/15/05 PLOTTING SCALE NTS VAULT LIDS NTS DRAWN CHECKED SED TDK FILE NAME F: \DWGS \DETAILS- 2004 \HWD -032 DISTRICT APPROVED TDK DATE APPROVED 6/15/05 2 - 3/6" X 1 1/2" SS ALLEN HEAD BOLTS FOR LOCKING VALVE BOX LID TO BE USED WITH HIGHLINE WATER DISTRICT•STANDARD DETAILS FOR DDCVA INSTALLATION, OR AS DIRECTED BY HWD ENGINEER OR DESIGNEE. LOCKING LID (PLAN) LOCKING LID (PROFILE) 1 - OLYMPIC FOUNDRY OR EQUAL CAST IRON VALVE BOX ASSY. WITH LOCKING LID OPTION. SOIL PIPE TO BE USED FOR VALVE BOX EXTENSION ONLY ABO M TO SE ON I 0, __L APWA LOCKING VALVE BOX NTS REVISION DATE 1/12/04 PLOTTING SCALE NTS DRAWN CHECKED SED TDK FILE NAME . F: \DWGS \DETAILS- 2000 \HW D -033 DISTRICT APPROVED. TDK DATE APPROVED 3/1/04 APPROVED MAY 21 2010 City of Tukwila PUBLIC Works REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION i ECEIVED FEB 16 2010 EMIT CENTER z 0 8 ,o If) In co a u_. IL) N N co I N 4 u; 0 f== &) C W w z z CiiiOn w J 5 as J E m — w 0 Oao w U a. to I— 3 0 0 0 a N ' ^w PROJECT NUMBER: 321 -33. REVISION NUMBER: DRAWING NUMBER: C7.4 EX BLDG // ♦: // 1/ // EX BLDG r EX BLDG / / • 4 CI • • \ • - Y–�`- rte • -._. <- 4 :.,�_.� mac. .,I'�' � -�_` �--•_. �� _.- ''_. -...- - --L-. ONIMID • GREEN RIVER 03'41 20" •__..- _J.� -�_ =-- �r= 3ry�— �`_`.�- -��- -' —''_ ---- -- 34- --- --- -2E1-TA �� 3500.00 = 225.34 .30 PARCEL 9116 77—S W 2#� '--__- ``` -- • ---- -. `___ 4 `• __ - 32 34 <".0R01E.CTlOM ES • 44245" • k #mss * - - - - ' - - - - - ..., — _ _ - 7 - - - ::1!:: ''->7.41-- ,.--t- EX BLDG CO CD G N N N N / 1 EX BLDG 0 E.X BLDG �a AspNAcr 1‘7: itaill411*4"11114/1/! - r -A EX BLDG if /x Asp/kr EX BLDG i / / / / / / / / / / / / / / / / / / / / / / / / EXISTING CONDITIONS PLAN SCALE: 1" = 50' 0 20 40 M� —II=1— 10 30 50 GRAPHIC SCALE 1 IV 3 ; 40' 75' zo . o' SCALE: I = 5 °. IOW NORTH (CODEIEWED FOR COMPLIANCE APPROVED MAY 21 2010 City of Tukwila KING DIVISION RECEIVED FEB 16 2010 PERMIT CENTER BUILDING PERMIT SUBMITTAL c 0 N 0 L X70 W 0 N 0 N m 0 I a) t N 8100 ANDOVER PARK WEST 01 0 () CD C/7 MUELLER w U Z sheet to v 1- 0 0 ICJ 0 30 LAKES A0. PLAN DIM. PLAN DIM. NOTE: i" RADIUS NOTE: REFER TO CIVIL FOR CURB PROFILE ASPHALT PAVING CONT. CAST IN PLACE CEMENT CONC. CURB W/ EXP. JTS. AT 14' -0" O.C. & SCORE JTS. AT 7' -0" O.C. CIP CURB„ DETAIL, TYP. 20' -0" CONT. CAST -IN -PLACE CONC. CURB w1 EXP. JTS. at 14' -0" O.C. & SCORE JTS. at 7' -0" O.C. 3/4" R. #4 REBAR T & B FINSHED GRADE CqP CURB„ DETAIL, TYP. PLAN DIM. PLAN DIM. CONT. EXTRUDED CONC. CURB w/ EXP. JTS. at 14' -0" o.c. & SCORE JTS. at 7' -0" o.c. ASPHALT PAVING \ • NOTE: REFER TO CIVIL FOR CURB PROFILE FINSHED GRADE III — III —III IIIIIIJI1111!II 1"O P.V.C. DRAIN at 10' -0' o.c. EPDXY BONDING AGENT EXTR,JDD„ CURB, TYP. PLAN DIM. PLAN DIM. PRECAST CONC. WHEEL STOPS PER PLAN SLOPE : 48 MAX. NOTE: REFER TO CIVIL DWG. FOR CURB PROFILE CAST -IN -PLACE CONC. SIDEWALK W/ EXP. JTS. at 14 " -0" o.c. +/- & SCORE JTS. at 7' -0" o.c. +/- ASPHALT PAVING PER CIVIL EPDXY BONDING AGENT � III III- :III , III -III = III -I I H.C. „PARKING CURB PRECAST CURB, TYP SEE 11/A1.2 & 12/A1.2 4" BROOM FINISH CONC. SLAB 4 YARD DUMPSTERS BY OTHERS PRE - FINISHED METAL CAP TO MATCH BUILDING BOARD FORM CONCRETE TO MATCH BUILDING GATE PER 13/A1.2 r 1 r L J W 0 0 N 18 -8" DUMPTER $ o,PLAN 3/16" x 6" x 6" GALV. STL. LP w/ 2 -1/2"O W.H.S. at 3" o.c. •1 2 -3/16" x 1 1/2" GALV. F.B. WELD TO TUBE - PAI NT 3/41'0 x 4" M.B. w WASHER & 1"0 x " GALV. PIPE SPACER BTWN. - PAINT 2 - 3/16" x 1 1/2" GALV. STL. F.B. WELD TO PLATE - PAINT PREFINISHED METAL DECKING SYMBO SCALE: 1-1 If 2" x 4" x 1/8" STL. TUBE FRAME - PAINTED 1/4" V 4" 2 x 2 x 1/8" STL. L CONT. WELD © FRAME PAINTED B OF aACCESSIBILITY 28' -0" 15' -0" 20' -O" AT SIM. PRE - FINISHED META TO MATCH BUILDING BOARD FORM CONC TO MATCH BUILDING GATE PER 13/A SIDE $c_ BAQK ELEVATION LL 1/4 SYMBO SCALE: 1 -1 „ 1 1/2" DIA. GALV. RAIL - PAINT OF 0,4CCESSIBILITY 12.68 RAMP PATHWAY LIGHTING BASE PER 23/A1.2 1-111 I I \N. 111 V. ,' I/ simmill N{ ' E ry'` a LANDCAPEI I I 1 R 15/A1.2; } ; sr, SLOPE 6" DN., • " -7,717 ' \ SLOPE _V 6" DN. 9, -0" 8' -0" i z > o mQ <z z0 Ww U g8 STATE DISABLED PARKING PERMIT REQUIRED ACCESS '—Cl" FRONT ELEy ATION s�A�E. pia- _ , WHITE LETTERING & SYMBOL ON A BLUE BACKGROUND PER STATE H.C. CODE METAL SIGN BOLT TO POST METAL SIGN BOLT TO POST INDICATED WITH A "V" ON THE DETAIL CALLOUT 3"0 GALV. PIPE - PAINTED EMBED IN CONC. 1' -6" FINISH GRADE 8"9) CONC. FOOTING H.C. $,IGN _o,PETAIL SCLE: 1/2 SIDEWALK PER PLAN LANDSCAPE CHAMFER EDGE RAMP PER ANSI 405 6" MAX RISE TAPER CURB LIGHT STANDARD PAINTED STEEL 24" SQ. FORMED CONCRETE BASE FINISH GRADE NOTE: DESIGN LIGHT STANDARD BASE FOR 90 M.P.H. WIND LOAD P.V.C. CONDUIT 4 - #4 VERT. w/ TIES at 12" o.c. LIGHT BASE. SCALE: 1/2 = 1 -0 RAMP PER ANSI 405 6" MAX RISE NOTE: 1 : 48 MAX. CROSS SLOPE ASPHALT PER PLAN SIDEWALK niE H.C. SECTION so: N.T.S. 0" LANDSCAPE /1 0 v...J ' — _111_III 111 E D 8' -0" 2'3A M .2 I r\ a VIII -III CHAMFER EDGE PLAN DIM. PLAN DIM. TOOLED EDGE FINISHED GRADE CONC. WALK W/ SEALER & MESH LIGHT BROOM FINISH U.N.O. '-I III - III _ III - III - II -I 1 _1 I � - III I � 111,;,11 II SIDEWALK SCALE: 1 = 1 —0" PLAN DIM 1— III III III I II 1I- COMPACTED SOILS PER SOILS REPORT PLAN DIM (2) #3 REINF. BARS (5'-6" LONG) ASPHALT PAVING (2) #6 REINF. BARS e 10" 21" • 0 CO WHEEL STOP SECTION SCALE: I —I/2" = 1 0 SURFACE TEXTURED W/ DETECTABLE WARNINGS FULL WIDTH & DEPTH OF RAMP: DETECTABLE WARNINGS SHALL CONSIST OF RAISED TRUNCATED DOMES HAVING A DIAMETER OF 0.9" NOMINAL, A HEIGHT OF 0.2" NOMINAL AND A CENTER -TO- CENTER SPACING OF 2.35" NOMINAL, AND SHALL CONTRAST VISUALLY W/ ADJOINING SURFACES. SEE 6/A1.2 LANDSCAPE L 0 z O LANDSCAPE ,,, • --,EkE{rr��F�r1::2 i;; ".r r ✓ LIGHT STANDARD PAINTED STEEL 24" SQ. FORMED CONCRETE BASE FINISH GRADE CURB JAMP SCALE: 1/2' = 1 —0" NOTE: DESIGN LIGHT STANDARD BASE FOR 90 M.P.H. WIND LOAD P.V.C. CONDUIT 4 - #4 VERT. w/ TIES at 12" o.c. LIGHT „POSE, BASE scare: , /z = , -o a a a a a LANDSCAPE (', REFER TO _v7 21/A1.2 ',LANDSCAPE i �„ 4 SIGN\ PER 15/A1.2 — H.C. SIGN PER 15/A1.2 H.C. SIGN PER-1-5-46072 SLR 6" DN. 6' -6" •;;17 `Air? / 1 ENLAREQ , � _o,$ITE PLAN soniE: e I.f BOLLARD -- :LIGHTING �'�...) W 0_ O N cc 1 5 A1.2 8' -0" .___ `» CL O c- 8' -0" 5' -0" 0 H.C. SYMBOL PER 14/A1.2 8' -0" 8'-0" / SLOPE' 6" DN. ' -6" 9, -0" REFER.. TD 21//A1.2 7' -6" / SLOPED CONCRETE TEXTURED CONCRETE SLOPE ALL SURFACES TO PREVENT ACCUMULATION OF WATER AND ICE 4C 1.66" min 2.35" max. 7 0.9" _I 0 -1* O Var. TRUNCATED DOME RAMP TEXTURE PATTERN DETAIL DETAIL TRUNCATED DOME DETAIL TRUNCATED 9" PRE -CAST CONCRETE CURB NON- SHRINK GROUT 6' -0" WHEEL PLAN PLAN DIM. PLAN DIM. ASPHALT PAVING PER CIVIL DETAIL SCALE: 1' PER PLAN A /- CAST -IN -PLACE CONC. W/ EXPANSION JOINTS 2 0A, rr �.l, i 0fyx � 0 1- III -III d III � � I I III -III -I � II, III -1 I I -1 5' -0" TEXTURED CONCRETE 5' -0" WIDTH TO MATCH SIDEWALK PER PLAN • (2) #4 1 TOP & 1 BOT. #4 © 12" 0/C EA. WAY •tl a • 4 SPEED / CROSS WALK • btO%O4Ll - - - -- ✓- % 'LANDSCAPE o0 0. 0 oo00000 00o0o0 0g0o0o0 0 \I cc N W a 0 CONCRETE WALK / SPEED BUMP ASPHALT DRIVE COMPACTED STRUCT. FILL REVIEWED FOR CODE COMPLIANCE APPROVED - MAY 21 2010 City of Tukwila BUILDING DIVISION RECEIVED MAY 132010 PERMIT CENTER ENLA SCALE: 1 QED 0,$1TE PLAN - 1 — 8" 9' -4" 9' -4" 8" . CAP ETE .2 N 13 ' CONSTRUCTION SET _ 0 1 o revision 0 C 09 -236 job no. drawn checked a, O I N I N U) a- . 1 FRONT ELEy ATION s�A�E. pia- _ , WHITE LETTERING & SYMBOL ON A BLUE BACKGROUND PER STATE H.C. CODE METAL SIGN BOLT TO POST METAL SIGN BOLT TO POST INDICATED WITH A "V" ON THE DETAIL CALLOUT 3"0 GALV. PIPE - PAINTED EMBED IN CONC. 1' -6" FINISH GRADE 8"9) CONC. FOOTING H.C. $,IGN _o,PETAIL SCLE: 1/2 SIDEWALK PER PLAN LANDSCAPE CHAMFER EDGE RAMP PER ANSI 405 6" MAX RISE TAPER CURB LIGHT STANDARD PAINTED STEEL 24" SQ. FORMED CONCRETE BASE FINISH GRADE NOTE: DESIGN LIGHT STANDARD BASE FOR 90 M.P.H. WIND LOAD P.V.C. CONDUIT 4 - #4 VERT. w/ TIES at 12" o.c. LIGHT BASE. SCALE: 1/2 = 1 -0 RAMP PER ANSI 405 6" MAX RISE NOTE: 1 : 48 MAX. CROSS SLOPE ASPHALT PER PLAN SIDEWALK niE H.C. SECTION so: N.T.S. 0" LANDSCAPE /1 0 v...J ' — _111_III 111 E D 8' -0" 2'3A M .2 I r\ a VIII -III CHAMFER EDGE PLAN DIM. PLAN DIM. TOOLED EDGE FINISHED GRADE CONC. WALK W/ SEALER & MESH LIGHT BROOM FINISH U.N.O. '-I III - III _ III - III - II -I 1 _1 I � - III I � 111,;,11 II SIDEWALK SCALE: 1 = 1 —0" PLAN DIM 1— III III III I II 1I- COMPACTED SOILS PER SOILS REPORT PLAN DIM (2) #3 REINF. BARS (5'-6" LONG) ASPHALT PAVING (2) #6 REINF. BARS e 10" 21" • 0 CO WHEEL STOP SECTION SCALE: I —I/2" = 1 0 SURFACE TEXTURED W/ DETECTABLE WARNINGS FULL WIDTH & DEPTH OF RAMP: DETECTABLE WARNINGS SHALL CONSIST OF RAISED TRUNCATED DOMES HAVING A DIAMETER OF 0.9" NOMINAL, A HEIGHT OF 0.2" NOMINAL AND A CENTER -TO- CENTER SPACING OF 2.35" NOMINAL, AND SHALL CONTRAST VISUALLY W/ ADJOINING SURFACES. SEE 6/A1.2 LANDSCAPE L 0 z O LANDSCAPE ,,, • --,EkE{rr��F�r1::2 i;; ".r r ✓ LIGHT STANDARD PAINTED STEEL 24" SQ. FORMED CONCRETE BASE FINISH GRADE CURB JAMP SCALE: 1/2' = 1 —0" NOTE: DESIGN LIGHT STANDARD BASE FOR 90 M.P.H. WIND LOAD P.V.C. CONDUIT 4 - #4 VERT. w/ TIES at 12" o.c. LIGHT „POSE, BASE scare: , /z = , -o a a a a a LANDSCAPE (', REFER TO _v7 21/A1.2 ',LANDSCAPE i �„ 4 SIGN\ PER 15/A1.2 — H.C. SIGN PER 15/A1.2 H.C. SIGN PER-1-5-46072 SLR 6" DN. 6' -6" •;;17 `Air? / 1 ENLAREQ , � _o,$ITE PLAN soniE: e I.f BOLLARD -- :LIGHTING �'�...) W 0_ O N cc 1 5 A1.2 8' -0" .___ `» CL O c- 8' -0" 5' -0" 0 H.C. SYMBOL PER 14/A1.2 8' -0" 8'-0" / SLOPE' 6" DN. ' -6" 9, -0" REFER.. TD 21//A1.2 7' -6" / SLOPED CONCRETE TEXTURED CONCRETE SLOPE ALL SURFACES TO PREVENT ACCUMULATION OF WATER AND ICE 4C 1.66" min 2.35" max. 7 0.9" _I 0 -1* O Var. TRUNCATED DOME RAMP TEXTURE PATTERN DETAIL DETAIL TRUNCATED DOME DETAIL TRUNCATED 9" PRE -CAST CONCRETE CURB NON- SHRINK GROUT 6' -0" WHEEL PLAN PLAN DIM. PLAN DIM. ASPHALT PAVING PER CIVIL DETAIL SCALE: 1' PER PLAN A /- CAST -IN -PLACE CONC. W/ EXPANSION JOINTS 2 0A, rr �.l, i 0fyx � 0 1- III -III d III � � I I III -III -I � II, III -1 I I -1 5' -0" TEXTURED CONCRETE 5' -0" WIDTH TO MATCH SIDEWALK PER PLAN • (2) #4 1 TOP & 1 BOT. #4 © 12" 0/C EA. WAY •tl a • 4 SPEED / CROSS WALK • btO%O4Ll - - - -- ✓- % 'LANDSCAPE o0 0. 0 oo00000 00o0o0 0g0o0o0 0 \I cc N W a 0 CONCRETE WALK / SPEED BUMP ASPHALT DRIVE COMPACTED STRUCT. FILL REVIEWED FOR CODE COMPLIANCE APPROVED - MAY 21 2010 City of Tukwila BUILDING DIVISION RECEIVED MAY 132010 PERMIT CENTER ENLA SCALE: 1 QED 0,$1TE PLAN - 1 — BUILDI 8100 • Q 00 i i N N 13 CONSTRUCTION SET BUILDING PERMIT SUNMITTAL revision 0 C 09 -236 job no. drawn checked a, O I N I N U) a- BUILDI 8100 • Q CID 10' -6" 30' -0" 30' -0" 30' -0" 30' -0" f 30' -0" , 30' -0" , 30' -0" ,. 30' -0" , 30' -0" 10' -6" / P 6" 2' -6 3' -0 5-0" / 2'-6" cV O TO o N ro I CD 0 4 fi 4 1C CO II) 17 A7.1 r STAIR #1 (102 L \____5" CONC. SLAB ON GRADE PRECAST CONC. COLUMN 101D A 6' -4" 14' -6" r L 8'- 14' -6" 7 21' -10" L /4/ 2 1/2" 3' -O" (-10" 5' -0" / 2' -6" 2' -6" L STEEL COLUMN (TYPICAL) FUTURE OFFICE FUTURE T.I. STAIR OPENING ABOVE L EDGE OF ENTRY CANOPY ABOVE EDGE OF SECOND FLOOR ABOVE EDGE OF ROOF ABOVE 2' -6„ 5-0" 1 1 J \! ELEV. MACH. 109 ©L L1-1110 EV• • 1 tE�l -/106 HALL 105 MEN 106 I 5' -0" T i I 0 0 0 L NOTE: 1. PROVIDE 2A -10 BC FIRE EXTINGUISHERS IN LOCKED GLASS CABINETS 1/3000 S.F. MAX. - 75' MAX. TRAVEL DISTANCE LOCATION PER FIRE MARSHAL ALLOW 15 ON FIRST FLOOR AS T.I. 2. REFER TO SHEET A6.1 FOR G.W.B. WALL TYPES AND ROOM FINISH SCHEDULE FOR ROOMS TO BE SEPARATED BY CONSTRUCTION CAPABLE OF RESITING THE PASSAGE OF SMOKE FOR INCIDENTAL USE AREAS PER IBC 302.1.1.1. REFER TO STRUCTURAL FOR CMU WALL REINFORCEMENT. 3. REFER TO SHEET A6.1 FOR DOOR SCHEDULE. 4. REFER TO SHEET A9.1, A9.2 & A9.3 FOR FINISH PLAN. 5. BUILDING TO BE FIRE SPRINKLERED PER IBC 903.1.1 (NFPA 13 SPRINKLER SYSTEM) 6. BUILDING TO BE PROVIDED WITH A VISIBLE AND AUDIBLE FIRE ALARM AND DETECTION SYSTEM PER IBC 907.2 AS T.I. 7. GLAZING THROUGHOUT PROJECT TO CONFORM TO THE REQUIREMENTS OF IBC CHAPTER 24. a.) GLAZING IN DOORS, SIDELIGHTS AND AREAS SUBJECT TO HUMAN IMPACT LOADS TO COMPLY WITH IBC 2406.1 8c 2406.3. 0 F.P. 111 „ 5- 0 N (_* O PROVIDE KNOX BOX PER CITY OF TUKWILA FIRE DEPARTMENT y, r '1 I a I I 1 8' -6"/0 \-, 20' -0" L J CO 0 0 O b.) SKYLIGHT DESIGN IS A DEFERRED SUBMITTAL PER SHEET A.O. DESIGN PER IBC 2610, STRUCTURE PER 2006 IBC SIGNED AND STAMPED BY A WASHINGTON STATE ENGINEER. 8. PROVIDE SIGNAGE PER IBC SECTION 1110 CONFORMING TO ANSI SECTIONS 502.7 AND 703. SIGNAGE IS A DEFERRED SUBMITTAL (3) (C) 280' -0" 9' -6" 7 1/4" 2 1/2" / 4' -8" O CO STAIR #1 102 1ST FLOOR ENLARGED PLAN SCALE: 1 /4" = 1'--0" 5" 6' -9" CD 1 N N- ELEVATOR MACHINE '109 B ELEVATOR 2,500 LB. HYDRAULIC A4.4 L-1 4/A5.1 S.S. JAN. 110 GI SCALE: 3/32" = 1' -0" EDGE OF ENTRY CANOPY ABOVE / 5' -0" 1'7 2' -6" 5' -0" 2' -6" J J 1ST FLOOR PLAN / 5 5' -10" 1' -4 1/2 "/ HALL 105 M 3' -0" /- / 0 1' -1 1/2 ") , MEN 106 14' -0 1/2" 1 ' -6 1/2" I PAPER ITOWEL /WASTE — DISPENSER MIRROR o — .F. 1' -6" 31 -0" 1' -6" 19" F.D. D. SOAP DISP. 1' -6" 3,- 3, -0" 5' -I" 16" MIN. 18" MAX. F. PAPER WOMEN TOWEL /WASTE DISPENSER -107 // 1' -5 1/2" ELECT. 108 N • 6" 1ST FLOOR ENLARGED PLAN 7 1/4" r/ 9' -6" 2 1/2" 7-10" (4" rs 2 1/2" €I STAIR #2 103 3' -0" bto,oi4L4 0 To If 5' -0" REVIOWED FO CODE COMPLIAN APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISI 5" 7' -3 1/2" k 'I FIRE SPRINKLER ROOM �E EIVED FEB 16 2010 PERMIT C ►� r�'�:� / 1ST FLOOR ENLARGED PLAN SCALE: 1/4" = V-0" 1 o T T N a) -t- o T BUILDING PERMIT SUBMITTAL revision 0 C d co c N.- 0) 0 C) " E.M. drawn checked O T I ..1_ N -0 10' -6" 30' -0" 30' -0" LID 1 Lc) 1 0 CO 30' -0" 30' -0" ROOF DRAIN & OVERFLOOR 22 GA. PREFIN. METAL COPING PRECAST CONC. COLUMN 30, -0" +1 S -6" CRICKET -— +142-0" +14' -0" SKYLIGHT +14' -6 "—\ 4 SINGLE PLY ROOFING +15' -6" (T.O.P.) EDGE OF THIRD FLOOR ABOVE EDGE OF ROOF ABOVE ❑ 0 6 "�,�,3'-O 0 CD \ II L 3,- STAIR #1 (202 J \____5" CONC. SLAB ON GRADE STEEL COLUMN (TYPICAL) (I SKYLIGHT OPENING FOR FUTURE \ / T.I. STAIR �\ / FUTURE OFFICE / 201 rz�lr>, w STOR•G K4286) HALL r 205 MEN (206 0 0 I i 0 0 5 bib WOMEN ( 207 ) ELECT. (208 SKYLIGHT B • O s) O 7' -6" 22 GA. PREFIN. METAL COPING ROOF DRAIN & OVERFLOOR +14' -0" CRICKET +14' -6" ! ' I 1 O i T N CD -� a _.�__ _ _. _J I _ _ BUILDING PERMIT SUBMITTAL C 0 N .� (1) L +13' -6" SKYL GHT +14' -0" 285' 0" SINGLE PLY ROOFING +15' -6" (T.O.P.) 7' -6" J 1" 2 1/2" // 9' -6" 2 1/2" 5" 4'- 6" „ 12 TREADS @ 'O STAIR #1 202 DN.' 0 I II 1O' -10 3/4" 2ND FLOOR PLA SCALE: 3/32" = 1' -0" 3' -6" 7' -0 1/4" �L 7' -7" /OPENING FOR FUTURE T.I. STAIR\ VERIFY WITH T.L. ARCHITECT FINAL DIMENSIONS 14' -4 3/4" 2ND FLOOR ENLARGED PLAN N 0) CO 5 4 , 6' -9" 2 1/2" 5-9„ STORAGE P 209 '2 ELEV. #1 2,500 LB. HYDRAULIC c'J 0) 4/A5.1 S.S. JAN. (204) / 5" 5' -10" 3' -0" MEN (206 1' -4 1/2 "1 :1' -1 1/2 ') O PAPER I I TOWEL /WASTE \--- DISPENSER � 1 HALL i7; \ 1 , "' D.F. 205 1' -6" 3' -0" 1' -6" 1' -6" I II PAPER TOWEL /WASTE DISPENSER W.0 F.D. WOMEN 207 FEMALE NA IN DISPENSER 1'- 51/2" ELEC. 5" 208 8' -0" B 2ND FLOOR„ ENLARGED PLAN 5" NOTE: 1. PROVIDE 2A -10 BC FIRE EXTINGUISHERS IN LOCKED GLASS CABINETS 1/3000 S.F. MAX. - 75' MAX. TRAVEL DISTANCE LOCATION PER FIRE MARSHAL ALLOW 15 ON FIRST FLOOR AS T.I. 2. REFER TO SHEET A6.1 FOR G.W.B. WALL TYPES AND ROOM FINISH SCHEDULE FOR ROOMS TO BE SEPARATED BY CONSTRUCTION CAPABLE OF RESITING THE PASSAGE OF SMOKE FOR INCIDENTAL USE AREAS PER IBC 302.1.1.1. REFER TO STRUCTURAL FOR CMU WALL REINFORCEMENT. 3. REFER TO SHEET A6.1 FOR DOOR SCHEDULE. 4. REFER TO SHEET A9.1, A9.2 & A9.3 FOR FINISH PLAN. 5. BUILDING TO BE FIRE SPRINKLERED PER IBC 903.1.1 (NFPA 13 SPRINKLER SYSTEM) 6. BUILDING TO BE PROVIDED WITH A VISIBLE AND AUDIBLE FIRE ALARM AND DETECTION SYSTEM PER IBC 907.2 AS T.I. 7. GLAZING THROUGHOUT PROJECT TO CONFORM TO THE REQUIREMENTS OF IBC CHAPTER 24. a.) GLAZING IN DOORS, SIDELIGHTS AND AREAS SUBJECT TO HUMAN IMPACT LOADS TO COMPLY WITH IBC 2406.1 & 2406.3. b.) SKYLIGHT DESIGN IS A DEFERRED SUBMITTAL PER SHEET A.O. DESIGN PER IBC 2610, STRUCTURE PER 2006 IBC SIGNED AND STAMPED BY A WASHINGTON STATE ENGINEER. 8. PROVIDE SIGNAGE PER IBC SECTION 1110 CONFORMING TO ANSI SECTIONS 502.7 AND 703. SIGNAGE IS A DEFERRED SUBMITTAL 5" 1y 2 1/2" u ) 1 10" 2 1/2" 4' -6" 0 \ DN. = �c STAIR #2 (203 REVIEWED FOR CODE . MPUANCE A OVED 141 21 2010 City of Tukwila BUILDING DIVISION RECEIVED FEB 16 2010 PERMIT CENTER 2ND FLOOR ENLARGED PLAN SCALE: 1/4" = V-0" D I- 8100 ANDOVER PARK WEST z J 0 N w O VJ Cd w J 2 w U Z I I- 2 U a 130 LAKESIDE sheet A2 2 O i T N CD -� a BUILDING PERMIT SUBMITTAL C 0 N .� (1) L 0 C 0 (D C I I O rn .O E.M. drawn checked 0 i +.. 0 N 7) D I- 8100 ANDOVER PARK WEST z J 0 N w O VJ Cd w J 2 w U Z I I- 2 U a 130 LAKESIDE sheet A2 2 10' -6" 30' -0" 30' -0" 30' -0" 30' -0" t 291' -0" 30' -0" 30' -0" 30' -0" 30' -0" 30' -0" 10' -6" +34' -0" +34' -0" +32' -0" I -1 1 L32' -0 L +32' -0" 1 +32' -0" +32' -0" 1 +32' -0" 12' -0" 12' -0" 12'I -0" 12' -0" 12' -0" +40' -0" (T.O.P.) SINGLE PLY ROOFING ON RIGID INSULATION ON METAL DECKING +40' -0" (T.O.P.) 4" CONC. ISOLATION PAD ON METAL DECK'G EXHAUST FAN +30' -9 +29' -10" +30' -9 +32' -0" +29' -10" +31' -4 1/4" CRICKET - +31' -6" +32' -0" r I I II Z. I �` X� I r 2-3'i) .rya in CRICKET(0 AC UNIT CRICKET +30' -2 1/2" 2' -0" EXHAUST FANS +31' -2 1/2" +29' -8" SLOPE SLOPE SLOPE ROOF DRAIN & OVERFLOW SLOPE +32' -0" SLOPE ° -"-----ROOF DRAIN & OVERFLOW +29' -8" STAIR #2 _ SLOPE +29' -10" +32' -0" +29' -0" +40' -0" (T.O.P.) +32' -0" 22 GA. PREFINISHED METAL COPING CRICKET CRICKET 1+32' -0" 7 1+32' -0" +32' -0" +32' -0" +32' -0" -17 32' -0" T IT+32' -0" .1+3-27-7 +34' -0" ROOF PLAN SCALE: 3/32" = V-0" -0" +39' -0 SINGLE PLY ROOFING ON RIGID INSULATION ON METAL DECKING ROOF DRAIN & OVERFLOW PER 12/A7.2 +38'- 5' -6" 5' -0" 22 GA. PREFINISHED METAL COPING +39' -0" +40' -0" bto- O-I'4 PENTHOUSE PLAN SCALE: 3/32" = 1 ' -0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISI(lJJ RECEIVED FEB 16 2010 PERMIT CENTER I N 1 N -0 r I I II Z. I �` X� I r 2-3'i) .rya in CRICKET(0 AC UNIT CRICKET +30' -2 1/2" 2' -0" EXHAUST FANS +31' -2 1/2" +29' -8" SLOPE SLOPE SLOPE ROOF DRAIN & OVERFLOW SLOPE +32' -0" SLOPE ° -"-----ROOF DRAIN & OVERFLOW +29' -8" STAIR #2 _ SLOPE +29' -10" +32' -0" +29' -0" +40' -0" (T.O.P.) +32' -0" 22 GA. PREFINISHED METAL COPING CRICKET CRICKET 1+32' -0" 7 1+32' -0" +32' -0" +32' -0" +32' -0" -17 32' -0" T IT+32' -0" .1+3-27-7 +34' -0" ROOF PLAN SCALE: 3/32" = V-0" -0" +39' -0 SINGLE PLY ROOFING ON RIGID INSULATION ON METAL DECKING ROOF DRAIN & OVERFLOW PER 12/A7.2 +38'- 5' -6" 5' -0" 22 GA. PREFINISHED METAL COPING +39' -0" +40' -0" bto- O-I'4 PENTHOUSE PLAN SCALE: 3/32" = 1 ' -0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISI(lJJ RECEIVED FEB 16 2010 PERMIT CENTER I N N -0 0 c 0 I 0 I 0 N -II 10 11 SKYLIG -IT BEYOND II IIIIIIIIIIIIIIIIIIIIIIIIIf I, WEST ELEVATION SCALE: 3/32" = 1' -0" d- 1 �c- T L SOUTH ELEVATION SCALE: 3/32" = 1'-0" J FINISHED GRADE 0 I 200 0 0 I \ i 1 II II II II NORTH ELEVATION SCALE: 3/32" = 1' -0" II II II II II IL II r L II II II II II II II II II II ::- II II / \' T. T. T. 0 in I CD �\ \— r4-) EAST ELEVATION SCALE: 3/32" = 1' -0" SKYLIGHT SOUTH ELEVATION AT CANOPY SCALE: 3/32" = 1' -0" (NORTH ELEVATION AT CANOPY OPPOSITE HAND) MATERIAL LEGEND BOARD FORM CONCRETE WITH SEALER MATTE (SMOOTH) FINISH CONCRETE WITH SEALER PRE — FINISHED METAL CORNICE ANODIZED ALUMINUM WINDOW SYSTEM WITH LOW E INSULATED GLASS UNITS PRE — FINISHED HR36 RIB SIDING WITH PRE — FINISHED METAL CORNICE COLOR — COOL METALLIC CHAMPAGNE ANODIZED ALUMINUM ENTRY DOORS CODE SEWED FOR 0 COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVIRInni RECEIVED FEB 16 2010 PERMIT CENTER M N B TUKWILA PARK WEST 8100 z O F— Q LEI L1J 0 LJ F- X N w I- U O N a 0 MUELL U a J sheet A3. U) N M cD O N a0 N N I- U 0 1 0 I i N Q) -1- 0 -a C ;URIC •02 Q a) L. 0 C 3 10. checked 0 I (1) '— .4— '-- 0 N -0 M N B TUKWILA PARK WEST 8100 z O F— Q LEI L1J 0 LJ F- X N w I- U O N a 0 MUELL U a J sheet A3. U) N M cD O N a0 N N I- U 0 1 ',614i14KtaLUV v X5Ifeet:i:.�•wii:•1 .wW4wsw:Jwi:: :MN:•.a.. 44 :24 wv!2Lwi'J w• wvV2,45!%•-..w.f.•.�•:• ;JJ•-. -• r•. -• s.. uJJ�.ipw.J.....!'us �i..._.iw.4 i! sWs•1aL�: vw.' r:.util:AS4iA.•ifi•.•V:.iN:S�!�•a i9.:N wA HVAC UNIT 3' -O" MECHANICAL EQUIPMENT SCREEN - COLOR TO MATCH METAL COPING PROVIDE QUICK RESPONSE SPRINKLER SYSTEM SINGLE -PLY ROOFING OVER RIGID INSULATION 'ir•'••4 �a: Ciiw•. -•_4 •i ��iJ':•S �a �.•�wii •:.: :•:"•..•..�o'C -• e, �•.:•': ww'• :•:."'•'�'❖9i.�w'��•.•:•:•i...V • ..' �' w- es_ J. •.'a'w.yvv."'w:.�:•whtie:..w.•.a '.. ..� 1iii��M�ii•�r J•••�.•r•1Jii•A_ 14.•aJ.•?i•�.�4•i•�A l�•J.S�•�l4i.•.•: �ii N� /Aar —�- T.S. COL. ER STRUCTUR L DRAWINGS CEILING PER T.I. DRAWINGS CONCRETE FLOOR OVER METAL DECKING PER STRUCTURAL DRAWINGS 2' -6" 1 1 AL. AIL / PROVIDE QUICK RESPONSE SPRINKLER SYSTEM BUILDING EL 26.5' T.S. COL. STRUCTUR ER DRAWINGS \\— CEILING PER T.I. DRAWINGS -x' 5" CONC. SLAB ON VAPOR BARRIER (PER ASTM E 1745 Adz— CLASS 'A' REQ'TS, INSTALL PER ASTM E 1643) ON COMPACTED FILL PER SOILS REPORT PRE - FINISHED METAL COPING 1" TINTED GLASS IN ALUM. FRAMING SYSTEM PRECAST SPANDREL - BOARDFORM TEXTURE INTEGRAL COLOR CEMENT PLASTER SOFFIT 1" TINTED GLASS IN ALUM. FRAMING SYSTEM No O11L1 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION RECEIVED FEB 16 2010 PERMIT CENTER 2 -11 -10 Q) 15 13 BUILDING PERMIT SUNMITTAL C O_ a) L O C 09 -236 job no. drawn checked 0 I 4) .— .,.. T 0 N 'D 22 GA. PREFIN. METAL COPING SINGLE PLY ROOFING SYSTEM OVER 1/2" PROTECTION BOARD OVER R-30 RIGID INSULATION OVER METAL DECKING Al SMIENNEMINSUMERM INTEGRAL COLOR ACRYLIC FINISH OVER 5/8" DENSGLASS SOFFIT BOARD SHEATHING ON METAL FRAMING CONCRETE FINN BEYOND 3'-0" ••• 7-r-) "co 2ND FLOOR 7/8" !NT PLASTER OVER 5/ SHEATHIN GRAL COLOR CEMENT OFFIT ON METAL LATH " DENSGLASS GOLD ON METAL FRAMING FREE DRAIN MATERIAL \VX\ R-21 FS.,- 125 BATT — STICK11 TO C R-21 BA , 1 " 'TION ,RETE NSULATION 3 5/8" METAL STUD FRAMING AT 24 0/C BRACE AS REQUIRED PROVIDE R-25 FS-25 BATT INSULATION AT SOFFIT CEILING INSTALLED UNDER SEPARATE T.I. PERMIT 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM 5" STOOL TRIM — COLOR TO MATCH WINDOW SYSTEM METAL STUDS AND R-13 BATT INSULATION (5/8" G.W.B. AS T.I.) 4 ri I -411 FRAMING PER STRUCTURAL DRAWINGS R-21 FS 25 BATT INSULATION — STICK PIN TO CONCRETE 3 5/8" METAL STUD FRAMING AT 24" 0/C BRACE AS REQUIRED PROVIDE R-25 FS-25 BATT INSULATION AT SOFFIT 2'-6" CEILING AS T.I. 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM 5" STOOL TRIM — COLOR TO MATCH WINDOW SYSTEM METAL STUDS AND R-13 BATT INSULATION (5/8" G.W.B. AS T.I.) eonvommwwwwznmpr - / e4\/ 24.1.2/ / •\// \\/ \/ 1 • /.'./ • /\ • / WALL SECTI- 1/2- = ve DRAIN — RM SYSTEM 5" CONC. SLAB ON VAPOR BARRIER (PER ASTM E 1745 CLASS 'A' REQ'TS, INSTALL PER ASTM E 1643) ON COMPACTED FILL PER SOILS REPORT 2co CONCRETE FIN BEYOND H.C. RAMP — SEE DETAIL 17/A1.2 SINGLE PLY ROOFING SYSTEM ON 1/2" DENNS—DECK ON METAL DECKING TEMP/ GLASS ALUM. SKYLIGHT A7.1 / 7/8" INTEGRAL COLOR CEMENT PLASTER SOFFIT ON METAL LATH OVER 5/8" DENSGLASS GOLD SHEATHING ON METAL FRAMING \ bio oLosi 22 GA. PREFIN. METAL COPING SINGLE PLY ROOFING SYSTEM OVER 1/2" PROTECTION BOARD OVER R-30 RIGID INSULATION OVER METAL DECKING NSIMSSNSWASTASSZSSMSZSSNSf6ISSTASMSSIMS:gt Al MINEVERNE MERNI• 1.1 INTEGRAL COLOR ACRYLIC FINISH OVER 5/8" DENSGLASS SOFFIT BOARD SHEATHING ON METAL FRAMING TEMP/ GLASS ALUM. SKYLIGHT 3'-0" • • R-21 41T INSULATI PINNED f0 CONCR —I— R-21 BATT I 4LATION STICK CEILING INSTALLED UNDER SEPARATE T.I. PERMIT 1 INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM 5" STOOL TRIM — COLOR TO MATCH WINDOW SYSTEM METAL STUDS AND R-13 BATT INSULATION (5/8" G.W.B. AS T.I.) ■ CONC. WALK OPP. A NERNEMERESIM 7/8" INTEGRAL COLOR CEMENT PLASTER SOFFIT ON METAL LATH OVER 5/8" DENSGLASS GOLD SHEATHING ON METAL FRAMING FREE DRAIN MATERIAL 2'-6" I IL L _ _J • 3'-0" d A 444 17'-0" WALL SECTIO 1/2" = — 0" NFOOTING DRAIN — NNECT TO STORM SYSTEM • /V/ \ :/ Aim . . • R-21 BATT INSULATION STICK PINNED CONCRETE R — :ATT INSULATION CEILING AS T.I. 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM 5" STOOL TRIM — COLOR TO MATCH WINDOW SYSTEM /1 METAL STUDS AND R-13 BATT INSULATION (5/8" G.W.B. AS T.I.) s4.74;;\\\•\/7/*/- - /\\ /\ \> / V/>\//\ \ , \ REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 1 2010 City of Tukwila BUILDING DIviginm RECEIVED FEB 1 6 2010 PERMTCBITER- a) 1- 0 0 0 C) C) 22 GA. PREFIN. METAL COPING N SINGLE PLY ROOFING SYSTEM OVER 1/2" PROTECTION BOARD OVER R -30 RIGID INSULATION OVER METAL DECKING .A..A 1∎.i 1 ∎.i ��1�1i11 P,i1A,1..iI411Oi i111.�iI1106. 1iIi1 11I.I A1J611JiIiI ice.AiI R -21 BMTT INSULATI PINNED TO CONCR'i R -21 BATT I LATION STICK INTEGRAL COLOR ACRYLIC FINISH OVER 5/8" DENSGLASS SOFFIT BOARD SHEATHING ON METAL FRAMING 3, -0" / / / I 11 I I I / I / / CEILING INSTALLED UNDER SEPARATE T.I. PERMIT 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM 5" STOOL TRIM - COLOR TO MATCH WINDOW SYSTEM 6 A7.1 METAL STUDS AND R -13 BATT INSULATION (5/8" G.W.B. AS T.I.) / MINVERRENNW = = = = 7/8" INTEGRAL COLOR CEMENT PLASTER SOFFIT ON METAL LATH OVER 5/8" DENSGLASS GOLD SHEATHING ON METAL FRAMING PRE - EXTEND OVERFLOW THRU CANOPY SOFFIT CONC CAST -IN -PLACE CURB (BEYOND) CONNECT CANOPY DRAIN TO STORM SYSTEM R -21 BATT INSULATION STICK PINNED TO CONCRETE R -21 BATT INSULATION CEILING AS T.I. 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM 5" STOOL TRIM - COLOR TO MATCH WINDOW SYSTEM METAL STUDS AND R -13 BATT INSULATION (5/8" G.W.B. AS T.I.) ASPHALT PAVING DRIVE THRU/ DROP -OFF CAST -IN -PLACE CONC. CURB CONC. WALK FREE DRAIN MATERIAL . • • d••• r CONC. WALK L SECTION 1/2 = FOOTING DRAIN - CONNECT TO STORM SYSTEM \ / / \ / /\\ //� �i r� iti'ti 70Y7 > /V�VA�VAA��� �\ / \ \ /\\ 22 GA. PREFIN. METAL COPING / I SINGLE PLY ROOFING SYSTEM OVER 1/2" PROTECTION BOARD OVER R -30 RIGID INSULATION OVER METAL DECKING A� A.W.. i���1W"NWW,SWSWWWW,W,W,WW1�1 ∎wc R -21 BAT1 INSULATION CK PINNED TOj CONCRET -21 BATT l'ULATION Ail INTEGRAL COLOR ACRYLIC FINISH OVER 5/8" DENSGLASS SOFFIT BOARD SHEATHING ON METAL FRAMING 3' -0" U / CEILING INSTALLED UNDER SEPARATE T.I. PERMIT in INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM 5" STOOL TRIM - COLOR TO MATCH WINDOW SYSTEM 1 I / METAL STUDS AND R -13 BATT INSULATION (5/8" G.W.B. AS T.I.) 7/8 " INTEGRAL COLOR CEMENT PLASTER SOFFIT ON METAL LATH OVER 5/8" DENSGLASS GOLD SHEATHING ON METAL FRAMING v •14 I kk. u 1iviuuui Ruuuultouuuuuuuuuuuuuii E uuuulIuu ti tI ftu Ei ■ eliemsiesseri -- r 7 0s404q I- -I I I I I L SECTION 1/2- = 1 ' -0" A7. ) A7.1 R -21 BATT INSULATION STICK PINNED TO CONCRETE R -21 BATT INSULATION CEILING INSTALLED UNDER SEPARATE T.I. PERMIT 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISInT' a P••, •L1 •;.( .f,• ;,. .4.4.... 41 • / / / \ \/> /// \/\ \/, RECEIVED FEB 16 2010 PERMIT CENTER 0 C M N .,Q rn 0 C L u.1"0 checked 0 1 1 0 N W I- C) rn M N I— U W I- 2 U 18200 ANDOVER PARK WEST z 0 I_ U W (I) w I- Q M N N N 0 M (0 N 'CZ o U) I— U w I U N (.1 co rn 130 LAKESIDE sheet A4.3 \\\ HVAC UNIT 4'-8" ELEVATOR NOTES: 1. ANSI SECTIONS 101 AND 102. PIPES, DUCTS, CONDUITS, AND EQUIPMENT NOT USED FOR THE OPERATION OF THE ELEVATORS ARE PROHIBITED IN MACHINE ROOM AND HOISTWAYS. 2. ICC 407 PROVIDE ACCESSIBLITY TO ALL ELEVATORS. 3. ANSI RULE 100.2.0 WATERPROOF AS NECESSARY TO PREVENT ENTRY OF GROUND WATER. SUMP PUMPS MAY BE INSTALLED FOR FLOOD CONTROL BUT NOT APPROVED TO MAINTAIN A DRY PIT. 4. ANSI RULE 106.1D. PROVIDE PIT LADDER. 5. ANSI RULE 101.58. PROVIDE MACHINE ROOM VENTILATION. 6. IBC 3004. PROVIDE HOIST WAY VENTILATION. 7. IBC 1621. COMPLY WITH SEISMIC REQUIREMENTS. 8. ANSI RULE 101.4. PROVIDE 7' -O" CLEAR HEADROOM IN MACHINE ROOM. 9. IBC CHAPTER 11 & ICC A117.1, ACCOMMODATE PEOPLE WITH DISABILITIES. 10. ANSI SECTION 300. PROVIDE PROPER TOP CAR RUNBYS, CLEARANCES AND REFUGE SPACE. 11. ANSI RULES 100.1B & 110.14. 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 3002.1. GROUT BEHIND ALL HOIST WAY PENETRATIONS FOR PIPES, FIXTURES, ETC. 13. IBC 3004.1. ELEVATOR HOIST WAYS SHALL NOT BE VENTED OR PRESSURIZED THROUGH ELEVATOR MACHINE ROOMS. 14. ANSI 100.1C, 204.1H. GLASS USED IN OR ON ELEVATOR HOIST WAYS AND CARS MUST BE LAMINATED AND MEET THE REQUIREMENTS OF ANSI 297.1. 15. PROVIDE CALCULATIONS AND DRAWINGS TO CITY OF TUKWILA BLDG. DEPART. FOR APPROVAL OF THE STRESSES AND SHALL BE NOTED IN THE APPLICABLE RULES OF ANSI 105. 16. ANSI SECTION 109. PROVIDE CALCULATIONS TO CITY OF TUKWILA BLDG. DEPART FOR APPROVAL OF THE ABILITY OF THE PIT FLOOR AND STRUCTURE TO WITHSTAND THE ELEVATOR BUFFER ENGAGEMENT REACTIONS. 6' -0" 6' -3" 7 SINGLE PLY ROOFING OVER OVER RIGID- INSULATION CONC. TOPPING ON METAL DECKING ON STL. O.W.J. _L SUSP'D CEILING AS T.I. 6 1/4" 3' -0" 5' -0 1/4" 11' -0" 3' -2 1/2" 12 TREADS AT 11" N cri C, N W (I) CC SUSP'D CEILING AS T.I. it) MITER CORNERS, WELD, FILL, AND GRIND SMOOTH AND FLUSH, TYP. 1 1/4" DIA. STD. STL. PIPE RAIL, PAINT. 5" CONC. SLAB ON VAPOR BARRIER (PER ASTM E 1745 CLASS 'A' REQ'TS, INSTALL PER ASTM E 1643) ON COMPACTED FILL PEP, SOILS REPORT - 3' -2 1/2" STAIIR SECTION SCALE: 1/2" = 1' -0" 12 TREADS AT 11 bo o.1L1 17. ANSI 211.1 (A) (2). PROVIDE MEANS OF TWO -WAY CONVERSATION BETWEEN THE ELEVATOR AND A READILY ACCESSIBLE POINT (SHOWROOM) OUTSIDE THE HOISTWAY. 18. ANSI 211.1 (B). THIS STRUCTURE IS CONSIDERED AS UNATTENDED AND ONE OF TWO ADDITIONAL EMERGENCY SIGNALING DEVICES SHALL BE PROVIDED (PHONE TO ANSWERING SERVICE). 19. ANSI 211.1. PROVIDE AN EMERGENCY POWER SUPPLY FOR THE DEVICES REQUIRED BY 211.1(A)(2) AND 211.1(B). 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. 20. INSTALL APPROVED CITY OF TUKWILA APPROVE 6 "X 8 "X 1" STEEL KEY RETAINER BOX. BOX SHALL BE LABELED "FOR FIRE DEPARTMENT USE" AND SHALL BE RED IN COLOR. BOX SHALL BE LOCATE 6' ABOVE ELEVATOR CALL BUTTON ON MAIN FLOOR AND CONTAIN KEYS TO THE ELEVATOR SHAFT, MACHINE ROOM AND STAIRWAY. 21. KEYS REQUIRED FOR THE OPERATION OF ELEVATOR, FIRE EMERGENCY SERVICE, THE MACHINE ROOM AND THE MECHANICAL HOIST WAY ACCESS KEY SHALL BE TAGGED AND KEPT IN THE KEY BOX. 22. COMPLY WITH APPLICABLE STATE OF WASHINGTON CODES WAC 296 -81 -277 AND WAC 296 -81 -175 AND THE CITY OF TUKWILA GUIDELINES. 23. PROVIDE PHASE 1 RECALL PACKAGE. 24. PROVIDE THE FIRE ALARM PANEL WITH THREE SPECIFIC ZONES FOR THE ELEVATOR, 1.) 1 ZONE IS FOR THE MAIN FLOOR ELEVATOR RECALL, 2.) 1 ZONE IS FOR THE ALTERNATE FLOOR RECALL AND 3.) 1 ZONE IS REQUIRED TO MONITOR THE SPRINKLER SYSTEM GATE VAVLE CONNECTED TO THE SPRINKLER SYSTEM PROTECTING THE ELEVATOR HOISTWAY AND MACHINE ROOM. 25. PROVIDE SERVICE DISCONNECT SWITH FOR BOTH FLOORS AND CONNECT TO ALARM PANEL. 26. ELEVATOR SHALL RETURN TO MAIN FLOOR WHEN IT RECEIVES A SIGNAL FROM ELEVATOR VESTIBULE OR MACHINE ROOM SMOKE DETECTOR. 27. PROVIDE 135' HEAT DETECTOR AT TOP OF ELEVATOR HOISTWAY AND MACHINE ROOM AND WITHIN 18" OF SPRINKLER HEADS. SMOKE DETECTORS AND SHUNT SWITCHES SHALL BE CONNECTED TO ALARM PANEL. CONC. TOPPING ON METAL DECKING ON STL. O.W.J. 1 HOUR HORIZONTAL SHAFTWALL 2 1/2" I -STUD AT 24" 0/C W/ 1 " FIRE SHIELD SHAFT LINER AND 5/8" FIRE SHIELD G.W.B. ATTACH G.W.B. WITH 1" TYPE S OR S -12 SCREWS AT 12" 0/C ICC REPORT NO. ER -3579 ELEVATOR ASSEMBLY LIFTING BEAM - SEE STRUCTURAL SIM. ANSI SECTION 300 PROVIDE PROPER TOP CAR RUNBY CLEARANCE AND REFUGE SPACE 1 HOUR RATED ELEVATOR DOORS, JAMBS & WALLS CONC. TOPPING ON METAL DECKING ON STL. O.W.J. IPROVIDE CLASS 1 FLAMESPREAD MATERIAL FINISHES 10" CONCRET: ALL PER STRUCTU'A TYP. 1 HR. CONST. =E CIO 1 HIU" RATED EL .TIPR DOORS & J•MI:S .TEE EE PIT LADDER PER ET.11 /A7.3 4.. 18" X 18" X 18" SUMP WATERSTOP ELEVATOR SECTION SCALE: 1/2" = 1' -0" "VOLCLAY" WATERPROOF MEMBRANE REVIEWED FOR CODE COMPLIANC APPROVED MAY 21 2010 cityofrukwila BUILDING DNISIOn RECEIVED FEB 16 2010 PERMIT CENTER co 2- 11 -1.0_ 0 BUILDING PERMIT SUBMITTAL mmoimmjevision 0 c 09 -236 job no. E.M. drawn checked 0 I •-+ v N co 8 A7.2 4 4 SINGLE PLY ROOFING OVER RIGID INSULATION ON METAL DECKING. SEE STRUCTURAL- 12' -6" 6' -0" 4' -8" O PREFINISHED METAL CORNICE ■ ■ ■ 5' -0" i • i i ■ i i i i ■ i ■ v i' 6' -6 1/4" SUSP'D CIELING 11'— 0 I, Libh/7N," L__ 13 TREADS AT 11" • co I co 10, -1" 11 TREADS AT 1 1 w U z lx U ■ e;w4.e I 4411 ) ) ) ) ) ) ) ) ) ) M PREFINISHED METAL SID DENS —GLASS GOLD FIRE METAL STUDS W/ R -21 INSULATION OVER 5/8" AT INTERIOR. SEE STRU 9 I a) P N jDN ,QUAD' ON TY7j3ATT/ E GWB " HVAC //// / UNIT 3/0" 6 1/4" A ■r: N 0 • 4 SINGLE PLY ROOFING OVER OVER RIGID INSULATION w U z 6' -8 1/2" 3' -0" � _L 'Ir CO 1 MITER CORNERS, WELD, FILL, AND GRIND SMOOTH AND FLUSH, TYP. 1 1/4" DIA. STD. STL, 4" MAX. PIPE RAIL, PAINT. STEEL STRINGERS, PAINT C. N 7 1/4" 6 1/4" l —5" CONC. S B ON VAPOR BARRIER (PER ASTM E 1745 CLASS 'A' REQ'TS, INSTALL PER STM E 1643) ON COMPACTED ILL PER SOILS REPORT 0 I in • 4. • 4 -' • 4 2' -3" 11' -0" 5' -9 1/2" 4' -1 1/2" 12 TREADS AT 11" STAIR SECTION SCALE: 1/2" = 1' -0" b(�QLfLj REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISIflN RECEIVED FEB 16 2010 PERMIT CENTER TUKWILA, WA. z 0 E- U uJ 0 CC J J w w U z J U, N U) M N U w I- U 130 LAKESIDE sheet A4.5 o I N .F o 13 BUILDING PERMIT SUBMITTAL C 0 V) .' a) L 0 C 0 M C O •O E.M. drawn checked 0 I a) r 0 N TUKWILA, WA. z 0 E- U uJ 0 CC J J w w U z J U, N U) M N U w I- U 130 LAKESIDE sheet A4.5 II 8' -9 "II • SANITARY NAPKIN DISPENSER I I I I I I I I I I I I I I I I l I I I I1 F I I F I 1 1 1 I ( l I I I I A 12" x 12" CERAMIC WALL TILE – THIN SET WOMEN #107, #207 SCALE: 1/4" = 0 LIGHT FIXTURE t I� INSULATE DRAIN LINE, TYP B (AT SINKS) RECESSED PAPER TOWEL /WASTE G.W.B. – ENAM. PAINT 1/4" POL. PLATE MIRROR W/ S.S. TRIM TOILET PAPER NAPKIN DISPOSAL B (AT TOILET STALL) LIGHT FIXTURE CEILING HUNG 12" x 12" CERAMIC TOILET PARTITIONS WALL TILE – THIN SET 6" HIGH COVED TILE BASE C TOILET TISSUE DISPENSER GRAB BAR SEAT COVER DISPENSER co CD (AT H.C. TOILET STALL) INSULATE DRAIN LINE, TYP D (AT SINKS) CEILING HUNG TOILET PARTITIONS RECESSED PAPER TOWEL /WASTE \ ° I 0, o I N N 4-0 ,_\_,N, I -r.' , BUILDING PERMIT SUBMITTAL revision muimilimilii. j i F r, a 0 09 -236 job no. E.M. drawn checked 0 ia) 7 0 N -0 — WI B I tl I “, '' - ii 1 1 -• 0 I 0 I1 =7) `-f � I I I tl I MEI ■! ■ ■■ i__A -i_ ir, il l I 6" HIGH COVED TILE BASE C TOILET TISSUE DISPENSER GRAB BAR SEAT COVER DISPENSER co CD (AT H.C. TOILET STALL) INSULATE DRAIN LINE, TYP D (AT SINKS) CEILING HUNG TOILET PARTITIONS RECESSED PAPER TOWEL /WASTE SEAT COVE DISPENSER A TOILET TISSUE DISPENSER 0 I cV MEN #106, #206 SCALE: 1 /4" = 1' -0" MAXIMUM 36" A.F.F. TO SPOUT AT H.C. FOUNTAIN. SPOUT TO BE A MAX. 15" FROM BACK WALL AND MAX. 5" FROM FRONT EDGE. TYP. G.W.B. – PAINT S.S. FOUNTAIN & CUSPIDOR RUBBER BASE ELEVATION 1/4" = 1' -0" 6" HIGH COVED TILE BASE G.W.B. - ENAM. PAINT 1/4" POL. PLATE MIRROR W/ S.S. TRIM B (AT URINAL) INSULATE DRAIN LINE, TYP RECESSED PAPER TOWEL /WASTE G.W.B. – ENAM. PAINT I I I I I I I .1 I I I I I I I II [ I I I I I I I I I I I I I I I B (AT SINKS) 6" HIGH COVED TILE BASE 12" x 12" CERAMIC J D (AT H.C. TOILET STALL) CEILING HUNG TOILET PARTITIONS INSULATE DRAIN LINE, TYP (AT SINKS) RECESSED PAPER TOWEL /WASTE A B PLAM. WAINSCOT W/ ALUM. EDGE AT SERVICE SINK JAN. SERVICE SINK REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISIOIg RECEIVED FEB 16 2010 TYPICAL NOTES PERMTCENTER 1. REFER TO SHEET AO FOR TYPICAL FIXTURE MOUNTING HEIGHTS. 2. REFER TO SHEET AO FOR TYPICAL ACCESSIBLE TRANSFER SHOWER STALL. 3. REFER TO SPECIFICATIONS FOR PAINTING. 4. REFER TO SHEET A6.1 FOR DOOR SCHEDULE. 5. REFER TO SHEET A6.2 FOR ROOM FINISH SCHEDULE. 6. DOORS TO ACCESSIBLE TOILET COMPARTMENTS TO HAVE SELF CLOSING DOORS PER ANSI 604.8.3 \ o I N N 4-0 ,_\_,N, M BUILDING PERMIT SUBMITTAL revision muimilimilii. j i F • 0 09 -236 job no. E.M. drawn checked 0 ia) 7 0 N -0 — 0 I u 1° f° I/ 1 1 1 1 I''' 1 I I I J' I I I I I I I 1 1 I I 1 I SEAT COVE DISPENSER A TOILET TISSUE DISPENSER 0 I cV MEN #106, #206 SCALE: 1 /4" = 1' -0" MAXIMUM 36" A.F.F. TO SPOUT AT H.C. FOUNTAIN. SPOUT TO BE A MAX. 15" FROM BACK WALL AND MAX. 5" FROM FRONT EDGE. TYP. G.W.B. – PAINT S.S. FOUNTAIN & CUSPIDOR RUBBER BASE ELEVATION 1/4" = 1' -0" 6" HIGH COVED TILE BASE G.W.B. - ENAM. PAINT 1/4" POL. PLATE MIRROR W/ S.S. TRIM B (AT URINAL) INSULATE DRAIN LINE, TYP RECESSED PAPER TOWEL /WASTE G.W.B. – ENAM. PAINT I I I I I I I .1 I I I I I I I II [ I I I I I I I I I I I I I I I B (AT SINKS) 6" HIGH COVED TILE BASE 12" x 12" CERAMIC J D (AT H.C. TOILET STALL) CEILING HUNG TOILET PARTITIONS INSULATE DRAIN LINE, TYP (AT SINKS) RECESSED PAPER TOWEL /WASTE A B PLAM. WAINSCOT W/ ALUM. EDGE AT SERVICE SINK JAN. SERVICE SINK REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISIOIg RECEIVED FEB 16 2010 TYPICAL NOTES PERMTCENTER 1. REFER TO SHEET AO FOR TYPICAL FIXTURE MOUNTING HEIGHTS. 2. REFER TO SHEET AO FOR TYPICAL ACCESSIBLE TRANSFER SHOWER STALL. 3. REFER TO SPECIFICATIONS FOR PAINTING. 4. REFER TO SHEET A6.1 FOR DOOR SCHEDULE. 5. REFER TO SHEET A6.2 FOR ROOM FINISH SCHEDULE. 6. DOORS TO ACCESSIBLE TOILET COMPARTMENTS TO HAVE SELF CLOSING DOORS PER ANSI 604.8.3 MUELL )VER f o I N N 4-0 BUILDING PERMIT SUBMITTAL revision muimilimilii. j 0 09 -236 job no. E.M. drawn checked 0 ia) 7 0 N -0 MUELL )VER f ROOM FINISH SCHEDULE ROOM NO. ROOM NAME FLOOR BASE NORTH WALL EAST WALL SOUTH WALL WEST WALL CEILING REMARKS MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. MAT. FIN. HEIGHT 101 FUTURE OFFICE CONCRETE SEALER/HARDENER PER T.I. L/240 GWB PAINT GWB PAINT GWB PAINT GWB PAINT EXPOSED ALUM. FACTORY SEE NOTES # 2, 4 & 7 102 STAIR #1 CONCRETE SEALER/HARDENER RUBBER RB1 GWB PAINT GWB PAINT GWB PAINT GWB PAINT EXPOSED PAINT VARIES SEE NOTES # 1, 7 & 8 103 STAIR #2 CONCRETE SEALER/HARDENER RUBBER RB1 GWB PAINT GWB PAINT GWB PAINT GWB PAINT EXPOSED PAINT VARIES SEE NOTES # 1, 7 & 8 105 HALL CONCRETE SEALER/HARDENER FACTORY 11/A7.1 GWB PAINT - - GWB PAINT - - EXPOSED 10/A7.1 SEE NOTES # 3 & 6 106 MEN C.T. FACTORY C.T. FACTORY C.T. /GWB FACT./PT. C.T. /GWB FACT /PT. C.T. /GWB FACT. /PT. C.T. /GWB FACT. /PT. GWB PAINT 9' -0" SEE NOTES # 3, 4 & 7 107 WOMEN C.T. FACTORY C.T. FACTORY C.T. /GWB FACT./PT. C.T. /GWB FACT./PT. C.T. /GWB FACT. /PT. C.T. /GWB FACT./PT. GWB PAINT 9' -0" SEE NOTES # 3, 4 & 7 108 ELECTRICAL CONCRETE SEALER/HARDENER RUBBER RBI GWB PAINT GWB PAINT GWB PAINT GWB PAINT EXPOSED 10/A7.1 SEE NOTES # 3 & 6 109 ELEVATOR MACHINE CONCRETE SEALER/HARDENER RUBBER RB1 GWB PAINT GWB PAINT CONCRETE PAINT GWB PAINT ItIMINIMP PAINT 9' -0" SEE NOTES # 3 & 6 110 JANITOR CONCRETE SEALER/HARDENER RUBBER RB1 GWB PAINT GWB PAINT CONCRETE PAINT GWB PAINT GWB PAINT 9' -0" SEE NOTES # 3 & 6 111 FIRE PROTECTION CONCRETE SEALER/HARDENER RUBBER RB1 GWB PAINT GWB PAINT CONCRETE PAINT GWB PAINT PAINT 9' -O SEE NOTES # 3 & 6 201 FUTURE OFFICE CONCRETE SEALER/HARDENER PER T.I. PAINT GWB PAINT GWB PAINT GWB PAINT GWB PAINT EXPOSED WOOD FACTORY SEE NOTES # 2, 4 & 7 202 STAIR #1 CONCRETE SEALER/HARDENER RUBBER RB1 GWB PAINT GWB PAINT GWB PAINT GWB PAINT EXPOSED PAINT VARIES SEE NOTES # 1, 7 & 8 203 STAIR #2 CONCRETE SEALER/HARDENER RUBBER RB1 GWB PAINT GWB PAINT GWB PAINT GWB PAINT EXPOSED PAINT VARIES SEE NOTES # 1, 7 & 8 204 JANITOR CONCRETE SEALER/HARDENER RUBBER RB1 GWB PAINT GWB PAINT CONCRETE PAINT GWB PAINT GWB PAINT 9' -O SEE NOTES # 2 & 7 205 HALL CONCRETE SEALER/HARDENER GWB PAINT - - GWB PAINT - - EXPOSED SEE NOTES # 3, 4 & 7 206 MEN C.T. FACTORY C.T. FACTORY C.T. /GWB FACT./PT. C.T. /GWB FACT. /PT. C.T. /GWB FACT /PT. C.T. /GWB FACT. /PT. GWB PAINT 9' -0" SEE NOTES # 3, 4 & 7 207 WOMEN C.T. FACTORY C.T. FACTORY C.T. /GWB FACT./PT. C.T. /GWB FACT /PT. C.T. /GWB FACT. /PT. C.T. /GWB FACT./PT. GWB PAINT 9' -0" SEE NOTES # 3 & 6 208 ELECTRICAL CONCRETE SEALER/HARDENER RUBBER RB1 GWB PAINT GWB PAINT GWB PAINT GWB PAINT EXPOSED SEE NOTES # 3 & 6 209 STORAGE CONCRETE SEALER/HARDENER RUBBER RB1 GWB PAINT GWB PAINT CONCRETE PAINT GWB PAINT GWB PAINT 9' -0" SEE NOTES # 3 & 6 NOTES: 1. PROVIDE CLASS I FLAME SPREAD MATERIAL ON ALL INTERIOR FINISHES IN SHAFTS. 2. PROVIDE CLASS II FLAME SPREAD MATERIAL ON ALL CORRIDORS. 3. PROVIDE CLASS III FLAME SPREAD MATERIAL ON ALL OFFICE AREAS & TOILET ROOMS. 4. PROVIDE LIGHTING AND VENTILATION PER I.B.C. SECTIONS 1203 & 1205 5. PROVIDE LEVEL 3 FINISH ON G.W.B. 6. PROVIDE LEVEL 4 FINISH ON G.W.B. 7. PROVIDE LEVEL 5 FINISH ON G.W.B. 8. G.W.B. AT EXTERIOR WALLS ARE AS T.I. WALL TYPES: NOTE: 1. PROVIDE KICKERS ABOVE CEILING AS REQUIRED. 48 "o.c. MAX. ALTERNATE SIDES 2. SEE ROOM FINISH SCHEDULE FOR ALL FINISHES. 3. ENCLOSE ALL PLUMBING PIPING FULL HEIGHT TO STRUCTURE AS APPLICABLE 4. ALL WOOD BUCKS AND BLOCKING TO BE FIRE TREATED co LC) C CO Ln r-) LC) C� C� co u7 C 5/8" G.W.B. EA SIDE ON 3 5/8" METAL STUDS AT 24" O.C. W/ 3 1/2" THICK SOUND BATT INSULATION TYPE A 5/8" TYPE 'X' G.W.B. EA SIDE ON 6" METAL STUDS AT 24" O.C. W/ 3 1/2" THICK SOUND BATT INSULATION TYPE C S z 0 w a_ 5/8" TYPE 'X' G.W.B. EA SIDE ON STAGGERED STUDS © 24 "o.c. MAX. GUAGE AS REQUIRED, FULL HEIGHT TO STRUCTURE TYPE E 5/8" G.W.B. ON METAL FURRING STRIPS AT 24" O.C. TYPE G co LC) C CO LC) •7 co Ln <EY PLA\ 5/8" TYPE 'X' G.W.B. EA SIDE ON 3 5/8" METAL STUDS AT 24" O.C. W/ 3 1/2" THICK SOUND BATT INSULATION. 1 HOUR RATED WALL. UL DES U419 OR 465 TYPE B (FULL HEIGHT) 3/4" SHEETROCK BRAND ULTRACODE CORE GYPSUM PANELS, JOINTS FINISHED 4" USG C —H STUDS 25 GAUGE 24" 0/C — 3" THERMAFIBER SAFB INSULATION u7 C' C� CO 1" SHEETROCK BRAND GYPSUM LINER PANELS 4 3/4" U.S. GYPSUM 1 HR. RATED SHAFT WALL OR APPROVED EQUAL. UL DES U415, SYSTEM D TYPE D (FULL HEIGHT) 5/8" TYPE 'X' G.W.B. EA SIDE ON 6" METAL STUDS AT 24" O.C. W/ 3 1/2" THICK SOUND BATT INSULATION. 1 HOUR RATED WALL. UL DES U419 OR 465 TYPE F ico u7 5/8" G.W.B. ONE SIDE ON 3 5/8" METAL STUDS AT 24" 0.C. W/ 3 1/2" THICK SOUND BATT INSULATION TYPE H INTERIOR NON- STRUCTURAL STUD SCHEDULE * STUD SIZE GAUGE & SPACING DEFLECTION MAX. HEIGHT 3 5/8" 25 GA. © 24" O.C. L/240 13' -5" 3 5/8" 25 GA. © 16" O.C. L/240 14' -4" 3 5/8" 20 GA. © 24" O.C. L/240 14' -9" 3 5/8" 20 GA. © 16" 0.0. L/240 16' -5" 6" 25 GA. © 24" O.C. L/240 1 6'-9" 6" 25 GA. © 16" O.C. L/240 19' -9" 6" 20 GA. © 24" O.C. L/240 21' -7" 6" 20 GA. © 1 6" O.C. L/240 24' -6" * — SEE STRUCTURAL DRAWINGS FOR BEARING WALL FRAMING & FRAMING © PLUMBING WALLS Design No. D502 Restrained Assembly Rating -1 -1/2 or 2 Hr.(See Items 15C, 17A) Unrestrained Assembly Rating -1 -1/2 or 2 Hr.(See Items 15C, 17A) Unrestrained Beam Rating -1 -1/2 or 2 Hr.(See Items 15C, 17A) 22' 1 1. Beam —W8 x 28, min size. As alternate to steel beams, Joist girders —(Not shown) -20 in. min depth and 20 lb per lin ft min weight. Type 12K1 min size steel joists or LH series steel joists of any size may be used as secondary support. Spacing of joists not limited. Lateral bracing required. A min clearance of 8 in. shall be maintained between bottom chord of joists and face of ceiling. 2. Normal- Weight Concrete— Carbonate or siliceous aggregate, 150 (+ or -) 3 pcf unit weight, 3000 psi compressive strength, vibrated. 3. Steel Floor and Form Units * — Composite 1 -1/2, 2 or 3 in. deep, min 22 MSG galv fluted units and /or composite 1 -1/2, 2 or 3 in. deep, min 20/20 MSG gals cellular units. When a blend of fluted and cellular units is used, the concrete topping thickness shall be measured from the top plane of the deepest units. Welded to supports 12 in. OC. Adjacent units button- punched or welded together 36 in. OC at side joints. Consolidated Systems, Inc. -24 in. wide Types CFD -2, -3; 24, 30 or 36 in. wide Type CFD -1.5. Deck West, Inc. -36 in. Type 2 -DW or 3 -DW. Gens Metals Inc. -24 in. wide Types LF2, LF3. Robertson, H. H. —QL Types 24 or 36 in. wide, 2 or 3 in. 99, Ala, WKX. United Steel Deck, Inc. -24, 30 or 36 in. wide Types 1 -1/2 in. BL, BLC; 24 in. wide Types LF2, -3, LFC2, -3; 24 in. wide Types NL, NLC. Verco Mfg., Inc. -24, 30 or 36 in. wide Types B, BR; 24 or 36 in. wide Types W2, W3. The superimposed loading for Types B and BR units shall not be greater than 80 percent of their, published loadings. Vulcraft, Div. of Nucor Corp. -24, 30 or 36 in. wide Types 1.5VL, 1.5VLI; 24 or 36 in. wide Type 2VLI, 3VLI, 2VLP, 3VLP. Types 1.5VLI, 2VLI, 3VLI. Units may be phos. /ptd. Walker Systems Inc. —Hi -Bond Types 24 in. wide 3K1F624, 3KAF424, 3KAF624, 3KF524, 3PA24; 30 in. wide 3K30, 3KF530, 3P30; 15, 16, 30, 31 or 32 in. wide 2V, 3V. • - Wheeling Corrugating Co., Div. of Pittsburgh Steel Corp. -24 in. wide, Types SB -200, -300; 24, 30 or 36 in. wide, Type SB- B16LF; 24 or 36 in. wide, Types P2OLF, SB- P21LF, - P31LF; 30 in. wide, Types SB -150, -150N. Units may be phos /ptd. Alternate Construction — Noncomposite units of the same type listed above may be used provided allowable loading is calculated on the basis of noncomposite design. 4. Joint Cover -2 in. wide pressure- sensitive cloth tape. Where fluted and cellular floor units are installed end to end, galv steel angles shall be tack - welded to the cellular floor units in such a manner as to cover the cells. 5. Welded Wire Fabric- 6x6- W1.4xW1.4. 6. Shear Connectors — (Optional)— Studs, 3/4 in. diam with 1 -1/4 in. diam by 1/2 in. thick head or equivalent per AISC specifications. 1 /2 -in. concrete cover required above top of shear onnector. 7. Electrical Inserts — Preset and after set electrical inserts Classified as "Outlet Boxes and Fittings Classified for Fire Resistance. "* Unless specified otherwise for a particular preset electrical insert type, the spacing of the preset electrical inserts shall be not less than 24 in. 0.C. along cellular steel floor units with not more than one preset electrical insert in each 4 sq ft of floor area. Robertson, H. H. Inserts. Installed per accompanying installation instructions over factory - punched holes in QL -AIO( or QL -WKX floor units. Inserts are used in the pre - active, active, or abandoned condition. The holes cut in the insert cover for passage of wires shall be no more than 1/8 in. larger diam than 15C. the wire. For abandonment of Tapmate inserts, see installation instructions. Abandonment requires use of KEB -PC insert cover with no holes in it (for all Tapmate inserts), or a KEB -PC2 or -PC2-A1 abandonment cover for Tapmate II -EAFN only. The Tapmate II-FN insert may use KEB -HP -1 outlet box fittings in lieu of the KEB -PC flush cover fittings. Robertson, H. H.—Tapmate II-FN, II -EAFN; Series KEB. (2)Walker Systems Inc. Inserts. Installed per accompanying installation instructions over factory- punched holes in 3 in. deep K -Type cellular steel floor units. Either Type RAKM -II or FAKM -II -IP service fittings are installed with Type N -R -G Bloc IV Series preset inserts per accompanying installation instructions. Walker Systems Inc —Type N -R-G Bloc IV Series inserts; Type RAKM -II or FAKM -II-IP service fittings. 8. 9. 10. 11. 12. 13. 14. 15. 15A. 15B. f tc8 MEN occs, 06,0 WOMEN � � UNISEX � RESTROOMS] WALL MOUNTED SIGNAGE (TYP.) DOOR SCHEDULE DOOR DOOR DOOR FRAME HARDWARE DETAILS o ' i N a) v 13 NO. TYPE DESCRIPTION MATERIAL FINISH MATERIAL FINISH GROUP HEAD JAMB SILL RATING REMARKS 101A A PAIR 3' -0" x 7' -10" x 1 3/4" ALUM. FACTORY ALUM. FACTORY O c.o C N I -0 O 11/A7.1 FACTORY 11/A7.1 N.R. PANIC HARDWARE 101B A PAIR 3' -0" x 7' -10" x 1 3/4" ALUM. FACTORY ALUM. FACTORY 11/A7.1 FACTORY 11/A7.1 N.R. PANIC HARDWARE 101C A PAIR 3' -0" x 7' -10" x 1 3/4" ALUM. FACTORY ALUM. FACTORY 11/A7.1 FACTORY 11/A7.1 N.R. PANIC HARDWARE 101D A PAIR 3' -0" x 7' =10" x 1 3/4" ALUM. FACTORY ALUM. FACTORY 11/A7.1 FACTORY 11/A7.1 N.R. PANIC HARDWARE 101E B 3' -0" x 7' -10" x 1 3/4" ALUM. FACTORY ALUM. FACTORY 11/A7.1 FACTORY 11/A7.1 N.R. PANIC HARDWARE 106 C 3' -0" x 7' -10" x 1 3/4" WOOD FACTORY H.M. PAINT 10/A7.1 10/A7.1 N.R. 107 C 3' -0" x 7' -10" x 1 3/4" WOOD FACTORY H.M. PAINT 10/A7.1 10/A7.1 N.R. 108 C 3' -0" x 7' -10" x 1 3/4" WOOD FACTORY H.M. PAINT 10/A7.1 10/A7.1 N.R. 109 C 3' -0" x 7' -10" x 1 3/4" WOOD FACTORY H.M. PAINT 10/A7.1 10/A7.1 60 MIN. 110 C 3' -0" x 7' -10" x 1 3/4" WOOD FACTORY H.M. PAINT 10/A7.1 10/A7.1 N.R. 111 C 3' -0" x 7' -10" x 1 3/4" WOOD FACTORY H.M. PAINT 10/A7.1 10/A7.1 N.R. 206 C 3' -0" x 7' -10" x 1 3/4" WOOD FACTORY H.M. PAINT 10/A7.1 10/A7.1 N.R. 207 C 3' -0" x 7' -10" x 1 3/4" WOOD FACTORY H.M. PAINT 10/A7.1 10/A7.1 . N.R. 208 C 3' -0" x 7' -10" x 1 3/4" WOOD FACTORY H.M. PAINT 10/A7.1 10/A7.1 N.R. 209 C 3' -0" x 7' -10" x 1 3/4" WOOD FACTORY H.M. PAINT 10/A7.1 10/A7.1 N.R. 210 C 3' -0" x 7' -10" x 1 3/4" WOOD FACTORY H.M. PAINT 10/A7.1 10/A7.1 N.R. RO1 D 3'-0" x 7' -0" x 1 3/4" H.M. PAINT H.M. PAINT 8/A7.2 8/A7.2 13/A7.2 N.R. WALL MOUNTED SIGN AGE ■ CORRESPONDING GRADE 2 BRAILLE MEN HANDICAPPED ACCESSIBLE RESTROOM ON MAIN FLOOR 0 WALL MOUNTED SIGNAGE REQUIREMENTS: 1. SIGNS ARE CENTERED ON THE WALL 60" ABOVE THE FLOOR. 2. MOUNTING LOCATION ALLOWS A PERSON TO APPROACH WITHIN 3" OF THE SIGNAGE WITHOUT ENCOUNTERING PROTRUDING OBJECTS OR STANDING WITHIN THE SWING OF THE DOOR. 3. THE INTERNATIONAL SYMBOL OF ACCESSIBILITY IS INSTALLED ON THE WALL ADJACENT TO THE LATCH SIDE OF THE DOOR. THE BORDER DIMENSION OF THIS PICTOGRAM SHALL BE A MIN. OF 6" IN HEIGHT. WHERE THERE IS NO WALL SPACE ON THE LATCH SIDE, INCLUDING AT DOUBLE DOORS, SIGNS SHALL BE PLACED ON THE NEAREST ADJACENT WALL. 4. LETTERS AND NUMERALS ARE RAISED 1/32 ", ARE SANS —SERIF UPPERCASE CHARACTERS AND ARE ACCOMPANIED BY GRADE 2 BRAILLE. CHARACTERS ARE MINIMUM 5/8" HIGH AND A MAXIMUM OF 2" HIGH. 5. THE CHARACTERS AND BACKGROUND OF THE SIGN IS MATTE OR NON —GLARE FINISH AND THE COLOR AND CONTRAST OF THE SIGN DISTINCTIVELY CONTRASTS WITH THE COLOR AND CONTRAST OF THE WALL. 6. THE REQUIRED COLOR OF THE SYMBOL OF ACCESSIBILITY CONSISTS OF A WHITE FIGURE ON A BLUE BACKGROUND. Hanger Clips —Min 0.045 in. thick (18 gauge) gals steel, 2 in. wide, 3 -1/2 in. long, hooked at one end for attachment over male Leg of steel floor units and a hole at other end, spaced as required far hanger wire attachment. Hanger Wire —No. 12 SWG gals steel, pigtailed in concrete through steel floor units, prior to concrete placement, or attached to hanger clips (Item No. 8). Hanger wires located 48 in. 0.C. on main runners with additional hanger wires to occur at all four corners of tight fixtures, at the midspan of crass tees adjacent to light fixtures, and at the cut end of cross tees longer than 23 in. which abut the walls. Cold Rotted Channels —Min 0.053 in. thick (16 gauge) painted cold - rolled steel channels, 1 -1/2 deep with 9/16 in. flanges used for support of air ducts. Support provision for hanger wires between hanger clip locations shall be provided by two channels tied back to back with 18 SWG galv steel wire 48 in. 0.C. and suspended by No. 12 SWG hanger wires spaced not over 48 in. 0.C. Air Duct —Min 0.029 in. thick (22 gauge) gaiv steeL Total area of duct openings not to exceed 144 sq in. per 100 sq ft of ceiling area. Area of ind duct opening not to exceed 144 sq in. Max dimension of opening 12 in. Duct support channels located 6 in. from and on each side of duct drop and max 48 in. 0.C. away from duct drop. Damper —Min 0.070 in. thick (14 gauge) gals steel, sized to overlap duct opening 2 in. min. Protected on both sides with 1/32 in. thick ceramic fiber paper laminated to the steel and held open with a Fusible Link (Bearing the UL Listing Mark). Fixtures, Recessed Light— (Bearing the UL Listing Mark). Fluorescent lamp type, steel housing, 2 by 4 ft size, provided with detachable spring- loaded trim flange or with adjustable mounting brackets. Fixtures spaced so their area does not exceed 24 sq ft per 100 sq ft of ceiling area. Wired in conformance with the National Electrical Code. The activating components, installed per accompanying installation instructions for use with the above inserts are furnished by: Fixture Protection— Wallboard, Gypsum* 5/8 in. thick, cut from the same gypsum wallboard used in the remainder of the ceiling membrane (See Item 17). The five sided enclosure consists of a 24 by 48 in. top piece, two 4 -1/2 (or wider) by 48 in. side pieces, two 6 (or wider) by 24 in. end pieces, and two 6 by 6 in. spacers to maintain a 5/8 in. clearance between the light fixture housing and the top piece. The spacers are placed on top of the fixture housing, with care taken not to locate the spacers over the light fixture ballasts. The top and side pieces are laid in place, and the end pieces are secured to the edges of the side and end pieces with 6d nails at each corner. When fixtures are installed end to end, no end pieces are used where the fixtures abut. Instead, a 6 by 24 in. piece is placed on top of and centered over the gap between the top pieces. Steel Framing Members* —Main runners nom 12 ft long spaced 48 in. OC. Cross tees nom 4 ft long installed perpendicular to main runners and spaced 24 in. OC. Additional cross tees located 8 in. from and on both sides of each wallboard end joint and each recessed light fixture. Chicago Metallic Corp. —Types 650, 670. Alternate Steel Framing Members* —(Not shown) —Main runners 12 ft long spaced 4 ft OC. Cross channels nom 4 ft long installed perpendicular to the main runners, spaced 24 in. OC. Additional•channels used at 8 in. from each side of light fixtures and from butted end joints. Channels clipped into main runner slots. At walls channels secured to wall angle with 1/2 in. long self - drilling and self - tapping screws having a thread diam of 0.138 in. and 5/16 in. diam heads. Nom 4 ft long cross tees installed perpendicular to main runners to support 4.ft sides of recessed light fixtures. - CGC Interiors —Type RX main runner and cross channeL Type DXL, DXLG, DXLZ or SDXL cross tee. USG Interiors, Inc. —Type RX main runner and cross channeL Type DXL, DXLG, DXLZ or SDXL cross tee. Steel Framing Members * —(Not shown) —As an alternate to Items 15 and 15A. Main runners nom 12 ft long, spaced 48 in. OC. Ends of main runners at walls to rest on wall angle, without attachment, with 1/2 to 3/4 in. end clearance. Primary cross tees (1 -1/2 in. wide across flange) or cross channels, nom 4 ft long installed perpendicular to main runners and spaced 24 in. OC. Additional primary cross tees or cross channels required at each wallboard end joint, 8 in. from and on each side of wallboard end joint and 8 in. from each side of light fixtures: Secondary cross tees (15/16 in. wide across flange), nom 4 ft long, installed at sides of light fixtures. Armstrong World Industries, Inc. —Type DFR -8000. Steel Framing Members* —(Not shown) —As an alternate to Items 15, 15A and 15B. For use with 1/2 in. thick wallboard only. Main runners nom 12 ft long, spaced 48 in. Q.C. Cross channels, 4 ft. long, installed perpendicular to main runners and spaced 24 in. 0.C. Additional cross channels required 8 in. from and on each side of wallboard end joints, and 8 in. from each side of light fixtures. Cross tees, 4 ft long installed perpendicular to main runners to support the 4 ft sides of light fixtures. 2 ft cross tees installed perpendicular to 4 ft cross tees to form 2 ft by 2 ft modules when ceiling air diffusers are used. 3- shaped metal trim molding, installed at perimeter of light fixtures and lay -in ceiling air diffusers to cover and support the exposed wallboard edges. Chicago Metallic Corp. —Type 630. When Type 630 Steel Framing Members are used, assembly and beam ratings are limited to 1 -1/2 hr. when inserts (Item 7) are employed. Assembly and beam ratings are 2 hr. when inserts are omitted. 16. Wall Molding —(Not shown) —Min 0.019 in. thick (26 gauge) painted or gals steel channel, 1 -11/16 in. deep with 15/16 in. flanges, nailed to walls along perimeter of ceiling with 8d nails spaced 16 in. 0.C. 17. Wallboard, Gypsum * -5/8 in. thick, 4 ft wide; installed. with tong dimension perpendicular to cross tees with end joints centered along cross tees and with side joints centered along main runners. Wallboard fastened to each cross tee with five wallboard screws (Item 18) with one screw located at the midspan of the cross tee, one screw located 12 in. from and on each side of the cross tee midspan and one screw located 1 -1/2 in. from each wallboard side joint. Except at wallboard end joints, wallboard screws shall be located on alternating sides of cross tee flange. At wallboard end joints, wallboard screws shall be located 1/2 in. from the joint. Wallboard fastened to main runners with wallboard screws, 1/2 in. from side joints, midway between intersections with cross tees (24 in. OC). End joints of adjacent wallboard sheets shall be staggered not less than'4 ft OC. Wallboard sheets screw - attached to flange of wall channel with wallboard screws spaced 12 in. OC. Boral Gypsum Inc. —Type DDDG3. Canadian Gypsum Company —Types C, IP -X2, WRC. Celotex Corp. —Type C, FRP or SF3. Continental Gypsum Company —Types CG3 -3, CG5 -5, CGTC -C. G -P Gypsum Corp.—Types 5 YP , C. James Hardie Gypsum Inc. —Type Max"C '. .Lafarge Gypsum, A Div. of Lafarge Corp. —Types LGFC3, LGFC -C. National Gypsum Co., Charlotte, NC —Type F5W -4 or FSW -G. Pabco Gypsum Co. —Type C. • • Standard Gypsum,- Corp. —Type SGC -G. Three Rivers Gypsum, Inc. —Type 3R3. United States Gypsum Co. Types C, IP -X2, WRC. Yeso Panamericano SA de CV —Types C, IP -X2, WRC. 17A. Wallboard Gypsum * —(For use with•steel framing members described in Item 15C) -1/2 in. thick, 4 ft wide. Installed with long dimension (side joints) perpendicular to the cross channels and 4 ft cross tees, and with the side joints centered along the main runners. Wallboard fastened to cross channels with 1 in. long Type S wallboard screws (Item 18) located 1/2 in. from butted end joints, with one screw located at the midspan of the cross channel, one screw Located 12 in. from 'and on each side of the charinel•midspan, and one screw located 2 -3/4 in. from each side joint. _ American Gypsum Co. —Type AGX -6. Canadian Gypsum Company —Types C, IP -X2, WRC. Continental Gypsum Company — Types- CG3 -3. G -P Gypsum Corp. —Type C. - Lafarge Gypsum, A Div. of Lafarge Corp. —Type LGFC3. United States Gypsum Co. —Types C, IP -X2, WRC. Yeso Panamericano SA de CV —Types C, IP -X2, WRC. For use with steel framing members described in Item 15C. Assembly and beam ratings are limited to 1 -1/2 hr when inserts (Item 7) are employed. Assembly and beam ratings are 2 hr When inserts are omitted. 18. Screw; Wallboard —No. 6 Phillips -type, Type S self - drilling and self - tapping, 1 in. long. Screw heads. may be either exposed or covered with joint cement. 19. Alternate Finishing System —(Not shown) — Wallboard joints may be either exposed or covered with paper tape and joint compound. As an alternate, nom 3/32 in. thick gypsum veneer plaster may be applied to the entire surface of the Classified gypsum wallboard. . 19A. Alternate Finishing System — Acoustical Material * —(Not shown) — Optional, acoustical tile may be laminated to the entire surface of the Classified gypsum wallboard. Any Manufacturer —Any UL Classified acoustical material and adhesive with a flame spread of 25 or less (See Building Materials Directory). *Bearing the UL Classification Marking. 6' -0" PAIR 3' -0" x 7' -10" KAWNEER 350 SERIES SHOP PAINTED DOORS W/ 1/4" TEMP. TINTED GLASS FULL WEATHER- STRIPPING — THRESHOLD \ / T T PANIC HARDWARE A CLOSER DOOR TYPES: CLOSER 3' -0" x 7' -10" KAWNEER 350 SERIES SHOP PAINTED DOORS W/ 1/4" TEMP. TINTED GLASS FULL WEATHER- STRIPPING THRESHOLD PANIC HARDWARE ACCESSIBLE DOOR CLEARANCES I mn. 1 y=4-8' min. if door has both a latch and a closer y =4-8" min. if door has a closer B x =12" if door has both a latch and a closer 24" Flat ceilings constructed of gypsum board that are screw - attached to suspension members that support a ceiling on one level extending from wall to wall, are generally exempt from acoustical seismic construction requirements such as: perimeter end wall clearance, perimeter hanger wires, horizontal restraint and vertical splay bracing. This is due to the diaphragm strength achieved by screw- attached gypsum board. In addition, there are no lay -in ceiling panels that can become dislodged. For these suspended drywall ceiling applications in seismic design categoriesA -F, we offer the USG® drywall suspension system and the USG Wall -to -Wall drywall suspension system complete with galvanized steel Heavy - Duty main tees. — Meets ASTM C635 — Meets ASTM C645 – Installation per ASTM C636 – Installation per ASTM C754 – Installation per ASTM 0840 - iCC -ESR -1222 Perimeter detail —angle molding x =54" min. if door has a closer C CLOSER RATING ASSEMBLY PER DOOR SCHEDULE SOLID CORE EXT. GRADE WOOD VENEER DOOR (MAPLE) IN H.M. FRAME. SIZE PER SCHEDULE — PAINT H.M. FRAME W/ POLYURETHANE ENAMEL. SILENCERS, TYP. KICKPLATE PER HARDWARE SCHEDULE NOTE: D 1. PROVIDE ENGRAVED PLASTIC SIGNS, MOUNTED ON DOORS AT ALL DOORS TO MEN'S AND WOMEN'S TOILETS, STORAGE, MECHANICAL ROOM, ELECTRICAL ROOM AND STAIRS. 2. .6 MIN. U —VALUE ON EXTERIOR DOORS CLOSER GALV. H.M. DOOR AND FRAME — PAINT W/ POLYURETHANE ENAMEL. FULL WEATHER- STRIPPING THRESHOLD 3. DOOR OPENING FORCES SHALL COMPLY WITH IBC SECTION 1008.1.2 AS AMENDED BY THE STATE OF WASHINGTON. EXTERIOR DOORS REQUIRING AN OPENING FORCE GREATER THAN 8.5 LB. WITHIN AN ACCESSIBLE ROUTE OF TRAVEL SHALL BE PROVIDED WITH POWER OPERATORS 4. PROVIDE LEVER TYPE HARDWARE OR OTHER TYPE OF HARDWARE THAT COMPLIES WITH IBC SECTION 1008.1, TYPICAL. 5. EGRESS DOORS SHAL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT USE OF KEY OR SPECIAL KNOWLEDGE OR EFFORT PER IBC SECTION 1008.1.8. LOCKS AND LATCHES MUST COMPLY WITH IBC SECTION 1008.1.8.3 6. GLAZING THROUGHOUT PROJECT TO CONFORM TO THE REQUIREMENTS OF IBC CHAPTER 24. GLAZING IN DOORS, SIDELIGHTS AND SUBJECT TO HUMAN IMPACT LOAD TO COMPLY WITH IBC 2406.1 AND 2406.3. 7. SKYLIGHT DESIGN IS A DEFERRED SUBMITTAL PER SHEET AO. DESIGN PER IBC 2610, STRUCTURE PER 2006 IBC SIGNED AND STAMPED BY A WASHINGTON STATE ENGINEER. REVISION N011_ WO- 0 LH REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 2010 City of Tukwila BUILDING DIVISION RECEIVED MAR 29 2010 PERMIT CENTER oE-- W C) UJ W N= U W Ct w0 CL ° (±1 g BUILDING 8100 ANDOVER PARK WEST SCHEDULE O O O a rd w J 2 U z J (Ni N M (0 N U w 2 U CC 130 LAKESIDE sheet A6. 3 -25 -10 o ' i N a) v 13 REVISED BUILDING PERMIT SUBMITTAL BUILDING PERMIT SUBMITTAL revision C O c.o C N I -0 O E.M. drawn checked o I w 0 N oE-- W C) UJ W N= U W Ct w0 CL ° (±1 g BUILDING 8100 ANDOVER PARK WEST SCHEDULE O O O a rd w J 2 U z J (Ni N M (0 N U w 2 U CC 130 LAKESIDE sheet A6. PREFINISHED 22 GA. METAL COPING N 5/8" DENSGLASS SHEATHING VERT. SEAM PER SMACNA, TYP. GALV. METAL FRAMING PREFINISHED 22 GA. METAL COPING r— A (.0 BOARD FORM CONCRETE ELEV. 15-6" PRE - MANUF. ALUM. SKYLIGHT SINGLE -PLY ROOFING ON DENNS DECK ON METAL DECKING 4 •. 4 a 4 4 4 DETAIL d a SCALE: 3" = 1' -0" 4 x P/T TOP PLATE NOTE: ALL WOOD TOUCHING CONCRETE TO BE PRESSURE TREATED SEALANT PVC FLASHING MEMBRANE CONCRETE PANEL PER STRUCTURAL 3 1/2" MTL. STUDS AT 24" 0/C W/ R -13 BATT INSULATION (5/8" G.W.B. AS T.I.) 4 a. DETAIL a . • 4 4 4 d 22 GA. PREFINISHED COPING NOTE: ALL WOOD TOUCHING CONCRETE TO BE PRESSURE TREATED SCALE: 3" = 1' -0" 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM OR APPROVED 4 4 4 CONCRETE SILL WALL DETAIL AT SILL WALL 5" STOOL TRIM - COLOR TO MATCH WINDOW SYSTEM 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM OR APPROVED 7 CONCRETE SILL WALL DETAIL ABOVE SILL WALL CONCRETE PANEL PER STRUCTURAL BOARD FORM CONCRETE M 3/4" / 4 d a a 6 1/2" . • 1/2" DRIP a .4 11 17_) R -21 BATT INSULATION - STICK PIN TO CONCRETE PANEL R -25 BATT INSULATION AT SOFFIT 8 3/4" DETAIL SCALE: 3" = 1' -0" 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM 7/8" CEMENT PLASTER SOFFIT W/ INTEGRAL COLOR FINISH COAT OVER METAL LATH OVER 5/8" DENSGLASS GOLD SHEATHING OVER METAL FRAMING NEOPRENE CLOSURE 5" STOOL TRIM - COLOR MATCH WINDOW SYSTEM ,z-- 22 GA. PREFINISHED FLASHING SET IN SEALANT PRE - MANUF. ALUM. SKYLIGHT BOARD FORM CONCRETE II 16 GA. HOL. MTL. JAMB RATED PER SCHEDULE I WALL PER SCHEDULE FULL THICK SOUND BATTS 2 - 2 x MIN. OPENINGS DOOR PER SCHEDULE H.M. JAMB © FRAME WALL SCALE: 3" = 1' -0" 5/8" G.W.B. E.S. OVER METAL STUD FRAMING 5" STOOL TRIM - COLOR TO MATCH WINDOW SYSTEM ALUM. BREAK SHAPE TO MATCH WINDOW SYSTEM EACH SIDE OF COLUMN 4 a 4' 4 4 4 a 4 A 4 a 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM OR APPROVED SEALANT DOOR AS SCHEDULED v ti 3 1/2" MTL STUDS AT 24" 0/C W/ R -13 BATT INSULATION (5/8" G.W.B. AS T.I.) 0.H. CONCEALED CLOSER KAWNEER "350" SERIES OR EQ. SHOP PAINTED AND BAKED ALUM. ENTRY DOORS ALUM. TRESHHOLD ENTRY MATT INSTALLED UNDER T.I. PERMIT V. s � DOOR HEAD — THRESHOLD — ALUM. SCALE: 3" = 1' -0" NOTE: REFER TO DETAIL 28/A7.2 FOR DETAIL AT CONCRETE SILL WALL 7- 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM OR APPROVED ALUM. BREAK SHAPE TO MATCH WINDOW SYSTEM EACH SIDE OF COLUMN 5" STOOL TRIM - COLOR TO MATCH WINDOW SYSTEM TO 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM - BACK FACE OF FIN BEYOND SEALANT - COLOR TO MATCH CONCRETE WALL CONCRETE PANEL PER STRUCTURAL 4 1/2" <4 1/4" A 4 1 /2" 3/4" . I a 6 1/2" 1 1/2" BOARD FORM CONCRETE 4 a ad „ DETAIL TEMPERED GLAZING PRE - MANUF. ALUM. SKYLIGHT 4 ELEV. 15' -6" 22 GA. PREFINISHED COUNTER - FLASHING 5/8" DENSGLASS SHEATH'G SINGLE -PLY ROOFING ON DENNS DECK ON METAL DECKING SCALE: 3" = 1' -0" ENTRY SKYLIGHT DETAIL SCALE: 3" = 1' -0" a a 4. d 4 4 5" STOOL TRIM - COLOR TO MATCH WINDOW SYSTEM 3 1/2" MTL. STUDS AT 24" 0/C W/ R -13 BATT INSULATION (5/8" G.W.B. AS T.I.) 7/8" CEMENT PLASTER ON SELF FURRING MET. LATH ON DUPONT TYVEK COMMERCIAL WRAP ON 5/8" DENS -GLASS GOLD SHEATHING -TYP. CONCRETE PANEL PER STRUCTURAL CONT. 4" WIDE SOFFIT VENT 3 5/8" METAL STUDS ® 16" O.C. SUSP'D STL. FRAMING 41 ENTRY SOFFIT DETAIL SCALE: 3" = 1' -0" C1-1/2" U.S.G. METAL FURRING HANNEL OR APPORVED CP 48" OC.C. BACK FACE OF FIN BEYOND --� CASING BEAD R -25 BATT INSULATION AT SOFFIT 7-1'' MIN. 7/8" CEMENT PLASTER SOFFIT W/ INTEGRAL COLOR FINISH COAT OVER METAL LATH OVER 5/8" DENSGLASS ,GOLD SHEATHING OVER METAL FRAMING SEALANT - COLOR TO MATCH SOFFIT 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM SINGLE -PLY ROOFING ON DENNS DECK ON METAL DECKING 1-1/2" U.S.G. METAL FURRING CHANNEL OR APPORVED 48" 0 U.S.G. METAL FURRING CHANNEL W/ CLIPS OR APPROVED © 24" O.C. PRE - MANUF. ALUM. SKYLIGHT 22 GA. PREFINISHED COUNTER - FLASHING TEMPERED GLAZING 5/8" G.W.B. OVER 3 5/8" MTL STUDS AT 24" 0/C CEILING AS T.I. - VERIFY HEIGI 2 X BLOCKING 5/8" G.W.B. JAMB BEYOND ELEV. 15'- 5/8" DENSGLASS SHEATH'G � n � 1 f 7/8" CEMENT PLASTER ON o SELF FURRING MET. LATH ON o DUPONT TYVEK COMMERCIAL WRAP ON 5/8" DENS -GLASS GOLD SHEATHING -TYP. ROOF OVERFLOW DRAIN (VERIFY LOCATIONS) U.S.G. METAL FURRING CHANNEL W/ CLIPS OR APPROVED © 24" O.C. 1 .... ............................... .... ............................... SENERGY SKIM COAT FINISH ON 5/8" DENNS -GLAS SOFFIT BOARD (ULTRA - WHITE) SEALANT PAINT EXPOSED PIPE TO MATCH SOFFIT COLOR CANOPY OVERFLOW DETAIL SEE CLG. PLAN SEE CLG. PLAN CEMENT PLASTER EXPANSION JOINT ENTRY SOFFIT DETAIL bi 0 DETAIL SCALE: 3" = 1' -0" PLAN DIM. 7/8" CEMENT PLASTER ON SELF FURRING MET. LATH ON DUPONT TYVEK COMMERCIAL WRAP ON 5/8" DENS -GLASS GOLD SHEATHING -TYP. 3 5/8" METAL STUDS ® 16" O.C. PLAN DIM. -7=," .................... ......................... CLG. PLAN DIM. 7/8" CEMENT PLASTER ON SELF FURRING MET. LATH ON DUPONT TYVEK COMMERCIAL WRAP ON 5/8" DENS -GLASS GOLD SHEATHING -TYP. 3 5/8" METAL STUDS ® 16" O.C. CLG. PLAN DIM. OL1LI METAL CORNER SCREED ENTRY SOFFIT /SKYLIGHT. DETAIL SCALE: 3" = 1' -0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISInM RECEIVED FEB 16 2010 PERMIT CENTER BUILDING 8100 ANDOVER PARK WEST F— W N w I- Q C3 0 co N MUELLER w U M N N cn M co N 3 U I- a 130 LAKESIDE sheet A/1 2 -11 -10 ■ a) -f- BUILDING PERMIT SUBMITTAL C 0 > a) L 0 C 09 -236 job no. E.M. drawn checked 2 -11 -10 date BUILDING 8100 ANDOVER PARK WEST F— W N w I- Q C3 0 co N MUELLER w U M N N cn M co N 3 U I- a 130 LAKESIDE sheet A/1 SINGLE-PLY ROOF ON RIGID INSULATION ON METAL DECKING -4" 22 GA. PREPRIMED COPING PAINTED EL 40'-0" gt:tXt:t Mt MIN MR 5/8"TYPE 'X' G.W.B. 1 OD SHEATHING FRAMING 6" STL. STUDS @ 16" O.C. W/ 3" THERMAFIBER INSULATION STAIR PENTHOUSE FASCIA 1 1/2"= '-0" 6" STL.STUDS @ 16" O.C. W/ Z—THERMAFIBER INSULATION PREFINISHED METAL SIDING (COLOR TO BE SELECTED) 1/2" DUROCK ON 5/8" GYP. SHEETING 30# BUILDING PAPER 24 GA. PREPRIMED COUNTER FLASHING PAINTED B.U. FLASHING SINGLE PLY ROOF RIGID INSULATION STAIR PENTHOUSE CURB 1 1/2"= 1'-0" S.S. EYE BOLT FOR SEISMIC STRAP SEE STRUCTURAL LIFTING HOOK VERIFY LOCATION /--W/ SHOP DRWGS. AIR HANDLING UNIT *A. IL A A. .61, .d• A. I■ Alk ILL A. A A. a PREFINISHED METAL SIDING (COLOR TO BE SELECTED) SEALANT BWTN. TRIM & SIDING 5/8"TYPE 'X' G.W.B. 20 GA. PREFINISHED METAL TRIM CORNER BY SIDING MANUF. @ 12" O.C. 6" STL.STUDS @ 16" O.C. W/ 3" THERMAFIBER INSULATION STAIR PENTHOUSE CORNER DETAIL 1 1/2"= 1 '-0" 6" STL.STUDS @ 16" O.C. W/ THERMAFIBER INSULATION 00 DOOR JAMB 1 1/2"= 1'-0" H.M. INSULATED DOOR (PAINTED) 24 GA. G.I. COUNTERFLASHING SINGLE-PLY. ROOFING ON RIGID INSULATION ON METAL DECKING •• 'V www A A. A. •■ A. A A. A A PREFINISHED METAL SIDING (COLOR TO BE SELECTED) 1/2" DUROCK ON 5/8" GYP. SHEETING 30# BUILDING PAPER DBL. STUDS @ DR. FRAME 20 GA. PREFINISHED METAL TRIM BY SIDING MANUF. SEALANT (TYP. @ PERIMETER OF FRAME) DOOR PER SCHEDULE STAIR PENTHOUSE 4 SIDED H.M. DOOR FRAME (PAINTED) 4 4.4 4 4 STAIR PENTHOUSE THRESHOLD 1 1/2"= 1'-0" PREMANUFACTURE ROOF CURB (INSULATED) PER MECHANICAL EQUIPMENT SUPPLIER. REFER TO STRUCTURAL DRAWINGS FOR CONNECTION mod 4 4 AIR HANDLING UNIT CURB • 1/2"= 1'-0" SINGLE-PLY ROOFING ON RIGID INSULATION ON METAL DECKING OVERFLOW DRAIN BEYOND (MIN. 2" ABOVE DRAIN) ROOF DRAIN (SEE MECH. DWGS. FOR SIZE) 60' V-6" SQ. GROUT ROOF DRAIN SOLID Vcr.W.Vg '1111■4,_ ■ NI/ V' 4 A. A A■ A. A. A A. A. AAAAAA /awn% fr' ROOF DRAIN St OVERFLOW 1 1/2"= 1'-0" NOTE: DO NOT PLACE OVERFLOW DRAIN IN SUMP RUN ROOFING INTO DRAIN 14P4Pq■ Nir .■ AL A.. ■ ■■ AL ■. AL. A. AMNIA .• 1/16" GALV. STEEL PLATE • OVERFLOW TO DAYLIGHT EXHAUST FAN BY MECH. CONTRACTOR 2 LAYERS - 2" DUCT LINER 4 a A a a • • ' A • <1 a 4 4 RUN ROOFING OVER TOP OF WALL 20 GA. G.I. CAP PAINTED WELD WATER TIGHT PRE-MANUFACTURED INSULATED METAL ROOF CURB SINGLE-PLY ROOFING 1" INSULATED TINTED GLASS. SHOP PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM RIGID INSULATION STEEL FRAMING SEALANT V-0 1/4" 22 GA. PREFINISHED COPING [PAINTED ELEV. 40'-O" 0 2 1/2" GALV. METAL STUD FRAMING GALV. T.S. FRAMING ci) PER STRUCTURAL 22 GA. PREFINISHED COPING PREFINISHED METAL SIDING 6" GALV. METAL STUD FRAMING PREFINISHED METAL SIDING 6" GALV. METAL STUD FRAMING ELEV. 33'.-6"+ GALV. T.S. FRAMING PER STRUCTURAL GALV. PIPE COL. PER STRUCTURAL 24 GA. METAL COUNTER-FLASHING SINGLE-PLY ROOFING ON rRIGID INSULATION ON METAL DECKING MECHANICAL ROOF SCREEN 1 1/2"= 1 '-0" 5'-O" 5/8" DENSGLASS SHEATHING PREFINISHED 22 GA. METAL COPING 'cv SLOPE SEALANT BOARD FORM CONCRETE VERT. SEAM PER SMACNA, TYP. PVC FLASHING MEMBRANE P/T TOP PLATE NOTE: ALL WOOD TOUCHING CONCRETE TO BE PRESSURE TREATED CANOPY FASCIA 3"= V-0" VERT. SEAM PER SMACNA, P. PREFINISHED 22 GA. MTL. SCUPPER THRU WALL - PER SMACNA DTL. MANUAL PLATE 26 5/8" G.W.B. ON METAL STUDS W/ R13 BATT INSULATION SEALANT CONCRETE PANEL PER STRUCTURAL txtxtxtxtxtxtxtx.555.5555555twa Iminmmrimalmmumme 1144111,1 SCUPPER DETAIL 1 1/2"= 1'-0" 22 GA. PREPRIME COPING END CAP PAINTED NOTE: GUTTER PROFILE FOR DESIGN INTENT ON MFR. TO VERIFY SIZING AND SUBMIT SHOP DWG SEALANT W/ BACKER ROD PANEL CORNER DETAIL 3''= V-0" 3/4" 4'-7 3/4" N.T.S. 3/4" 6 1/2" ALUM. BREAK SHAPE TO MATCH WINDOW SYSTEM EACH SIDE OF COLUMN 4 4 a • 4 4 a • VFY. W/ STRUCT. SEALANT - COLOR TO MATCH CONCRETE WALL 2 1/4"/ bioq)/4/4 •••(-7:1 • e.• • 5/8" G.W.B. ON METAL STUDS W/ R15 BATT INSULATION STOREFRONT / STEM WALL DETAIL 3"= V-0" <1 4 1/2" FACE OF WINDOW SYSTEM ABOVE a 4 1/4" 4 4 2 1/4" FACE OF CONCRETE SILL ABOVE CONCRETE PANEL PER STRUCTURAL REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 1 2010 City of Tukwila BUILDING DIvisInki RECEIVED FEB 1 6 2010 PERMIT CENTER BUILDING CI) 444 0 0 Eml CN1 1-4 st4 8100 ANDOVER PARK WEST ASSOCIATES MUELLER co 130 LAKESIDE sheet A72 — T C■1 0 4— 0 -13 BUILDING PERMIT SUBMITTAL C 0 .— 0 .— > 0 L c; C 0 co C r) cv I -0 a) 0 c).—, E.M. drawn checked 0 T 0 v- .I- - 0 I BUILDING CI) 444 0 0 Eml CN1 1-4 st4 8100 ANDOVER PARK WEST ASSOCIATES MUELLER co 130 LAKESIDE sheet A72 14 GA. METAL PANS FILLED WITH CONC. W/14 GA. METAL RISERS SECURED TO STL. CHANNEL STRINGER EXPANSION BOLT IN CONC. SLAB STL. CHANNEL STRINGER STAIR RISER DETAIL SCALE: 3" = 1' -0" BU ROOF ON RIGID INSULATION ON METAL DECKING MIN. 1 1/2" THICK MINERAL WOOL (MIN. 4 PCF DENSITY) PACKED TIGHT ALLOW FOR 1" DEFLECTION 5/8" TYPE 'X' G.W.B. EA. SIDE ON 3 1/2" 25 GA. METAL STUDS © 24" O.C. SCALE: 3" = 1' -0" v A • a CONC. TOPPING ON METAL DECKING CONC. ON METAL DECKING (P /T SLAB © SIM. SECTION) MIN. 5/8" THICK INTUMESCENT FIRESTOP SEALANT COMPENSATION CHANNEL 16 GA. 3 1/2" 2" SECURE TOP RUNNER TO STUDS ONLY - ALLOW COMP. CHANNEL TO MOVE BTWN. STUDS & G.W.B. U.L. SYSTEM NO. HW -D -0118 NOTE: AT NON -RATED WALLS DELETE FIRESTOP SEALANT. 4 d • 16 GA. x 18" WIDE x CONT. 2 ROWS #10-1 4 Tx 3/4 SELF TAPPING SCREWS © 12 "O.C. ALLOW FOR 1 " DEFLECTION 5/8" TYPE 'X' G.W.B. EA. SIDE ON 3 1/2" 25 GA. METAL STUDS © 24" O.C. SHAFT WALL DETAIL SCALE: 3" = 1' -0" STAIR RISER DETAIL SCALE: 3" = 1' -0" (1) LAYER 5/8" TYPE 'X' G.W.B. 1/2" G.W.B. SPACER 1' GYP. SHAFTWALL SPACER MIN. 5/8" THICK INTUMESCENT FIRESTOP SEALANT COMPENSATION CHANNEL 16 GA. 3 5/8" 2" 14 GA. METAL PANS FILLED WITH CONC. W/14 GA. METAL RISERS SECURED TO STL. CHANNEL STRINGER. STAIR FINISH AS T.I. f STAINLESS STEEL RATED ELEVATOR JAMB BY ELEVATOR MANUFACTURER • • USG SHAFTWALL OR- APPROVED EQUAL 1 HR. SHAFTWALL U.L. SYSTEM NO. U -499 OR 1319 ELEVATOR JAMB DETAIL 'J'- RUNNER SECURE TOP RUNNER TO STUDS ONLY - ALLOW COMP. CHANNEL TO MOVE BTWN. STUDS & G.W.B. 2 ROWS #10 -14 x 3/4" SELF TAPPING SCREWS © 12" O.C. U.L. SYSTEM NO. HW -D -0118 SCALE: 3" = 1' -0" CONCRETE PANEL PER STRUCTURAL BOARD FORM CONCRETE �a- M 3/4" . • a 1 1/2" a WALL PER PLAN STAIR LANDING DETAIL SCALE: 3" = 1' -0" U.L. SYSTEM NO. U -499 OR 1319 a 6 1/2" a GROUT SOLID BY GENERAL CONTRACTOR 4 "x4 "x3/8 "xCONT. STEEL ANGLE BY GENERAL CONTRACTOR HMI ELEVATOR DOOR DOOR TRACK CARPET (N.I.C.) PLAN DIM. 4" ELEVATOR THRESHOLD DETAIL SCALE: 3" = 1' -0" SOFFIT DETAIL DRIP R 21 BATT INSULATION - STICK PIN TO CONCRETE PANEL R -25 BATT INSULATION AT SOFFIT a 8 3/4" INTEGRAL COLOR ACRYLIC FINISH OVER 5/8" DENSGLASS SOFFIT BOARD SHEATHING ON METAL FRAMING GALV. METAL EDGE NEOPRENE CLOSURE rj 0 FIRE STOP SEALANT BACK FACE OF FIN BEYOND 1 HR. RATED SHAFT WALL ASSEMBLY R -25 BAIT INSULATION AT SOFFIT --\\ C.M.U. OR CONC. WALL PER PLAN 1 1/2"0 STL. PIPE RAIL (PAINTED) 1 1/2 "/ SOLID BLOC ING 0" TO NOSING :a HANDRAIL DETAIL SCALE: 3" = 1' -0" METAL STUDS ti a a• FIELD WELD JOINTS & GRIND SMOOTH & PAINT WELD END CAP TYP. SOLID BLKG. � STEEL BRACKET NOSING OF STAIR 12" © TOP OF STAIR n12" © BOTTOM OF STAIR © ONE SIDE OF STAIR SHAFT WALL DETAIL 1 1/2" 0_7 STEEL PIPE HANDRAIL 88M8 C c5,-1" MIN. INTEGRAL COLOR ACRYLIC FINISH OVER 5/8" DENSGLASS SOFFIT BOARD SHEATHING ON METAL FRAMING SEALANT - COLOR TO MATCH SOFFIT 1" INSULATED TINTED GLASS. SHOP ' PAINTED ALUM. FRAMES KAWNEER TRIFAB VG 451T SYSTEM SOFFIT DETAIL 5/8" G.W.B. OVER 3 5/8" MTL. STUDS AT 24" 0/C • CEILING AS T.I. - VERIFY HEIGHT 2 X BLOCKING 5/8" G.W.B. JAMB BEYOND TYP. i SOLID SURFACE COUNTER, BACKSPLASH ON 3/4" EXT. PLYWOOD - SCREWED & GLUED TO TREATED 2 x FRAMING i 2' -0 3/4" ADA SINK (SOLID SURFACE) N COUNTER SCALE: 1 1/2" = 1' -0" INSULATE DRAIN 3/4" 2 x FRAMING TYP. ALL EDGES. SECURE TO CMU W/ 3/8" DYNABOLT SLEEVE MASONRY ANCHORS © 1 8" o.c. GALV. TYP. 2' -10" TO FLOOR WATERPROOF GLUE, TYP. KNEE BRACE - FULLY WELDED 1 1/2" x 1 1/2" x 1/4" SECURED TO 2 x FRAMING & CMU EPDXY PAINTED TO MATCH WALL 3/8" 0 EXP. BOLT WI C.W. 3/16" 3/4"0 STEEL LADDER RUNG 2 "x 1 /4" FLAT BAR SUPPORTS © 5' -0" O.C. 1 3/4" 2 "x1 /4xCONT. FLAT BAR RAIL r'1 1/2" 1/8" V <1" EA. SIDE ELEVATOR LADDER DETAIL SCALE: 3" = 1' -0" LADDER WIDTH 3/8" 0x2" E.B.. INTO CONC. SLAB © EA. RAIL CONC. FLOOR SLAB 2 "x1 /4 "x CONT. FLAT BAR RAIL b l0 - O1-I y REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION RECEIVED FEB 16 2010 PERMIT CENTER C7 as U 0 0 •=4 8100 ANDOVER PARK WEST Cl) F- W Cd MUELLER w Z J N U W I- Q O 130 LAKESIDE sheet A7.3 CD N 0 0 BUILDING PERMIT SUBMITTAL revision •1 0 09 -236 job no. ED MINSHULL drawn checked 2 -11 -10 date C7 as U 0 0 •=4 8100 ANDOVER PARK WEST Cl) F- W Cd MUELLER w Z J N U W I- Q O 130 LAKESIDE sheet A7.3 MAIN BEAM o0=( Erb 2" #12 HANGER WIRE ANCHORED TO STRUCTURE ABOVE go=o! EXPANSION JOINT CROSS TEE TYPICAL SEISMIC JOINT MAX. 8" #12 HANGER WIRE ANCHORED TO STRUCTURE ABOVE MIN. 3/8 ". MAIN OR CROSS TEE STABILIZER BAR SYSTEM TO KEEP PERIMETER COMPONENTS FROM SPREADING APART UNATTACHED WALLS UNATTACHED EDGE STEEL STUD COMPRESSION POST #12 HANER WIRE 45' or less 45' or less TIGHT LOOP THROUGH HANGER HOLE Sc THREE TIGHT TURNS WITHIN 3" ( TOP TO BOTTOM) 45' or less CROSS TEE PER ASTM C635 a as 0 a 0 a a a 0 a a a a as a 45' or less ', a , a o a a a a a a as MAIN CEILING BEAM PER ASTM C635 TYPICAL CEILING GRID SCALE: N.T.S. i DEFERRED SUBMITTALS THE FOLLOWING DOCUMENTS SHALL BE SUBMITTED TO THE ARCHITECT TO BE FORWARDED TO THE BUILDING DEPARTMENT FOR THEIR REVIEW AND APPROVAL. ENGINEERING PLANS SHALL BE STAMPED AND SIGNED BY AN ENGINEER REGISTERED IN THE STATE OF WASHINGTON. NO WORK ON THESE ITEMS SHALL BEGIN UNTIL CITY APPROVAL HAS BEEN RECEIVED. 1. SUSPENDED CEILING SYSTEM (IF ALTERNATE METHODS, DESIGN AND METHODS ARE REQUESTED) CEILING INSTALLATION REQUIREMENTS • MINIMUM 2" WALL MOLDING • GRID MUST BE ATTACHED TO TWO ADJACENT WALLS - OPPOSITE WALL MUST HAVE A 3/4" CLEARANCE. • ENDS OF MAIN BEAMS AND CROSS TEES MUST BE TIED TOGETHER TO PREVENT THEIR SPREADING. • PERIMETER SUPPORT WIRES MUST BE WITHIN 8" OF CEILING EDGE. • PROVIDE MANUFACTURERS HEAVY GRID SYSTEM. • CEILING AREAS OVER 1,000 SF MUST HAVE HORIZONTAL RESTRAINT WIRE OR RIGID BRACING. • CEILING AREAS OVER 2,500 SF MUST HAVE MUST HAVE SEISMIC SEPARATION JOINTS OR FULL HEIGHT PARTITIONS. • CEILINGS WITHOUT RIGID BRACING MUST HAVE 2" OVERSIZED TRIM RINGS FOR SPRINKLERS AND OTHER PENETRATIONS. • CHANGES IN CEILING PLANE MUST HAVE POSITIVE BRACING. • CABLE TRAYS AND ELECTRICAL CONDUITS MUST BE INDEPENDENTLY SUPPORTED AND BRACED. • SYSPENDEDED CEILING WIL BE SUBJECT TO SPECIAL INSPECTION AS REQUIRED BY LOCAL BUILDING OFFICIAL. • IF CEILING SYSTEM TO BE INSTALLED IS NOT AS SPECIFIED ABOVE CONTRACTOR SHALL SUBMIT ALTERNATIVE MATERIAL AND METHODS AS DESCRIBED IN I.B.C. SECTION 104.11 TO LOCAL BUILDING OFFICIAL. NOTE: SUSPENDED CEILINGS SHALL BE BRACED AGAINST LATERAL MOVEMENT DUE TO EARTHQUAKE PER ASTM C636. IN THE ABSENCE OF AN ENGINEERED DESIGN THE FOLLOWING BRACING SYSTEM WILL BE REQUIRED. FOUR NO. 12 GA STEEL WIRES SHALL BE ATTACHED TO A MAIN RUNNER WITHIN 2 INCHES OF A CROSS RUNNER. THE WIRES SHALL BE SPLAYED 90 DEGREES TO EACH OTHER AND RUN UP TO BE ATTACHED TO STRUCTURE ABOVE AT AN ANGLE NOT TO EXCEED 45 DEGREES FROM THE HORIZONTAL. A COMPRESSION STRUT SHALL EXTEND FROM THE MAIN RUNNER AT THE ATTACHMENT OF THE WIRES VERTICALLY AND BE ATTACHED TO THE STRUCTURE ABOVE ONLY IF REQUIRED BY BUILDING OFFICE. SUCH BRACING SYSTEMS SHALL BE PROVIDED AT A SPACING NOT TO EXCEED 12 FEET IN BOTH DIRECTIONS. BEGINNING AT A POINT NOT TO EXCEED 6 FEET FROM WALLS. VERTICAL AND PERIMETER HANGERS INSTALLED PER ASTM C636 AND MANUFARURES REQUIREMNETS. LIGHTING FIXTURES WHICH WEIGH LESS THAN 56 POUNDS SHALL BE ATTACHED TO THE CEILING GRID SYSTEM AND TO BUILDING STRUCTURE BY AT LEAST 2 NO. 12 GAGE WIRES. LIGHT FIXTURES WHICH WEIGH 56 POUNDS OR MORE SHALL BE SUSPENDED FROM THE STRUCTURE INDEPENDENT OF THE CEILING GRID, AND AN ENGINEERING DESIGN SHALL BE SUBMITTED TO SUBSTANTIATE THE SUSPENSION SYSTEM. MECHANICAL EQUIPMENT SHALL BE SUPPORTED INDEPENDENT OF THE CEILING SUSPENSION SYSTEM. 291' -0" LIGHT FIXTURE SCHEDULE ITEM SYMBOL DESCRIPTION FIXTURE Fl F41 O° in RECESSED FLUORESCENT TROFFER • F4® f4 • I. F2 8' -6' RECESSED FLUORESCENT TROFFER W/ EMERG. BACKUP F3 0 RECESSED FLUORESCENT CANISTER F4 0 RECESSED METAL HALIDE EXTERIOR CANISTER F5 0', 0' IDD I SURFACE MOUNTED FLUORESCENT I 1:,•• F6 SURFACE MOUNTED FLUORESCENT '--a F7 I= WALL MOUNTED FLUORESCENT F8 i 0 RECESSED FLUORESCENT EXTERIOR CANISTER . SKYLIGHT .� •F4• . • XE .. -EXIT] CEILING MOUNTED EDGE -LIT EXIT SIGN A7.1 � ET Li —P t SURFACE MOUNTED EMERGENCY EXIT LIGHT FIXTURE NOTES 1. PROVIDE RECESSED DRY PENDENT HEADS. 2. PROVIDE QUICK RESPONSE SPRINKLER SYSTEM W /CONCEALED HEADS. 3. MECH. BIDDER /DESIGN CONTRACTOR TO COORDINATE AND SECURE APPROVAL BY ARCHITECT FOR THE LOCATION OF FLUSH PANEL ACCESS DOORS. 4. EMERGENCY AND EGRESS LIGHTING ARE SHOWN FOR BID PURPOSES ONLY AND ARE SUBJECT TO REVIEW BY CITY OF TUKWILA BUILDING DEPART. & FIRE MARSHAL AS PART OF THE T.I. PERMIT 10' -6" i 30' -0" 30, -0" i 30' -0" CEMENT PLASTER SOFFIT - PAINTED 0 F8 e 6" 3' -0) „ 0( F8 0F8 • F4 .O 0 F8 F8 30' -0" CANOPY OVERFLOW CEMENT PLASTER SOFFIT - PAINTED 0 i 30' -0" 30' -0" SKYLIGHT 0 14' F4 ®F4 F4 =6" F4 F4 • F- —;i — r — CONT. SCREENED VENT - SEE DET. 12/A7.1 i 30' -0" 30' -0" SKYLIGHT 30' -0" i 10' -6" i • OF8 F80. u) I 3' -0„ L F8 5' -6" 0 8 F8 F8 0 n I •.*F80 0 F8 1' -10" 6' -4" 21' -10" SUSP'D ACOUST. CLG. INSTALLED UNDER SEPARATE T.I. PERMIT 0 F8. F80 0F8 F80 O F8 3, -0" TYP. U.N.O. 3' -0" TYP. U.N.O. 3' -0" TYP. U.N.O. L- F4 EXIT F80 0 F8 F80 0F8. F80 O.F8 F80 0 F8 F80 RETURN AIR GRILLE EXIT GRILLE 80 0 F8 F80 •0E8 F4 5-0" N) 0 CANOPY OVERFLOW SEE DET. 18/A7.1 0 F8.0 0F8 • CEMENT PLASTER SOFFIT - PAINTED 280' -0" CONT. SCREENED VENT - SEE DEL 12/A7.1 SUSP'D ACOUST. CLG. INSTALLED UNDER SEPARATE T.I. PERMIT 0 XE [•11111M F5 —TF- — Fl 0 F8 F8 „ 5' -6 e F8 Fl ALIGN SUSP'D ACOUT. CLG. I- • F a F80.. OF 5' -0" J CONTROL JOINT • F80 b (0- o11L.I 0 F8. F8 0 CEMENT PLASTER SOFFIT - PAINTED 1ST FLOOR REFLECTED CEILING PLAN SCALE: 3/32" = 1' -0" O F8 F8 0 N) LLD 0 0 0 2. CO cV REVIEWED FOR CODECOMPLANCE APPROVED MAY 21 20 0 City of Tukwila BUILDING Dwistr i J 3' -0" RECEIVED FEB 16 2010 PERMIT CENTER F41 O° in • • F4® f4 • 4 l I. • 8' -6' 0', 0' I 1:,•• 1 11 n I; i F4.QI; . SKYLIGHT .� •F4• . • 13•`.I .. F4 A7.1 � t l CEMENT PLASTER SOFFIT - PAINTED 280' -0" CONT. SCREENED VENT - SEE DEL 12/A7.1 SUSP'D ACOUST. CLG. INSTALLED UNDER SEPARATE T.I. PERMIT 0 XE [•11111M F5 —TF- — Fl 0 F8 F8 „ 5' -6 e F8 Fl ALIGN SUSP'D ACOUT. CLG. I- • F a F80.. OF 5' -0" J CONTROL JOINT • F80 b (0- o11L.I 0 F8. F8 0 CEMENT PLASTER SOFFIT - PAINTED 1ST FLOOR REFLECTED CEILING PLAN SCALE: 3/32" = 1' -0" O F8 F8 0 N) LLD 0 0 0 2. CO cV REVIEWED FOR CODECOMPLANCE APPROVED MAY 21 20 0 City of Tukwila BUILDING Dwistr i J 3' -0" RECEIVED FEB 16 2010 PERMIT CENTER to ro LCD 1 LIGHT FIXTURE SCHEDULE 30 , -0 ITEM , 30 —0 " SYMBOL DESCRIPTION FIXTURE Fl � 30 —0 " ,� 30 —0 30' -0" RECESSED FLUORESCENT TROFFER 1O' -6" F2 BUILDING PERMIT SUBMITTAL revision RECESSED FLUORESCENT TROFFER W/ EMERG. BACKUP F3 0 RECESSED FLUORESCENT CANISTER 0 c O u i N) N .a al 0 F4 checked 0 RECESSED METAL HALIDE EXTERIOR CANISTER F5 r*Mil SURFACE MOUNTED FLUORESCENT F6 SURFACE MOUNTED FLUORESCENT '--a-' F7 o WALL MOUNTED FLUORESCENT F8 0 RECESSED FLUORESCENT EXTERIOR CANISTER XE (EXIT CEILING MOUNTED EDGE -LIT EXIT SIGN ET SURFACE MOUNTED EMERGENCY EXIT LIGHT FIXTURE NOTES 1. PROVIDE RECESSED DRY PENDENT HEADS. 2. PROVIDE QUICK RESPONSE SPRINKLER SYSTEM W /CONCEALED HEADS. 3. MECH. BIDDER /DESIGN CONTRACTOR TO COORDINATE AND SECURE APPROVAL BY ARCHITECT FOR THE LOCATION OF FLUSH PANEL ACCESS DOORS. 4. EMERGENCY AND EGRESS LIGHTING ARE SHOWN FOR BID PURPOSES ONLY AND ARE SUBJECT TO REVIEW BY CITY OF TUKWILA BUILDING DEPART. & FIRE MARSHAL AS PART OF THE T.I. PERMIT „ 10 —6 30 , -0 „ 30 —0 , 30 —0 " y 30'-0" y 30 —0 " o I I N � 30 —0 " ,� 30 —0 30' -0" 30' -0" 1O' -6" SOFFIT LIGHT CEMENT PLASTER SOFFIT 1 to ><-7 LCD SUPPLY FAIR GRILLE SUSP'D ACOUST. LG. INSTALLED UNDER SEPARATE T.I. PERMIT F8 0. 0 F8 F8 0 .. 11 ' F8 . . • F8 0 !! 0 F8 3' -0" TYP. U.N.O. 3' -O" TYP. U.N.O. 3' -0" TYP. U.N.O. 7' -6" 0 285 CEMENT PLASTER SOFFIT 7' -6" bro o'-ii REVIEWED FORD CODE COMPLIANCE APPROVED MAY 2 2010 2ND FLOOR REFLECTED CEILING PLAN SCALE: 3/32" = I' -0" City of Tukwila 3- of BUILDING DM Int RECEIVED FEB 16 2010 PERMIT CENTER miummmil BUILDING 8100 ANDOVER PARK WEST 0 CD z REFLECTED 0 L z CNI N w I- Q U O O N ci CC w J - J w w U z N H w Ih- 2 U LC) c0 O N SEATTLE, WA 98122 130 LAKESIDE sheet A8.2 o I I N Q) 4- BUILDING PERMIT SUBMITTAL revision 0 c O u i N) N .a al 0 E.M. drawn checked 0 I Q) 0 N -0 miummmil BUILDING 8100 ANDOVER PARK WEST 0 CD z REFLECTED 0 L z CNI N w I- Q U O O N ci CC w J - J w w U z N H w Ih- 2 U LC) c0 O N SEATTLE, WA 98122 130 LAKESIDE sheet A8.2 E C B 1 0 „, 2 2 'I, 3 ... * ..... * . * . * 4 ` Ig 1 R ,, 4 11 R • fffilINNNO 151 177=1'76' 7711 5 i 7 1 2%5 • * . • . . . . • • . r . . * • . . • . * . * . �•"" ! 'i � RUNM LA .: �� aiiiiuiIk is 4;_r_.41 1 —‚- w40. PROPOSED 2 STORY BUILDING 57,568 S.F. +/- EL. 30.25 \ MM!I �ar._nneu� ZELI ! 'iliili:ll' iiiilMMINUI unimmpon, l1 er iie il A0001101rM 1;41K :41111104 •■011a*.AINIICAPIPAWIWIrg 14.ar 6 .041Affi IttrilLiAlkoA El VilliggStirilliti"EitailliERFArammu. 3 kr im .rsi.rrii 2 Q . Mill JI 4' iilk_ 4' . • r O J GII GII /////////////////// 2 3 I 20 ■ -- j — TYPE ”1” LANDSCAPING 4 5 • btoo Li LI 6 REVIE 1[ I •.- CODECQMPLIANCE k APP QV D MAY t 2010 APP OVER MAY 1 2010 City of Tukwila BUILDING DIVI,41f1N RECEIVED MAY 13 2010 PLANtING P1-14N PERMITCENTER SCALE: 1" = 20 7 D C B A STATE OF WASHINGTON REGISTERED DSCAP ARCHI CD —J (D U o� 20 z U V) a N PROJECT NUMBER: x WASHINGTON I- r Cr) N CO vr NX N V LL 4- N • C t vd U E (O O M co I ® i Ltd Q N — [1'Y 4- Ow co n • o0 Kl N o 00 C c N Qs In r� Q C' - N . J X YLL a =* J ~ * o 0 • U N H= co 0 FE so O O CO co ce O O M J = a. • W W Cr)� CO O O N • O 1• LO 6' O w U oz L:q Q DRAWING NUMBER: SHEET:Li .1 OF: 2 D C B A 1 2 SEED MIX • 10% Colonial Bentgrass: Highland or Astoria, 98% purity with a minimum 95% germination • 40% Red Fescue: Ilahee, Rainier or Pennlawn, 39.2% purity with a minimum 90% germination • 40% Idaho Fescue; 39.2% purity with a minimum 90% germination • 10% Dutch White Clover; pre - innoculated, 98% purity, with a minimum of 90% germination • Application rate of seed: 100 lbs. per acre • Tackifier: 60 pounds per acre. Water: Ensure an adequate supply of water. Furnish all necessary hoses, equipment, attachments, and accessories for adequate watering of hydroseeded area. MAINTENANCE • Maintenance of hydroseeded areas shall begin immediately after each area has been graded and seeded. Seeded area shall be watered, replanted, re- seeded as required to establish a uniform stand of vegetation. • are spots greater than 16 sq inches or any bare areas totaling more than 1% of the total hydroseeded area shall be re- seeded repeatedly until all areas are covered with a uniform, satisfactory stand of vegetation. • Contractor shall replaced eroded soils and re -mulch (with staw in winter season and hydroseed mixture in growing season) areas which have eroded. 1 2 3 4 PLANT LIST April 18, 2010 QUfINTIlY SYMBOL PLANT >NAME: SIZEISPACiNC 37 ABEL ABELIA GRANDIFLORA 5 GALLON CAN 17 ACERK ACER RUBRUM FAIRVIEW FLAME 2" caliper 10 -12' b/b 21 MAR FAIRVIEW FLAME MAPLE 5 GALLON CAN 15 ACAN ACANTHUS MOLLIS/ BEARS BREECH 1 GALLON CAN 18 MISC MISCANTHUS SINESIS 1 GALLON CAN 11 ACAM ACER CAMPESTRE HEDGE MAPLE 2.5" CALIPER 6 ACERP ACER PALMATUM GREEN FORM 8 -10' MULTI- TRUNKED B/B 131 PACH JAPANESE MAPLE 4" POTS, 12" tri. spacing 2 ACERC ACER CIRCINATUM VINE MAPLE 8 -10' MULTI - TRUNKED B/B 4 384 Annuals ANNUALS IN SEASON AT END OF PLANTING OPERATIONS 1 GALLON CAN 625 AUU ARCTOSTAPHYLOS UVA URSI/ KINNINNICK 1 GALLON CAN, 18" tri sp 33 BERG BERBERIS THUNBERGII ATROPURPUREA/ BARBERRY 2 GALLON CAN 20 BERBG BERBERIS ROSEY GLOW 1 GALLON CAN 15 BUXK BUXUS WINTER GREEN 15 -18" B/B FULL ROUNDED 40 CAL CALLUNA ALLEGRO 1 GALLON CAN, 18" tri sp 13 CAL& CALMAGROSTIS KARL FOERSTER 1 GALLON CAN 128 CALW CALLUNA FIREFLY 1 GALLON CAN, 18" tri sp 5 CARS CAREX TESTACEA/ ORANGE SEDGE 1 GALLON CAN 22 CEAN CEANOTHUS VICTORIA 5 GALLON CAN 23 CHOIS CHOISYA TERNATA/ MEXICAN ORANGE 5 GALLON CAN 4 CORN CORNUS KOUSA CHINENSIS CHINESE DOGWOOD 6 -8' B/B MULTI TRUNKED 46 162 COTD COTONEASTER DAMMERI 4" POTS, 12" tri. spacing 88 DAB DABOCIA POLIFOLIA 4" POTS, 12" tri, spacing 81 EAC EUONYMUS ALATUS COMPACTA 5 GALLON CAN 42 ERICD ERICA DARLEYENSIS 1 GALLON CAN 95 ERICP ERICA PATRICK 1 GALLON CAN, 18" tri. spacing 120 ERIC ERICA WHITE PERFECTION 4" POTS, 12" tri. spacing 56 ESC LONICERA PILEATA 1 GALLON CAN 18 EUON EUONYMUS FORTUNII HARLEQUIN 4" POTS, 12" tri. spacing 10 EUPHA EUPHORBIA AMYGDALOIDES 1 GALLON CAN 37 EUPHR EUPHORBIA ROBBAII 1 GALLON CAN 24 EUPH EUPHORBIA ROBBIAE 1 GALLON CAN 8 GAR GARRYA ELLIPTICA SILK TASSEL BUSH 5 GALLON CAN 12 GINK GINGKO BILOBA AUTUMN GOLD 3" CALIPER 145 GSH GAULTHERIA SHALLON SALAL 4" POTS 18" TRI SPACING 48 HEBG COTONEASTER LOWFAST 1 GALLON CAN, 18" tri. spacing 15 HEBMC ILEX HELLERI 1 GALLON CAN 22 ITE ITEA HENRYS GARNET 2 GALLON CAN 27 JUN JUNIPERUS BUFFALO 1 GALLON CAN, 18" tri. spacing 44 LEU LEUCOTHOE CATESBAEI 2 GALLON CAN 91 LIR LIROPE MUSCARI LILY TURF 1 GALLON CAN 21 MAR MAHONIA AQUIFOLIUM COMPACTA 5 GALLON CAN 137 MAHR MAHONIA REPANS/ CREEPING MAHONIA 1 GALLON CAN, 18" tri. spacing 18 MISC MISCANTHUS SINESIS 1 GALLON CAN 101 NAN NANDINA SIENNA HEAVENLY BAMBOO 2 GALLON CAN 27 NANP NANDINA PLUM PASSION 5 GALLON CAN 131 PACH PACHYSANDRA TERMINALIS GROUND SPURGE 4" POTS, 12" tri. spacing 49 PENNV PENNISETUM VILLOSUM LITTLE BUNNY 1 GALLON CAN 4 PHOR PHORIUM BRONZE NEW ZEALAND FLAX 2 GALLON CAN 44 PIER PIERUS FOREST FLAME 5 GALLONCAN 11 PIER P PIERUS PRELUDE 5 GALLON CAN 182 PLO TAXUS CUSPIDATA NANA 15-18" ht and width b/b 24 POLYB POLYSTICHUM POLYBLEHARUM TASSEL FERN 1 GALLON CAN 18 POT POTENTILLA F. ABBOTTSWOOb (WHITE) 1 GALLON CAN, 18" tri. spacing 298 PRUNMV PRUNUS LAUROCERACUS MT. VERNON 1 GALLON CAN, 18" tri. spacing 1 PSE PSEUDOTSUGA MENZEISII DOUGLAS FIR 10' B/B 54 RAPH ILEX GRENATA CONVEXA JAPANESE HOLLY 2 GALLON CAN 4 RIB RIBES SANGUINEUM CURRENT 2 GALLON CAN 106 ROSM ROSEMARY OFFICINALIS 1 GALLON CAN 140 RUB RUBUS CALYCINOIDES BRAMBLE 4" POTS, 12" tri. spacing 46 SARC SARCOCOCCA RUSCIFOLIA 1 GALLON CAN, 18" tri. spacing 108 SPIRG SPIRAEA GOLDMOUND 2 GALLON CAN 53 SPIRLP SPIRAEA LITTLE PRINCESS 1 GALLON CAN 8 SIR SYRINNGA VULGARIS CHARLES JOLLY 15 GALLON CAN LILAC 119 TAX TAXUS LOW GREEN SPREADER 1 GALLON CAN, 18" tri. icing 110 TAXAU TAXUS AUREAOLA 15-18" ht and width b/b 10 NUJ THUJA PLICATA HOGAN 6 -7 B /B 6 TSUGM TSUGA MERTENSIANA MOUNTAIN HEMLOCK 7- 8' 18 VAC VACCIN IUM OVATUM EVERGREEN HUCKLEBERRY 1 GALLON CAN 163 VD/ VIBD VIBURNUM DAVIDII 1. GALLON CAN 5 11% 6 III 7 99 9 THUJ /7 Nik irka m _v Main ,...1 tom �.. I ' j 4: "FA it :I -- 0 I : 1 VIED 1 ROSM 3� I CORN I AL 6 r , P� CALG 111i111Nk 6 6111' Il101IliIlliiiiIIIIinI Niii ilei rin iniE ruoteltil ,,,jimrAINFrolwira ritil 11 1 16 MI Miiimm.:1 12 i - I J76i V !— w 5 ROSM 7 0 U z 0 0 J,J 1 II III I —I -- „J „J D JI zl JI SPIRG 5 TYPE "1" LANDSCAPING 6 ►1 11 • REVIE CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION PLANTING PLAN SCALE: 1" = 20' 7 MAY 13 2010 PERMIT CENTER B w Q z w Q F U J J Q I- z a 0 Q J Q PROJECT NUMBER: x STATE OF WASHINGTON REGISTERED NDSCAP ARCHI DRAWING NUMBER: WASHINGTON SHEET:L1 .1 0 N. .o a� NX V� CO. C } V Cr) V 0 d0 C\IY acs E OW co C' co c0 00 CD CO I CO �d C' Q' N aJa Lo LL J O ~ * O o N I- u”) * >� co C '0 O O CO N OD 0 0 • W W En I- = CO 0 0 N 0 If) �0 cL U oz —J 0- F. 2 1 30 -INCH LENGTH OF WIRE, COILED WATER PROOF CONNECTION (1 OF 2) VALVE BOX WITH COVER: FINISH GRADE /TOP OF MULCH REMOTE CONTROL VALVE PVC SCH 80 NIPPLE (CLOSE) PVC SCH 40 ELL PVC SCH 80 NIPPLE (LENGTH AS REQUIRED) BRICK (1 OF 4) SCH 80 NIPPLE (2 -INCH LENGTH, HIDDEN) AND SCH 40 ELL PVC MAINLINE PIPE PVC SCH 40 TEE OR ELL PVC SCH 40 MALE ADAPTER 3.0 -INCH MINIMUM DEPTH OF 3/4 -INCH WASHED GRAVEL PVC LATERAL PIPE TYP. REMOTE CONTROL VALVE N_T.s. I'"'' l a Mk ftl) FINISH GRADE/ /TOP OF MULCH QUICK - COUPLING VALVE VALVE BOX WITH COVER 3 INCH MINIMUM DEPTH OF 3/4 -INCH WASHED GRAVEL BRICK (1 OF 2) PVC SCH 80 NIPPLE (LENGTH AS REQUIRED) PVC SCH 40 STREET ELL PVC SCH 80 NIPPLE (LENGTH AS REQUIRED) PVC SCH 40 STREET ELL PVC SCH 40 TEE OR ELL j--a- PVC MAINLINE PIPE PVC SCH 40 ELL NOTE: 2" x 2" PRESSURE TREATED 1. FURNISH FITTINGS AND PIPING WOOD STAKE W/ STAINLESS STEEL GEAR NOMINALLY SIZED IDENTICAL TO LAMPS OR EQUIVALENT NOMINAL QUICK COUPLING VALVE INLET SIZUPPORT SYSTEM TYP. QUICK COUPLER L5) � 1 � �,1►�Ib:11,i� �L5} N.T.5. 1 ► � I .1.! ► 11 � i 1►.11,1 ►� �i I A FINISH GRADE /TOP OF MULCH POP -UP SPRAY SPRINKLER 1/2-INCH MALE NPT x .490 INCH SWING PIPE, 12 -INCH LENGTH: PVC SCH 40 TEE OR ELL d_IMM 1/2-INCH MALE NPT x .490 INCH PVC LATERAL PIPE TYP. POP UP SPRINKLER HEAD N.T.S. FINISH GRADE /TOP OF MULCH VALVE BOX WITH COVER PVC SCH 40 TEE PVC LATERAL PIPE FILTERED DRAIN VALVE DRAIN VALVE 2 N.T.5. BRICK (1 OF 2) 6 -INCH MINIMUM DEPTH OF 3/4 -INCH WASHED GRAVEL MAINLINE, LATERAL, AND WIRING IN THE SAME TRENCH SECTION VIEW MAINLINE LATERAL PIPE PIPE WIRING IN CONDUIT \<\\\/\\\ \ i, \ \!, \\ PLAN VIEW RUN WIRING BENEATH AND BESIDE MAINLINE. TAPE AND BUNDLE AT 5 -FOOT INTERVALS. NOTES: ALL SOLVENT WELD- PLASTIC PIPING TO BE SNAKED IN TRENCH AS SHOWN. \ / \ \% \ \// WIRE W/0 CONDUIT TIE A 24 -INCH LOOP ALL WIRING AT CHANGES OF DIRECTION OF 30' OR GREATER. UNTIE AFTER ALL CONNECTIONS HAVE BEEN MADE. 1. SLEEVE BELOW ALL HARDSCAPE ELEMENTS WITH TYPE 3034 PVC TWICE THE DIAMETER OF THE PIPE OR WIRE BUNDLE WITHIN. 2. FOR PIPE AND WIRE BURIAL DEPTHS SEE SPECIFICATIONS. TYP. PIPE AND WIRING TRENCH L5} N.T.G. NOZZLE AS SHOWN ON PLAN STAINLESS STEEL CLAM OR GALV. WIRE TWIST #4 REBAR 36" SCH 80 NIPPLE FINISH GRADE 1 • • I II • • I LATERAL PIPE SWING PIPE CONNECTION SIMILAR TO TYPICAL POP -UP SPRINKLER I ADAPTER 1H013H „8l FIXED RISER DETAIL N.T.S. RIVALIMILN rLID 11V1�- �AIIIV °PVC CAP (TYPICAL) PAVING 18" MIN. -.- � \ \ / / v / v / / v /vim/ vim / v / v / / /�A i 24" MIN. TO FINISH GRADE L " MIN. CLEARANCE PAVING DITCH 18" 1MIN. \ / 24" MAX. \ < l / / / /��i -PVC CAP \\/\ / / \ / \ / \, /\ (TYPICAL) /\ / /\ //\ / NOTES: 1. ALL PVC IRRIGATION SLEEVES TO BE TYPE 3034 SEWER PIPE. 2. ALL JOINTS TO BE SOLVENT WELDED AND WATERTIGHT. 3. WHERE THERE IS MORE THAN ONE SLEEVE, EXTEND THE SMALLER SLEEVE TO 24- INCHES MINIMUM ABOVE FINISH GRADE. 4. MECHANICALLY TAMP TO 95% PROCTOR. QUICK COUPLER PER DETAIL PVC TO METER 3 GALV. 0 0oap o Q SECTION • 31.1.11.6mogg- I © 6" MIN. P LAN POINT OF CONNECTION Mir N.T.S. 4 FLOW DOUBLE CHECK ASSEMBLY 9 L5 TYP. SLEEVE UNDER PAVEMENT N.T.G. IRRIGATION FLOW CHART THE FOLLOWING CHART IS TO BE USED BY THE CONTRACTOR FOR SIZING LATERAL PIPE. WHEN USING THIS CHART DO NOT EXCEED A VELOCITY OF 5 FEET PER SECOND. THIS CHART REPRESENTS THE FRICTION LOSS PER 100 FEET OF PIPE. THE CONTRACTOR SHALL CALCULATE GALLONAGE USING THE HEADS SHOWN ON THE PLAN. W 0 (I) 0 0 - U) p (n - V) 0 U) - (/) • O _Jr. 0 > O O 1 2 3 4 5 0.47 0.94 1.42 1.89 2.36 0.06 0.22 0.46 0.79 1.20 0.28 0.57 0.86 1.15 1.44 0.02 0.07 0.14 0.26 0.36 0.18 0.36 0.54 0.72 0.90 0.01 0.02 0.04 0.08 0.12 0.13 0.27 0.41 0.55 0.68 0.00 0.01 0.02 0.04 0.06 0.17 0.26 0.35 0.44 0.00 0.01 0.01 0.02 6 7 8 9 10 2.83 3.30 3,77 4,25 4.72 1.68 2.23 2.85 3.55 4.31 1.73 2.02 2.30 2.59 2.88 0.51 0.67 0.86 1.07 1.30 1.08 1.26 1.44 1.62 1.80 0.16 0.22 0.28 0.34 0.42 0.82 0.96 1.10 1.24 1.37 0.08 0.1 1 0.14 0.18 0.22 0.53 0.61 0.70 0.79 0.88 0.03 0.04 0.05 0.06 0.07 3.17 3.46 4.04 4.61 5.77 11161i1:54E 750 8.08 1.56 1.83 2.43 3.11 3.67::::: 4.71; 765 3.27 :...... 1700 1.98 2.17 2.53 1.89 3.23 3.61 3.97 4.34 4.70 50 6: 0.50 0.59 0.78 1.00 1.24 1.51 1.80 2.12 2.46 2 1.51 1.65 1.92 2.20 2.40 2.75 3.03 3.30 3.58 3.86 4.13 4.82 551: 6. �y3 0 0.26 0.30 0.40 0.52 0.64 0.74 0.83 1.09 1.27 1.46 1.66 2.20 0.97 1.06 1.23 1.41 1.59 1.76 1.94 2.12 2.29 2.47 2.65 3.08 3.53 3.97 4.41 4.85 NOTES: 1 ,<;:';;:__: 15..27 10.1 1.2 SIZE 3/4" 1" 1 -1/4" 1 -1/2" OD 1.050 1.315 1.650 1.900 ID .930 1.189 1.502 1.720 IRRIGATION FLOW CHART N.T.S. 1. 1" ROUND WASHED GRAVEL BY 6" DEEP ON BOTTOM OF BOX 2. ENCLOSE 2" & SMALLER D.C.V.A. IN TWO METER BOXES STACKED ON TOP OF EACH OTHER OR, OVER SIZED. MUST HAVE REMOVABLE COVER. 3. MAXIMUM OF 3" DISTANCE BETWEEN UNDERSIDE OF LID AND HIGHEST POINT OF DEVICE. 4. MUST INCLUDE (4) RESILIENT SEATED TEST -COCKS WITH PLUGS INSTALLED. 5. THE D.C.V.A. MUST INCLUDE (2) RESILIENT SEATED SHUTOFF VALVES. 6. Y- PATTERN D.C.V.A. SHOULD BE INSTALLED ON SIDE. 7. WHEN TEST -COCKS ARE FACING SIDEWAYS THERE MUST BE A 6" MINIMUM CLEARANCE BETWEEN THEM AND SIDE OF BOX. 8. MINIMUM OF 12" BETWEEN LOWEST POINT OF DEVICE AND DRAIN ROCK. 9. PROVIDE SUPPORT FOR 2" DEVICES. 1. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 2. ALL INSTALLATION MUST MEET MINIMUM STANDARDS OF UNIFORM PLUMBING CODE & WATER DISTRICT. 3. ASSEMBLY REQUIRES TESTING AND CERTIFICATION PRIOR TO USE AND ANNUALLY THEREAFTER. FOR INFORMATION CONTACT WATER QUALITY TECHNICIAN. 4. APPLY AND PAY FOR ALL REQUIRED PERMITS 0.09 0.10 0.14 0.17 0.22 0.26 0.32 0.37 0.43 0.49 0.56 0.75 0.96 1.19 1.44 1.72 8 8 0.. 2" 2.375 2.149 SLEEVES ORIENT SHRUB FOR BEST APPEARANCE. REMOVE ALL BROKEN, DEAD STEMS DO NOT DISFIGURE PLAN Ai PROVIDE SLIGHT � WATERING SAUCER `� 4614 • � AROUND 5 GALLON AND it" i ftp/ LARGER PLANTS 2" HT. TYP. - I7 IF PLANT IS BALLED AND BURLAPED THEN REMOVE TREATED BURLAP. FOLD BACK NATURAL BURLAP OFF TOP OF ROOTBALL. FINISH GRADE MULCH (1/2" DEPTH IF RHODOS OR AZALEAS.) EXCAVATE HOLE 2 TIMES 2' DEPTH PREPARED TOPS e DIAMETER OF ROOTBALL. TYPICAL SHRUB PLANTING 2x2 HEM -FIR STAK DRIVEN TO REFUSAL. SECURE TO TREE WITH GALVANIZED WIRE ENCASED IN REINFORCED DULL GREEN RUBBER HOSE AT POINT OF PLANT CONTACT. TOP OF STAKE TO POINT TO PREVAILING WIND. N.T.S. 1/2 TREE HT. BERM FINISH GRADE " MIN. FROM SIDE OF ROOTBALL PREPARED SOIL BACKFILL 6" MIN. BELOW ROOTBALL IIIII - III = EXISTING SUBGRADE _III I -1 I -I 1 ,1 TYP. CONIFEROUS TREE PLANTING N.T.S. SPACING "A" 6" o.c. 8" o.c. 10" o.c. 12" o.c. 15" o.c. 18" o.c. 24" o.c. 30" o.c. 36" o.c. SPACING 'B" # OF PLANTS /SF 5.20" 6.93" 8.66" 10.40" 13.00" 15.60" 20.80" 26.00" 30.00" SEE GROUNDCOVER PLANT KEY FOR MAXIMUM TRIANGULAR SPACING "A ". THIS CHART IS TO BE USED TO DETERMINE NUMBER OF GROUNDCOVER PLANTS REQUIRED IN A GIVEN AREA. A • • • • A\ A - PLANT LOCATION • • • • PLANT SPACING CHART • • • B 4.60 2.60 1.66 1.15 .738 .512 .290 .185 .116 FOR USE WHEN PLANTS ARE SPACED EQUIDISTANT FROM EACH OTHER, AS IN ALL MASSED SHRUB /GROUNDCOVER PLANTINGS 12 PLANT SPACING CHART 12" MIN 24" MIN. w - w .� 0 SAUCER WATERING I- ~ ,.,I . -4 1, ▪ AROUND / = TREE \ II„ �\ r 1 N.T.S. TREE SPECIMAN CENTRAL LEADER SHALL NOT BE CUT 1/2" DIA. BALCK FLEX GARDEN HOSE WITH 16 ga. TIE WIRE. SECURE THRU "X "BRACE 1x3 HEM FIR STAKES 2x2 HEM FIR STAKES OPTIONAL METHOD FOR EVERGREEN TREE INCLUDES 3 EQ. SPACED GUY WIRES W/ 2 "x2 "x24" CEDAR STAKES SPECIFIED MULCH TREE WELL AROUND TREE 4" DEEP MIN. 48" DIAMETER PREPARED SOIL BACKFILL 1-11 I REMOVE TOP 1/3 OF BURLAP 1. WIDTH OF PLANTING PIT SHALL BE 3 TIMES LARGER THAN ROOT BALL. 2. PRE -STAIN ALL WOOD. STAIN ALL FIELD CUTS TYPICAL DECIDUOUS TREE PLANTING N.T.G 5' 5' PLANTING STRIP 3" WATERING SAUCER AROUND TREE REE REE STAKES GROUND COVER STREET POPLAR PLACE SOUTH 6" DEPTH PLANTING SOIL =111-I EQ. EQ. OOTBALL SEE ALSO TYPICAL DECIDUOUS TREE PLANTING DETAIL ABOVE FOR ADDITIONAL PLANTING NOTES AND REQUIREMENTS. 12 TYPICAL STREET TREE PLANTING btool4L4 P N.T.S r IEWED FOR COMPLIANCE PROVED Y 2 1 2010 - ANTINCs arid IRRICsATION D @TAI 6 SCALE: nts 7 y of Tukwila ING flI / Ir)M ms E D C B RECEIVED FEB 16 2010 -1-- U N d. :1- 4-o ■ C.D Ci_�s -- Zcs Z o E W CS '-4 (f) w STATE OF WASHINGTON RE TERED t't �I K N ~ E. • KU LANDSCAPE .. CHITECTS, C. CERIIFICA #301 u J ww v Y a a "ii PROJECT NUMBER: X DRAWING NUMBER: WASHINGTON M N 01 er-I 00 •o rn 00 rn� .0 0 NX V N-} LO 111 O M U U � Q �00Y M-E ow 0' o- �I (V o 1 C* TcD *N 0 c0 N O7 a w x o_ z 0 0 L21 CO J a uJ C7 w w U) I- = 00 10 0 0 N 0 R 0 N V2, Co SHEET:L1 .1 OF: 2 _RA /N gt' _ZBc _ 1 _ _15_ ?'t ,'_FvGG _3.1 RAGE: /. S9, __Q_U_ r ,t1 2 err WiF5 I jRANDIAD__ /0-4A41,115-14 PAL 458 11-4—LP , E _ S - --_ _ /P 4Y /. ?! GPM eV1S_91 P-...lo_ - -C' 567t= . 4/ES 44 -- 25 :_QOAt ER /.2/0o9V1 , HAl.. - 41- : e 45_ -f'W ryrry✓ ...,�...._.•. C# ' . ='1- '� pE13Ge5t3. /L1LStr 5aS a'f COMPACT COMPACT COMPACT COMPACT COMPACT a • • • Q • 48.5ee • VR /✓G \� k✓/rG r E II I IS • PEPITEICEINIE \ VA /L/ 1/ 4c*, /3 vyni 1/4i/t— 1/ _ •2f' gt.-74/firti Va /w 39. 02 f�4iv s 2.'1 5 pert • 3 4,, I" N O' NO CO 00 LO CO CM X V LL- }i • f Z3 � iO O M LLi U ow cc c0 :92c p� d`r' N J Y dD* J ~ * O O Y = O U N iii 0 ix co < z CO J = 0 < W W C/) I— OD U) - #. 5'G. lGjp 43.40 vpoil redes7 l4IDv cS Leer lier°' REVIEWED FOR CODE COMPLIANCE,:., APPROVED MAY 21 2010 IRRIGATION PLAN PROJECT NUMBER: X DRAWING NUMBER: SCALE: 1 " = 20' SHEET:L1 .1 OF: 2 COMPACT ■ IMMaMo 1i1561"Magii1111_, lllllillllilll!!IIIli 4lblailiriM1111' r •I • I • .1. Cr) N O' 00 oo Nro cr. Lo M 1- .O O N X VU +- o� F-} U (4: 0 U Q 4• - Ow w rn r` N � � c cc 0. Pr) • < O Q Q J XQ d2* ~ * O O = O U N ~� Ln * c N A'0 O O CO N OD < W X CL 0Z CO 1.1-1 W W Cn 1- OD LC) WAWA /4 W� 52• z l1041.1//k/0 -* REVIEWED -FOR- - CODE 'COMPLIANCE ..APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION RECEIVED FEB 16 7010 IRRICsATION PLAN PROJECT NUMBER: X DRAWING NUMBER: SCALE: 1" = 20' SHEET:L1 .1 OF: 2 SEGALE 2 STORY OFFICE BUILDING GENERAL NOTE THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE - ASTM'S NOTED ARE TO BE LATEST EDITION 1. DESCRIPTION Building Name & Site Location - Segale Office Building, Tukwila, WA Two -Story Building 2. DESIGN CODE AND STANDARDS Applicable Code - 2006 International Building Code (IBC) 3. DESIGN LOADS a. I. Roof Live Load [I. Floor Live Load b. Snow Load c. Seismic d. Wind Load e. Dead loads f. Special Loads g. Load Combinations See snow load 80 psf on joists and deck, 50 psf (reducible) plus 20 psf partitions on girders and columns. Basic ground snow load - Pg = 25 psf Basic roof snow load - Pf = 25 psf Ss = 1.429, S1 = 0.489, Ie = 1.0, Site Class "E" and Seismic Design Category = "D ", Seismic Use Group I. SDS = 0.857, SD1 = 0.783. Basic Seismic Force Resisting System = Special Reinforced Concrete Shear Walls. Cs = 0.120 (ASD), R = 5. Equivalent Lateral Force Procedure used. Sprinkler lines will be braced to top of girders or top chord of steel trusses, by the sprinkler contractor. Basic wind speed (3 sec. gust) = 85 (mph) Exposure B Importance factor Iw = 1.0. Weight of structure. The following special loads are to be considered: Mechanical equipment on roof. Sprinkler lines, canopy & other reactions as noted on structural drawings. All Code required load combinations are to be used in the building design. FOUNDATION THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 3000 PSF FOR 2' -0" WIDE STRIP FOOTINGS AND 4,000 PSF FOR BALANCE OF FOOTINGS IN ACCORDANCE WITH SOILS REPORT #0291- 004 -01 DATED 1 -5 -10 PREPARED BY GEOENGINEERS, INC. PREPARE THE SITE PER SOILS ENGINEER'S RECOMMENDATIONS. BEAR ALL FOOTINGS AND SLABS ON PROPERLY PREPARED COMPACTED STRUCTURAL FILL, SEE SOILS REPORT. COMPACT ALL STRUCTURAL FILL AND BACKFILL PER SOILS ENGINEER'S RECOMMENDATIONS. DETERMINE MAXIMUM DENSITY BY ASTM D 1557. EXTEND ALL EXTERIOR FOOTINGS 18" MIN. BELOW FINAL FINISHED GRADE. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. CAST -IN -PLACE CONCRETE F'c = 3000 PSI FOR SLAB -ON- GRADE. F'c = 4000 PSI FOR BALANCE OF STRUCTURAL CONCRETE. CONCRETE MAY BE PROPORTIONED ON THE BASIS OF FIELD EXPERIENCE AND TRIAL MIXTURES AS DESCRIBED IN CODE. SUBMIT MIX DESIGN AND DATA AS REQUIRED FOR EACH METHOD. MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318. PROPORTION AGGREGATE TO CEMENT TO PRODUCE A DENSE WORKABLE MIX WITH 4" MAXIMUM SLUMP WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. SEE SPECIFICATIONS FOR ADMIXTURES. PROVIDE 5% + 1-1/2% TOTAL AIR CONTENT FOR CONCRETE EXPOSED TO FREEZING AND THAWING EXPOSURES. LIMIT WATER- CEMENT RATIO TO .45 AND USE TYPE V CEMENT WHERE CONCRETE IS EXPOSED TO SOIL CONTAINING WATER SOLUBLE SULFATE IN EXCESS OF .2 %. WATER REDUCING OR SUPERPLASTICIZING ADMIXTURES MAY BE USED TO INCREASE WORKABILITY WITHOUT INCREASING WATER - CEMENT RATIO OF DESIGN MIX SUBMITTAL. SEE SPECIFICATIONS FOR CURING. 3/4" CHAMFER ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. TILT -UP CONCRETE FOR GENERAL INFORMATION NOT GIVEN IN THIS SECTION, REFERENCE SHALL BE MADE TO THE SECTIONS ON "CAST -IN -PLACE CONCRETE" AND "REINFORCING STEEL" INCLUDED AS PART OF THESE GENERAL NOTES. SHOP DRAWINGS: CONTRACTOR SHALL SUBMIT DESIGN CALCULATIONS AND DESCRIPTION COVERING ERECTION PROCEDURES, ADDITIONAL REINFORCEMENT, LIFTING HARDWARE, AND BRACING TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO CONSTRUCTION OF THE PANELS. SHOP DRAWINGS AND CALCULATIONS SHALL BE PREPARED AND SEALED BY A WASHINGTON STATE REGISTERED PROFESSIONAL ENGINEER. REINFORCEMENT SHOWN ON THE STRUCTURAL DRAWINGS DO NOT ALLOW FOR LIFTING AND ERECTION STRESSES. REVIEW OF SHOP DRAWINGS IS ONLY FOR GENERAL CONFORMANCE WITH DESIGN CONCEPT AND PROJECT REQUIREMENTS, AND DOES NOT IMPLY APPROVAL OR ANY VARIANCE FROM THE CONTRACT DOCUMENTS. THE ENGINEER OF RECORD WILL NOT CHECK DIMENSIONS AND QUANTITIES. EXPOSED METALS: STEEL WHICH WILL BE EXPOSED IN FINISHED PANELS SHALL BE PLASTIC DIPPED OR HOT - DIPPED GALVANIZED AFTER FABRICATION IN ACCORDANCE WITH ASTM A123. HANDLING AND ERECTION OF PANELS: DESIGN FOR ERECTION STRESSES AND SELECTION OF LIFTING SYSTEM AND HARDWARE SHALL BE BY THE CONTRACTOR. PANELS NOT ATTACHED TO THE BUILDING FRAME AT THE TIME OF ERECTION SHALL BE BRACED IN POSITION USING A BRACING SYSTEM DESIGNED TO RESIST WIND, SEISMIC, AND OTHER LOADS THAT MAY OCCUR DURING CONSTRUCTION AND UNTIL PERMANENT BRACING IS IN PLACE. DESIGN OF BRACING SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. CONCRETE PANELS SHALL CURE FOR A MINIMUM OF FOURTEEN (14) DAYS BEFORE PANEL -TO- PANEL CONNECTIONS ARE MADE, UNLESS APPROVED BY THE ENGINEER OF RECORD. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A 615, GRADE 60 (fy= 60,000 PSI). PROVIDE ASTM A706 GRADE 60 (fy 60,000 PSI) REINFORCING FOR ALL VERTICAL REINFORCING IN THE END PILASTERS OF ALL INTERIOR SHEAR WALLS, TYPICAL. SUBMIT MILL CERTIFICATES FOR ALL A706 REINFORCING. LAP CONTINUOUS REINFORCING BARS 52 BAR DIAMETERS FOR #6 BAR OR SMALLER, 65 BAR DIAMETERS FOR #7 BAR AND LARGER, UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2' -0" MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A 185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2 #5 AND SMALLER 1 -1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS, JOISTS #11 AND SMALLER 3/4 BEAMS, COLUMNS PRIMARY REINFORCEMENT 1 -1/2 TYPICAL MECH. UNIT CURB PER SUPPUER ALL SIDES 6' -O" TYPICAL. NOTE: MAX. CURB MAY BEAR DIRECTLY ON JOIST WHERE APPUCABLE JOISTS PER PLAN I6 "oc fTL-AN SIDES % 18 V JOIST NOTE 1.) REINFORCING AT SUPPLY /RETURN OPNGS. NOT REQUIRED. 2.) ATTACHMENT OF MECH. EQUIPMENT TO FRAMING BY OTHERS, TYP. U.N.O. 3.) LOCATE PER ARCHITECT & MECHANICAL ENGINEER AS REQUIRED. DECK PER PLAN J L PER SCHEDULE. REINF. JOIST AS REQ'D. VFY. OPNG. SIZE LOCATION w /ARCH & MECH. L PER SCHEDULE L.L.V. ` COPE VERT. LEG NOTE; HOLD g" D FULL IMENSIONS OREQ'D L AT MAX. SUPPORT. DO NOT CUT/ COPE HORIZONTAL LEG. PLAN SECTION TYPICAL ROOF OPENING & EQUIPMENT SUPPORT NOTE: SKYLIGHT SUPPORT ANGLE (PER PLAN) CONNECTION AS PER ABOVE D <TyP ANGLE SCHEDULE L MAX. MECH. WT. L3x3x4 250# MAX. L4x4x4 500# MAX. L5x3ix L.L.V. 1000# MAX. L5x3ixg L.L.V. 1500# MAX. L6x4xg L.L.V. 1800# MAX. C:\ Users \nank \appdata \local \temp \AcPublish_728 \SEGALE OFFICE BUILDING -S1.0- GENERAL NOTES- 1 6 -07080.d wg, 04- 14 -10, 10:49am, nank, 16 REINFORCING STEEL WELDING USE ASTM A 706 GRADE 60 (fy = 60000 PSI) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDURES OF ANSI /AWS D1.4 -92, "STRUCTURAL WELDING CODE - REINFORCING STEEL ". USE E 80XX LOW HYDROGEN ELECTRODES CONFORMING TO ANSI /AWS A5.1 OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES FAHRENHEIT FOR NO. 7 THROUGH NO. 11 BARS. DO NOT WELD WITHIN 3- INCHES OF BENDS. LET BARS COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELDING; DO NOT QUENCH. USE WABO CERTIFIED WELDERS. PROVIDE SPECIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. STRUCTURAL STEEL ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS ", AND THE "CODE OF STANDARD PRACTICE ". STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING STANDARDS: WIDE FLANGE SHAPES ASTM A 992 (Fy= 50,000 PSI) OTHER SHAPES & PLATES ASTM A 36 (Fy= 36,000 PSI) TUBE SHAPES ASTM A 500, GRADE B (Fy= 46,000 PSI) PIPE SHAPES ASTM A 53, TYPE E OR S, GRADE B (Fy= 35,000 PSI) WELDHEAD STUDS ASTM A 108 (Fy= 50,000 PSI) ANCHOR BOLTS ASTM F 1554 (Fy= 36,000 PSI) HIGH STRENGTH BOLTS ASTM A 325 BASE PLATE GROUT ASTM C 1107 ALL STRUCTURAL STEEL BOLTED CONNECTIONS ARE ASTM A 325 TYPE N CONNECTIONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON -SLIP CRITICAL AND BOLTS NEED BE TIGHTENED "SNUG TIGHT" ONLY, UNLESS OTHERWISE NOTED. PROVIDE WASHERS AT OUTER PLYS WITH SLOTTED HOLES. INSTALL A 325 BOLTS IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A 325 OR A 490 BOLTS" (6/23/01). PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS PER IBC TABLE 1912.2 FOR CONCRETE, UNLESS SHOWN OTHERWISE. ALL WELDING TO CONFORM WITH AWS D1.1 "STRUCTURAL WELDING CODE - STEEL ". WELDS NOT SPECIFIED SHALL BE 1/4" CONTINUOUS FILLET MINIMUM. ALL WELDS BY WABO CERTIFIED WELDERS. USE LOW HYDROGEN FILLER METAL WITH A MINIMUM TENSILE STRENGTH OF 70 KSI. ALL WELDED JOINTS SHALL BE AWS PREQUALIFIED. WELDHEAD STUDS (WHS) ARE TO BE MACHINE WELDED WITH PROPER EQUIPMENT AS REQUIRED BY MANUFACTURER. MASONRY ANCHORS - INSTALL IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. ALL STEEL ERECTION, INCLUDING OPEN WEB JOISTS AND METAL DECK SHALL BE IN ACCORDANCE WITH THE CURRENT OSHA STEEL ERECTION STANDARD. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PROVISIONS OF THIS STANDARD. THE GENERAL CONTRACTOR SHALL REVIEW THE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CONSTRUCTION. DO NOT PLACE ANY CONSTRUCTION LOADS ON MEMBERS UNTIL THEIR CONNECTIONS ARE COMPLETE. WELDS AT THE MEMBERS AND CONNECTIONS OF THE SEISMIC FORCE RESISTING SYSTEM (ALL DRAG CONNECTIONS) SHALL BE MADE WITH FILLER METAL PRODUCING WELDS WITH MINIMUM CHARPY V -NOTCH TOUGHNESS OF 20 FT -POUND AT 0 DEGREES F, PER IBC SECTION 2205.2.2 AND AISC 341 -05, SECTION 7.3A. STEEL JOIST & JOIST GIRDERS "STANDARD AND FABRICATE IN ACCORDANCE WITH STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS, K- SERIES, FOR LONGSPAN STEEL JOISTS, LH- SERIES AND DEEP LONGSPAN STEEL JOISTS, DLH- SERIES, AND FOR JOIST GIRDERS" AND RECOMMENDED CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS ", STEEL JOIST INSTITUTE (SJI). PROVIDE BRIDGING AND CAMBER AS REQUIRED BY STANDARD SPECIFICATIONS. DESIGN JOISTS AND JOIST GIRDERS FOR ALL LOADS SHOWN ON PLANS OR AS REQUIRED. DESIGN TOP CHORDS FOR DRAG LOADS AS NOTED. DESIGN WEB MEMBERS FOR IN PLANE SHEAR FORCES AS NOTED. ONE THIRD INCREASE MAY BE USED FOR LATERAL LOADS IN COMBINATION WITH GRAVITY LOADS ONLY WHEN SPECIFICALLY NOTED ON PLANS. VERIFY ALL MECHANICAL, ELECTRICAL, AND OTHER SPECIAL LOADS WITH MECHANICAL, ELECTRICAL, AND OTHER SPECIAL SUB - CONTRACTORS. PROVIDE SPECIAL CONNECTIONS AS SHOWN OR REQUIRED. MANUFACTURER SHALL DESIGN END SUPPORTS FOR SHORT BEARING LENGTH AS REQUIRED. DESIGN LH JOIST BEARING SEATS FOR LATERAL LOAD TRANSFER AS NOTED ON STRUCTURAL DETAILS. SUBMITTAL SHALL INCLUDE: BILL OF MATERIAL, PLACEMENT PLANS, CALCULATIONS AND SJI PLANT APPROVAL. A CIVIL OR STRUCTURAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS TO BE BUILT SHALL STAMP AND SIGN THE CALCULATIONS. THIS SAME ENGINEER SHALL REVIEW THE PLACEMENT PLANS TO ASSURE CORRELATION BETWEEN PLACEMENT PLANS AND CALCULATIONS. PLACEMENT PLANS SHALL SHOW MARK NUMBER, ORIENTATION AND LOCATION OF ALL PIECES. INCLUDE ALL DESIGN LOADS, BRIDGING AND BRACING REQUIREMENTS, SPECIAL CONNECTIONS AND BEARING DETAILS. DO NOT BEGIN FABRICATION UNTIL SUBMITTAL HAS BEEN REVIEWED. OBTAIN WRITTEN APPROVAL TO FABRICATE PRIOR TO SUBMITTAL OF CALCULATIONS. CONTRACTOR WILL BE RESPONSIBLE FOR ANY DISCREPANCIES BETWEEN BILL OF MATERIAL AND CALCULATIONS. COORDINATE WORK WITH STRUCTURAL STEEL FABRICATOR. MANUFACTURER SHALL BE A SJI APPROVED PLANT WITH AT LEAST 5 YEARS EXPERIENCE. ON COMPLETION OF THIS WORK SUBMIT 2 COPIES OF THE FINAL REVISION OF THE SHOP DRAWING PLANS FOR THE ENGINEER'S AND OWNER'S PERMANENT RECORD. REBAR DOWEL INSTALLATION DRILL HOLES FOR DOWELS IN ACCORDANCE WITH GROUT MANUFACTURERS RECOMMENDATIONS. BLOW HOLE CLEAN WITH OIL FREE COMPRESSED AIR. FILL HOLES WITH A MEASURED AMOUNT OF EPDXY. INSERT REBAR AND SECURE UNTIL GROUT HAS REACHED ITS INITIAL CURE. ALL WORK SHALL BE BY PERSONNEL EXPERIENCED IN THE USE OF THIS PRODUCT, AND IN ACCORDANCE WITH ICC TEST REPORT. STEEL ROOF DECK VERCO PLB -36 - 1 -1/2" HIGH X 36" WIDE GALVANIZED STEEL ROOF DECK. CONFORM WITH ASTM A 653 SQ GRADE 33, MINIMUM YIELD 38 KSI WITH G60 GALVANIZED COATING. MATERIALS AND INSTALLATION SHALL ALSO CONFORM WITH ICBO REPORT 2078P. SEE PLAN FOR DECK GAGE AND CONNECTIONS. SEE ARCH. FOR PRIME PAINT REQUIREMENTS. MINIMUM EFFECTIVE FUSION AREA OF PUDDLE WELDS MUST BE 3/8" BY 1" OR 5/8" DIAMETER. SEAM WELDS MUST BE A MINIMUM OF 1 -1/2 ". COMPLY WITH AWS D1.3. USE NO CONCRETE CONTAINING ADMIXTURES OF CHLORIDE OR CHLORIDE SALTS ON ROOF DECK. ALTERNATIVE ROOF DECKS AND ATTACHMENT PATTERNS MUST BE SUBMITTED TO ENW & APPROVED IN WRITING BY ENW PRIOR TO START OF CONSTRUCTION PROVIDED THEY HAVE AN EQUIVALENT DIAPHRAGM STRENGTH, STIFFNESS AND GRAVITY LOAD CAPACITY. STEEL FORM DECK STEEL FORM DECK SHALL BE VERCO FORMLOK OR APPROVED EQUAL CONFORMING WITH ASTM 446, GRADE A, Fy= 33,000 psi WITH G60 GALVANIZING PER ASTM A 525. USE 22 GA. TYPE B FORMLOK; I =0.175 IN4, S =0.187 IN3. CONNECT TO SUPPORTS WITH 4 PUDDLE WELDS PER SHEET ACROSS EACH SUPPORT AND 12" 0/C AT SUPPORTS PARALLEL TO SPAN. SIDE LAP FASTEN WITH BUTTON PUNCH AT 24" 0 /C. AT TYPICAL CONCRETE TOPPING SLAB, PROVIDE WELDED WIRE REINFORCING PER PLAN PLACED AT CENTERLINE OF CONCRETE DEPTH OVER DECK. USE NO CONCRETE CONTAINING ADMIXTURES OF CHLORIDE OR CHLORIDE SALTS ON FORM DECK. LIGHT GAGE STEEL FRAMING STUDS AND TRACKS CONFORM WITH ASTM C 955. MATERIAL CONFORM WITH ASTM A 653, GRADE 33 FOR 18 GAGE AND LIGHTER, GRADE 50 FOR 16 GAGE AND HEAVIER. GALVANIZED PER G60. SIZES AS NOTED ON DRAWINGS. TYPICAL CLEARANCE TYPICAL CLEARANCE BETWEEN STRUCTURAL ELEMENTS SHALL BE 1/2 INCH UNLESS OTHERWISE NOTED ON THE DRAWINGS. PANEL POINT CONCENTRATED LOAD IF GREATER THAN 6" REFER TO NOTES PANEL POINT TYP. E.E. OF ANGLE BY GIST SUPPLER IF GREATER THAN 6" REFER TO NOTES ONE ADDED ANGLE E.S. OF JST. BY JOIST SUPPLIER CONCENTRATED LOAD r NOTE: 1.) WHERE CONCENTRATED LOADS ARE LOCATED MORE THAN 6" FROM A PANEL POINT (, REINFORCE THE JOIST WITH AN ADDED ANGLE (E.S. JOIST) EXTENDING FROM THE POINT LOAD THE THE NEAREST PANEL POINT ON THE OPPOSITE CHORD. 2. DO NOT PLACE LOAD UNTIL ANGLE SUPPORT IS INSTALLED. 3. ADDED ANGLES & WELDS BY JOIST SUPPUER. DIAGONAL BRACE DETAIL N.T.S. ELEVATORS ELEVATOR SUPPLIER TO PROVIDE ALL NECESSARY CALCULATIONS AND ELEVATOR DESIGN DRAWINGS TO THE CITY OF SEATTLE FOR THEIR APPROVAL. THE DRAWINGS ARE TO INCLUDE THE MACHINE BEAM, BUFFER AND RAIL REACTIONS TO THE STRUCTURE. THE DRAWINGS AND CALCULATIONS ARE TO BE REVIEWED BY ENGINEERS NORTHWEST TO VERIFY THAT THE STRUCTURE CAN WITHSTAND THE IMPOSED LOADS PRIOR TO THE SUBMITTAL TO THE CITY. LOADS THAT INCLUDE IMPACT ARE TO BE SO IDENTIFIED. NOTE TO MECHANICAL AND ELECTRICAL TRADES CONTRACTOR SHALL SUBMIT PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL HANGERS SUPPORTING ANY MECHANICAL, ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED EQUIPMENT SHALL BE INCLUDED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE SUBMITTED TO ENGINEERS NORTHWEST FOR APPROVAL PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. ALL DETAILS OF CONNECTIONS TO THE STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT.. IF THE BUILDING DEPARTMENT REQUIRES A SUBMITTAL REGARDING THE DESIGN OF THESE DETAILS, IT WILL BE THE RESPONSIBILITY OF THE EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. SHOP DRAWINGS SUBMIT 3 SETS OF SHOP DRAWINGS TO ENGINEER FOR REVIEW AFTER CONTRACTOR HAS REVIEWED AND STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: JOISTS AND JOIST GIRDERS, METAL DECK, STRUCTURAL STEEL, MISCELLANEOUS STEEL, REINFORCING STEEL, CONCRETE MIX DESIGNS AND PANELS. SPECIAL CONDITIONS CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. INSPECTIONS INSPECTIONS SHALL CONFORM TO IBC SECTION 109. SPECIAL INSPECTIONS AND TESTS INSPECTIONS ARE TO BE PER IBC CHAPTER 17 AND ARE TO BE BY AN INDEPENDENT TESTING AGENCY. THE SPECIAL INSPECTION AGENCY AND SPECIAL INSPECTION INSPECTORS SHALL BE REGISTERED WITH THE WASHINGTON ASSOCIATION OF BUILDING OFFICIAL (WABO), AND SHALL BE APPROVED BY THE BUILDING OFFICIAL PRIOR TO CONSTRUCTION. SOILS: CONCRETE: CONC. EXPANSION ANCHORS & DRILLED -IN DOWELS: STEEL: PRECAST PANELS: WELDED STUDS: LIGHT GAGE STEEL FRAMING: FABRICATORS: REPORTS: SEISMIC RESISTANCE: TOP CHORD PANEL POINTS (TYP.) -- -_ 1 VERIFY THAT SITE PREPARATION, FILL PLACEMENT AND 1N -PLACE DENSITY MEET REQUIREMENTS OF APPROVED SOILS REPORT. IN ACCORDANCE WITH TABLE 1704.4 OF IBC AND REFERENCED STANDARDS. CONTINUOUS INSPECTION: DURING PLACEMENT TO SAMPLE FRESH CONCRETE FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS AND TEMPERATURE MEASUREMENTS OF CONCRETE. VERIFY CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. PERIODIC INSPECTION: VERIFY REINFORCING STEEL AND PLACEMENT. CHECK FOR REQUIRED COVER, SIZE, GRADE, AND SPACING. VERIFY PLACEMENT OF EMBEDED CONNECTIONS, DOWELS, AND ANCHOR BOLTS. VERIFY USE OF REQUIRED MIX DESIGN. VERIFY MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. COPY OF ICC REPORT FOR ANCHORS OR ADHESIVE SYSTEM USED MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE SYSTEM INSTALLATION IS IN ACCORDANCE WITH REPORT. IN ACCORDANCE WITH TABLE 1704.3 OF IBC AND REFERENCED STANDARDS. CONTINUOUS INSPECTION: COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. NON- DESTRUCTIVE TESTING IS REQUIRED FOR ALL COMPLETE PENETRATION WELDS - SHOP AND FIELD. MULTIPASS FILLET WELDS. SINGLE -PASS FILLET WELDS GREATER THAN 5/16 -INCH. WELDING OF REINFORCING IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, BOUNDARY ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT. PERIODIC INSPECTION: VERIFY HIGH - STRENGTH BOLT IDENTIFICATION MARKINGS CONFORM TO SPECIFIED ASTM STANDARDS. REVIEW OF MANUFACTURER'S CERTIFICATE OF COMPLIANCE. INSTALLATION OF BEARING -TYPE BOLTED CONNECTIONS. SINGLE -PASS FILLET WELDS 5/16 -INCH OR LESS. FLOOR AND ROOF DECK WELDS. COLD- FORMED STEEL FRAME WELDING. WELDING OF STAIRS AND RAILINGS. WELDING OF STUDS. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A -706. WELDING OF REINFORCING STEEL OTHER THAN THAT REQUIRING CONTINUOUS INSPECTION. STEEL JOINTS AND CONNECTIONS FOR COMPLIANCE WITH PLANS. JOIST AND JOIST GIRDER ERECTION. PERIODIC INSPECTION OF INSTALLATION AND FASTENING OF PRECAST CONCRETE PANELS PER IBC SECTION 1707.7. VERIFY THAT STUDS ARE PROPERLY INSTALLED BOTH IN FIELD AND ON SHOP FABRICATIONS. INSPECTION SHALL INCLUDE BEDING A MINIMUM OF TWO STUDS AT EACH SET UP IN ACCORDANCE WITH TRW NELSON'S RECOMMENDATIONS. VERIFY SIZE, GAGE AND SPACING. INSPECT WELDING. VERIFY CERTIFICATION OF WELDERS. SPECIAL INSPECTION OF STRUCTURAL FABRICATORS IS NOT REQUIRED IF FABRICATOR IS REGISTERED AND APPROVED TO DO SUCH WORK WITHOUT SPECIAL INSPECTION. PROVIDE REPORTS IN ACCORDANCE WITH SECTION 1704.1.2 OF IBC AND QUALITY ASSURANCE SECTION OF THESE GENERAL NOTES. ALL WALLS AND ROOF ELEMENTS ARE PART OF THE SEISMIC- FORCE- RESISTING SYSTEM, AND SHALL BE INSPECTED AS DESCRIBED ABOVE. ir-JOIET TOP WEB CHORD STEEL JOIST I BOT. CHORD t SEE "DIAGONAL PANEL POINTS 01 02 03 ® 05 BRACE DETAIL" (NP.) JOIST BOT. CHORD 11 1 HANG WITHIN 6" OF ANY UPPER CHORD PANEL POINT. HANG WITHIN 6" OF ANY LOWER CHORD PANEL POINT. TRAPEZE BETWEEN ANY PANEL POINTS. 4 ADD AN ANGLE E.S. TO STIFFEN THE BOTTOM CHORD SEE DIAGONAL BRACE DETAIL. ADD AN ANGLE E.S. TO STIFFEN THE TOP CHORD SEE DIAGONAL BRACE DETAIL. NOTES: 1. DO NOT CUT OR DRILL ANY JOIST MEMBER. 2. THIS DETAIL IS APPLICABLE TO SUPPORTING MECH. EQUIPMENT, SPRINKLER PIPES, ETC. 3. JOIST MANUFACTURER TO ACCOUNT FOR ABOVE LOADING ON JOIST DESIGN. ALLOWABLE METHODS & LOCATIONS FOR SUPPORTING LOADS FROM OPEN WEB STEEL JOIST N.T.S. ABBREVIATIONS ARCH. BAL. B. OR BOT. BTWN. BLDG. B.O.C.A. BRG. C.I.P. C.J. CLR. CMU COL. CONC. C.S.J. EA. E.E. E.F. E.J. EL. OR ELEV. E.N.W. OR ENW F.O. EQ. E.S. E.W. F.O.C. F.O.S. F.O.W. FTG. GA. GALV. G.W.B. H. OR HORIZ. I.B.C. I.C.B.O. I.F. INC. I.S. K L.W. L.L.H. L.L.V. = ARCHITECT = BALANCE = BOTTOM = BETWEEN = BUILDING = BUILDING OFFICIALS CODE ADMINISTRATORS = BEARING = CAST IN PLACE = CONSTRUCTION JOINT = CLEAR = CONCRETE MASONRY UNIT = COLUMN = CONCRETE = CLOSURE STRIP JOINT = EACH = EACH END = EACH FACE = EXPANSION JOINT = ELEVATION = ENGINEERS NORTHWEST = FACE OF = EQUAL = EACH SIDE = EACH WAY = FACE OF CONCRETE = FACE OF STUD = FACE OF WALL = FOOTING = GAGE = HOT DIP GALVANIZED = GYPSUM WALL BOARD = HORIZONTAL = INTERNATIONAL BUILDING CODE = INTERNATIONAL CONFERENCE OF BUILDING OFFICIALS = INSIDE FACE = INCLUDING = INSIDE FACE = KIP (1000 POUNDS) = LONG WAY = LONG LEG HORIZONTAL = LONG LEG VERTICAL btoo'-iq M.F.R. N.F. N.T.S. 0/C O.F. O.S. O.T.O. REINF. REM. R.O. SECT. SIM. S.J. STL. SW SYMM. T. T.O. T.O.B. T.O.F. T.O.S. TYP. U.B.C. U.N.Q. VERT. V.F.F. VFY V.I.F. V.N.F. V.O.F. W/ W/O W.H.S. 0 = MANUFACTURER = NEAR = NOT TO SCALE = ON CENTER = OUTSIDE FACE = OUTSIDE = OUT TO OUT = REINFORCING = REMAINDER = ROUGH OPENING = SECTIONS = SIMILAR = SHRINKAGE JOINT = STEEL = SHEARWALL = SYMMETRICAL = TOP = TOP OF = TOP OF BEAM = TOP OF FOOTING = TOP OF STEEL TOP OF SLAP = TYPICAL AT ALL SIMILAR PLACES = UNIFORM BUILDING CODE = UNLESS NOTED OTHERWISE = VERTICAL EACH FACE = VERTICAL = VERTICAL FAR FACE = VERIFY = VERTICAL INSIDE FACE = VERTICAL NEAR FACE = VERTICAL OUTSIDE FACE = WITH = WITH OUT = WELD HEAD STUD = AT = CENTER LINE = PLATE CODEflIEWED FpR COMPLIANCE APPROVED MAY 21 2010 t�of Tukwila Ci BUILDING DIVI,cICA, REVIEWED This plan was reviewed for gcncral contormance with the foll;n ing, us arncndc'; by the jurisdiction: Structural Provisions of the International Building Code ❑ Nun - structural Provisions of the international BuUding Cab ❑ Other. The project applicant is- roeponsible for oorrfoneianco with all applicable codes, conditions of approval. and- permit requirements, subject to dm requ otnerrts sod . governing authority. This review does not relieve t!u Ardtiteet tateers of Rec rd tba the responsibility for a complete design s Engineers Rccord'gj jurisdiction and *i* irate of Washing �r+t► lawn of tba governing Jurisdiction By P4 REID blIDDL s , j G Code Review Consultant I- CI 0 7 cv �., 13' 0 E SION PERMIT SUBMITTAL revision Ii 771 PANYA wn M. NAZARENUS checked o 0 ,131.7 o - 2 13 R GENERAL NOTES W Q 0 co a MUELLER W z J sheet S1.0 . 3' -0" Y 1 I I T 291' -0" BOTTOM REINFORCING BARS T T F7.0 3' -0" 10' -6" 30' -0" 30' -0" 30' -0" 30' -0" 30' -0" 30' -0" 30' -0" 30' -0" 30' -0" 10' -6" 5' -6" FA FA N.A. 0 K) N.A. TYPE "C" N.A. 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D -2.1 I 4 'L- r 28 n �- r i LJ 40 I B / G -2.1 L� `SLAB G -2.1 A 11 26 [:F/ I j j . a .I O, +� J�• NOTE: NOTE: E -2.1 I I PROVIDE F3.0 FTG. CAST IN SLAB AS REQ'D ®STAIR \LANDING COLUMNS, TYP. TYP. SHRINKAGE /CONY. JOINTS I I " ( -4 -0 )....� PROVIDE F3.0 FTG. CAST IN SLAB AS REQ'D ® STAIR LANDING COLUMNS, TYP. I ' r - ' v a I °-. LL I - I C-2.1 I I i I , C -2.1 i I I SIM. fig. �� I I I 1 I I R In I -�- I o - G r - -I r -- in zo G -2.1 ._,.I • a I G -1.j _ CONT. IN SLAB I SIM. , I r I I r -T I I 1- is I B'TWN6 6 0 ® .J e ca B -2.1 TYP. " 1 I j I L- O I I L O i _ J F7.0 (- 2' -0 ") D -2.1 L J �- - 29 5_' 4." 12,_4 „ L -}--- -�- J -- F7.0 „ ( -2 -0) E -2.1 -�- I 41 - A - - 2_0 ) p r° e ca I 7, M 0 1 M 44 L - -J - F7.0 ") .., -... TYP. F7.0 0 I -_I FC ( -4 " 0) 22' -104" FA , ( -2 -0) E -2.1 FB (- 3' -3 ") (- 1' -0 TYP. U.N.O. FB „ (-31-3") -'_12" SIM. 1 22B IA E1 t;ja A B C 12 - -2.1 TYP. (- L C A B C 20 A B C 19 A B C A B C A Lill:riB C , uC . / ) 12 _ 1 N D 15 A B ` o C I C O U I e J D ia, to (_ ) 1 �� ' �... f T 1 -21-0") ( -2 -0) TYP. 0 - _, A -2.1 i I I TYP. 1 co ► co r to ' o A -2.1 M C -2.1 I Nil. 01 ° 6" FA FA FA "' "Al p FA 0 FA FA le) a ' ', I I 7r) � -- - - _._...__ (-21-0") (-21-0") (-21-0") I TYPE FIN (-21-0") I (-21-0") (-2' 0 6" " 3' -0" "B" FF 2' -0" (- ) "C" "B" " -o) TYPE FIN FA 0 ( -2 -o) I FF TYPE FIN 2' -0" ( ) B-2.1 FE (- 2' -6 ") FA NP' ..�.. REVIEWED FOR CODE COMPLIANC APPROVED MAY 21 2010 CI of Tukwila `7� BUILDING DIVISI(1 TYPE FIN 5' -0" H -2.1 H -2.1 TYP. 5' -0" TYP. „ 31-0" - o () _ 3 -0 '� NOTE: SPANDREL PANELS 30 -33 GRID 6 - 7 S5.4) 21-61' _ 21-6* FE ABOVE CAD ENTRY CANOPY (SEE SHEETS S1.2 & 30' -0" 30' -0" 30' -0" (- 2' -6 ") 30' -0" 30' -0" � 5' -6" 5' -6" 30' -0" 30' -0" 30' -0" 10' -6" 30' -0" lo'- " 291' -0" E U 0 E W E 0 0 4 0 6 7 8 9 10 12 _ APR ? ? %C'0 J non REID MIDDLETON, INC. r c. 1st. TIE SET, TYP.- BAR "B" ADDEDI BAR "A" BAR "C" (EA. END) #4 TIE SETS PER SCHEDULE "T" TOE LENGTH BAR "0" (EA. END J I BAR "C" It) CLOSURE STRIP PER PLAN FACE OF P.C. WALL SLAB PER PLAN - #4x4' -0" ® 16 "oc TYP. . JOINT (U.N.O.) • • 1 1 1- III -I 1I- I�IIIIInIIIIT111 i 6' III -I I -I I I ` I�1=1�1=1�111 #4 (� 16 "oc EA. WAY ON CLOSURE STRIP TYP. 4 • NOTE: 1.) SEE ARCH. DTLS. FOR SPECIAL JOINT FINISH. 2.) SOIL SUBGRADE PER SOIL REPORT. CLOSURE STRIP JOINT (C.S.J.> (OPTIONAL) ADJACENT EXISTING R L J (SEE FOOTING SCHEDULE) k� TYPICAL BAR PLACEMENT DUMPSTER ENCLOSURE PLAN - FOR WALL FOOTINGS FOUNDATION PLAN J -2.1 r J -2.1 NOTE; LOCATE PER ARCH. VERIFY GRADES w/ ■ CIVIL N.T.S. L• \2007files \07080 \SEGALE OFFICE BUILDING- S1.1- S1.2 -S1.3- PLANS- 128- 07080.dwg, 04- 14 -10, 10:49om, Hank, 128 " = i' -O" FOUNDATION PLAN NOTES: A = 1' -0" 1. TOP OF SLAB ON GRADE IS AT DATUM ELEVATION 10' -0'1, (U.N.O.) 2. TOP OF FOOTING ELEVATIONS INDICATED THUS: ('- "). 3. CENTER FOOTINGS ON WALLS OR COLUMNS, (U.N.O.) 4. PC PANELS NOTED THUS: Q REFER TO SHEETS S5.1 - S5.4 FOR PANEL ELEVATIONS & CONNECTIONS. MAXIMUM SPACING & LOCATION PER FDN. PLAN SLAB PER PLAN -1 "0 x 3' -0" PLAIN BAR 24 "oc CUT ONE END w/o FLARE & GREASE SAME END w.a v• I1I -I I -II1= 111=11111111111 •� 7 d• III- III -1II- 111ll111111111111 U NOTE; 1.) SEE ARCH. DTLS. FOR SPECIAL JOINT FINISH. 2.) SOIL SUBGRADE PER SOILS REPORT. E N WALL FOOTING SCHEDULE MARK SIZE BOTTOM REINFORCING BARS TOP REINFORCING BARS F7.0 NOTES "A" "B" "C" "D" "A" "B" "C" "D" #4 TIE SETS 1 FA 6' -0" x 11' -6" x 1' -9" 8- #7 N.A. 14- #7 N.A. 7- #5 N.A. 14- #5 N.A. N.A. O FB 11' -0" x 46' -9" x 3' -6" 12-- #11 x16' #6' #9 ® 12 "oc #9 0 6 "oc 12- #7 x15, #3• #7 ® 12 "oc #7 0 8 "oc 7 SETS OF 3 EA. ® 12 "oc FC 10' -6" x 44' -0" x 3' -2" 12- #9 5 , O x15 #8 ® 12 "oc #8 ® 6 "oc 12- #7 N.A. c' 12 oc #6 " N.A. " 4 SETS OF 2 EA. ® 12 oc FD 12' -0" x 53' -0" x 4' -0" 12- #11 x18, #101 #9 0 12 "oc #9 ®6 oc 15- #7 x15' #6" #7 ® 12 "oc #7 0 8 "oc 6 SETS OF 3 EA. @ 12 "oc FE 7' -0" x 9' -6" x 1' -8" 8- #7 N.A. 10- #7 N.A. 8- #6 N.A. 10- #6 N.A. N.A. P F RUN. PAST C PC FIN. EA. SIDE FF 6' -0" x 14' -0" x 1' -9" 9- #7 N.A. 16- #7 N.A. 8- #5 N.A. 16- #5 N.A. N.A. FG. 7' -0" x 10' -3" x 1' -8" 8- #7 N.A. 11- #7 N.A. 8- #6 N.A. 11- #6 N.A. N.A. BARS RUN. PAST PC FIN. EA. SIDE CONSTRUCTION JOINT (C.J.) 2" - 1,_0" 4 - MAXIMUM SPACING & LOCATION PER FDN. PLAN SLAB PER PLAN t /4" DP. x S" SAWN JOINT • , - • ,d o•� III- III -III- I i i l l l i T=T-i E III -I I I -I I I- II11IIIIi1III111�1 'NOTE: 1.) SEE ARCH. DTLS. FOR SPECIAL JOINT FINISH. 2.) SOIL SUBGRADE PER SOILS REPORT. SHRINKAGE JOINT (S.J.) 2,, 1 -0" 4 SPREAD FOOTING SCHEDULE MARK SIZE REINFORCING F7.0 7' -0" x 7' -0" x 1' -9" 8- #7 E.W. BOTTOM F3.0 3' -0" x 3' -0" x 1' -0" 3- #5 E.W. BOTTOM i-o 0 (NI m Q OM 0C 5� W oca M a revision O 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked h t4) APR 1 4 201 N F,11D MIDDLETON M 0 N J 0 w I- Q 0 N Q Cd MUELLER Z Q J a • Cl) 3 v W I- a 130 LAKESIDE sheet 0 1 cD N M in in 0 co M 0 M cD 0 0 0 r) O I O M 0 TYP w Wt CU 30' -0" -Vitt 65(26- (3) 30' -0" SOFFIT LINE BELOW, TYP. 28LH10 (21k AXIAL) 28LH8cf0/490 (3)- #5 CONT. IN SLAB H-3.1 O 0 M 4- #5 B CONT. IN SLAB K -3.1 B 24LH8 0/490 140VG 6N 19k C� 30' -0" 30' -0" [14' -6"] itA -4.1 SIM. MC 6x12 COPED STRUT WELDED TO W10 SIM TO SECTION F -4.1 (4 PLACES) 11 "x2OGA. TYPE B METAL ROOF DECK 6- #5 CONT. IN SLAB [15' -3"]J 3' -6" 291' -0" 30' -0" 3' -104' 6' -72" 4'- 64 "4' -64" 6' -72" 3'- 104' -6" E -4.1 <17'- 11; 4'1 U 36 �) ]L6x3 =.-. k W10x12 A LJ m 46 ram a co N m ce W10x12 o N 3 A IW14x22I , .--• W12x16 N W12x16 37 W12x40 W14x22 f V z W14x22 W14x22 oar N_ 31 33 N I L6x3 ...-_ n rn o F._ 6 J -4.2 Ni\ o K6x3 30' -0" [15' -3 "] A -4.1 S. 0 N 0 0 M 30' -0" 30' -0" 30' -0" 11 12 1O' -6" 7' -6" 3' -O" 6" 1 0 M CO _ O) U,`O Q N En II 24LH8 WI co In '4" SLAB ON 22GA. TYPE B FORMLOK DECK w/ 12x12 W2.9xW2.9 W.W.F. Q. 0/490 1 NP. 2 w z cD t 0/490 40VG 6N 19k K -4.2 S•144:- -"or- E -3.1 16' SIM. J xQ 0 M H -3.1 24LH800/490 B Q 12' -7" I3' -3' (0) (VFY.) co 0 x 0 3 B 24LH8 0/490 4- #5 CONT. IN SLAB O Q O 0 0 cp B 28LH07 (21 k AXIAL) W21x50 G -3.1 m 28LH7 ml B -3.1 0/470 SIM. 1� 28LH07 (21k AXIAL) B ti B 28LH8 0/490 H -3.2 _ N SHAFT ( 6 W10x12 B -3.1 44 SIM.A STAIRS C 12x20.7 H -3.2S OPP. r E -3.2 W24x76 m mi 20k K -3.2 N 20LH7 0/470 3 K -3.1 J -3.1 z co W24x76 26k co K -3.2 24LH800/490 rn lam\ m 28LH10 (21k AXIAL) SOFFIT LINE W12x1 4` W16x26 BELOW TYP. F -3.1 2 -12 VARIES (TYP.) EDGE STL. PER PLAN L4x4x 4 w/ #4x2' -6" 0 24 "oc BM. PER PLAN 30' -0" I E -3.1 A -3.1 TYP. 30' -0" a A -3.2 TYP. 0 • m I ® 4N 1 w 7.1 N 20LH7., 0/470 5 \II W Ta Tr \m m I W24x62 G -3.1 `n I TYP. m l W24x62 TYP. rn z co K -3.2 J O M 0/490 40VG 6N 19k 6- #5 CONT. IN SLAB C4) 0 W27x94 TYP. 26k 24LH7 0/470 W27x94 I▪ t z O Al K -3.1 26k K-3.2 TYP. J O M 24LH8 0/490 C -3.1 SIM. A -3.3 -- rr W30 3.2 = 0 OPEN 5.5 W12x14 m, 108 W30x 108 F -3.2 OPP. GOP OPP. D -3.2 24LH90/490 40VG 6N 19k E -3.2 K -3.1 .OM.. 24LH90/490 A -3.2 TYP. 0 W10x12 J -3.1 TYP. W10x12 W10x12x m W10x12 W10x2 ELEVATO W10x22 mi W10x12 W30x101 j.2 H.S.S. 31x31)(4 RAIL SUPPORT EA. -3.3 SIDE PER SECTION C -3.3 24LH760/470 W27x94 H -3.1 K -3.2 °o W24x76 B -3.1 SIM. F -3.2 J M O B 24LH8 0/490 co O_ x 0 C -3.1 SIM. W30x108- D -3.2 L -3.1 4- #5 CONT. IN SLAB 24LH760/470 (GRID © © ) 40VG 6N 16k E -3.2 G -3.2 I E -3.2 L-3.1 B 20k J -3.1 SIM. z 20LH7 0/470 N x co 3 W27x94 26k W24x76 H -3.1 24LH8 0 0/490 B -3.2 E -3.1 SIM. A -3.3 OPP. 24LH90/490 40VG 6N 19k 0 E -3.2 H -3.2 OPP. W10x12 8-3.1 SIM. STAIRS C 12x20.7 W16x26- 28LH10 (21k AXIAL) cn W12x14 B- .2 28LH8 u 0/490 4- #5 CONT. IN SLAB 28LHO7 (21k AXIAL) W21x50 J -3.1 2' -6" TYP. H -3.2 G -3.1m 3- #5 IN SLAB ONT. 28LH7 0/470 E -3.2 L ml rG 3.1 W21x50 TYP. 00 128LHO7 (21k AXIAL) I°° B -3.1 TYP. D-3.1 TYP. -`-C- 3.2 C -3.2 24LH8c O/490 H -3.1 0 x 0 K -3.1 B NOTE: 2- #5 CONT. AROUND EA. OPNG., TYP. U.N.O. 28LH800/490 28LH10 (21k AXIAL) W16x26 B -3.2 a w W cD 0 to In b 141 N 0 cD BD 30' -0" -3.3 I.S.F. OF SPANDREL & FACE OF FIN 7' -6" tot "co 0) [13' -9"] 1 A -4.1 1 SIM. [13' -3"] K -4.2 -StM 0o N 3 1 J -4.2 �) c" N I1301Q 3 L6x3y I m 46 ram a co N m ce o N 3 A IW14x22I , .--• W12x16 N W12x16 RD 32 31 33 N I L6x3 N. KEOPANYA drawn n rn o F._ 6 co 30' -0" SECOND FLOOR FRAMING PLAN NOTES: A" = 1' -0" 1. TOP OF CONCRETE IS AT ELEV. 15' -0 ". VERIFY WITH ARCH. 2. TOP OF STEEL FRAMING IS AT ELEV. 14' -8 ". 3. REFERENCE SHEET S1.0 FOR STRUCTURAL GENERAL NOTES. 4. CONTRACTOR SHALL COORDINATE THE LOCATION OF ALL PANEL EMBEDS REQUIRED FOR SUPPORT OF SECOND FLOOR. 5.) (a) MEMBERS NOTED AS "B" REFER TO DRAG BEAM BRACES, AND ARE TO BE SPACED EQUALLY ALONG BEAM SPAN, U.N.O. REFER TO APPLICABLE DETAILS. ) MEMBERS NOTED AS "S2" REFER TO W14x22 STRUTS 0 CORNER FINS (SEE SECTION F -3.13 (c 6. SLAB REINF. CALLOUTS REFER TO FULL LENGTH OF WALL, TYP. U.N.O. 7. SEE SHEET S1.2 FOR TYPICAL SLAB EDGE DTLS. 0 OPENINGS. 8. JOIST ARE CALLED OUT w/ TOTAL /LIVE LOAD DESIGNATION (PLF) TYPICAL. TYP �2 -12 EDGE STL. PER PLAN L4x4x l, w/ #4x2' -6" 24 "oc BM. PER PLAN EDGE STEEL PER PLAN L4x4x w/ #4x2' -6" 24 "oc NOTE: EXTEND JOIST BRG. SEAT AS REQ'D FOR DECK & ANGLE SUPPORT (1' -6" MAX.) TYPICAL SLAB EDGE DETAILS AT FLOOR OPENINGS SECTION A -1.2 " = 1' -0" 4 L: \2007files \07080 \SEGALE OFFICE BUILDING- S1.1- S1.2 -S1.3- PLANS- 128- 07080.dwg, 04- 14 -10, 10:49am, nank, 128 E -4.1 3' -6" <15' -6" TYP. I_4.2I 7 '-0$"a- 6'-11" 7-0$" a -5g" 3' -6 30' -0" [14' -6 "] B -3.3 A -4.1 A -3.1 OPP. SIM. 112�"x2OGA. TYPE B METAL ROOF DECK MC 6x12 COPED STRUT WELDED TO W12 SIM TO SECTION F -4.1 (4 PLACES) [14' -0 "] 30' -0" 7' -6" 30' -0" 291' -0" E -3.1 30' -0" 30' -0" F -3.1 OPP. 7' -6" NOTE; COLUMN EXTENDS TO ?2ND FLOOR w/ 4" CAP Fe. 6" 3' -0" FO C -1.2 y� 10' -6" 6 F.F. PER PLAN RAIL PER ARCH. SLAB & DECK PER 2ND FLOOR PLAN 6 "oc TYP. 14GA. METAL PAN w/ 11" CONCR. INFILL w/ 14GA. METAL RISERS WELD TO STRINGERS w/ 6" CONT. FILLET WELDS SEE ARCH. FOR CONFIGURATION CHANNEL STRI NGER PER PLAN oncemener l .& I11 IIIIIhI i" F.B. STL. CLOSURE BTWN. STRINGERS 2" CONC. ON DEEP VERCOR 12" DECKING 1 "0 _ @ 6 "oc EA. VALLEY SLAB & DECK PER PLAN L3x3xg1. CONT. CHANNEL PER PLAN H.S.S. COL. BEYOND IN WALL PER PLAN .1" R w/ (2)- a "0 ANCHOR BOLTS OR KWIK OR EPDXY BOLTS METAL SHI AS REQ'D. 1'10 HILTI KWIKBOLT II IN CONC. SLAB (EMBED 4 ") a "x3" BRG. . TYP. FOOTING PER PLAN & SCHED. PER ,PLAN IIIIIIIIIIIIII CPC PER SECTION B-1.2 2" = i' -0" 4 LAN 16 1 txo b4y _w'L TO CHANNEL TYP. A "x 8 " I" CAP R PER ARCH. COLUMN PER PLAN PER PLAN 0 N) -1.2 fD71.2 MC12x10.6 MC12x10.6 P.C. WALL MC12x10.6 Q WALL 3i" SLAB ON 2 GA. TYPE B FORMLOK DECK w/ 12x12 W2.9xW2.9 TYPICAL STAIR FRAMING PLAN REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION EDGE L PER PLAN CHANNEL PER PLAN MIN. CONDITION © CHANNEL CTR'D ON COL. PLAN SECTION C -1.2 2" - 1, -0" 4 - P.C. WALL APP, 2 CHANNEL 1 "x11" SQ. EMBED It PER SECTION B -3.1 SECTION MIN. D-1.2 1,_0- AT AM o 1 7 N m 46 Z. O 'F a co N m ce revision O c 707080 job no. N. KEOPANYA drawn M. NAZARENUS checked rn o F._ 6 CD F44.1 PP. boa- D44.1 ID 4.1 IA 4.1 <34' -0 "> TYP. ID 4.1 lama- ANGLE BRACE PER SECTION A- 4.1,TYP. MC6 STRUTS PER SECTION A -4.1 © EA. BAY TYPICAL LAYOUT SHOWN THIS BAY I D 4.1 <34' -0 "> IF 4.1 iD N M is 0 a 0 1 0 M oD r7 0 0 0 N t N N m I CD is N M O 0 M d-� a N iD 0 CO CD r a I o 0 I 0 M I CD 0 9 i 0 14) . CD �t I = o N) • (D A 0 M V b -4.1A TYP. B -4.1 TYP. E -4.1 TYP. W111 Wh2x14 N x - [31' -0"] [31' -0 "] W14x22 [31' -0 "]-{ [31' -0"]- [31' -O ' ]--/ [31' -O"]- I [31' -0 "] 22GA. m m CANOPY ROOF smn " [31' -0 "] [31' -O"] { [31' -0"]� W14x22 N � W12x14 .. 20K 2'0/160 MIN . 4Y. © 1 orsw -,,,,,- Nr B 1 m m m z � o 20K 2'0/160 � M.-4.1 '� '. � W18x35 3 , [31 -0" ] I I 3 W18x35 Z / 160 � M -4.1 B 20K 2'�0 PER ARCH. I g - [31' -0 "] 'DI24K 210/130 (°° a M o z v 20K 2 J 0 160 . 1 / a; .� Q 20K 250/160 N 3 ." c Q 20K 250/160 c z• v O Y O co z 20K 20/160 B 24K 210/130 H -4.1 6' -0N MAX. 24K 210/130 0 L411 a 24K 210/130 n.p v G -4.1 Y o e .o TYP. 20KCS4 a a M 9.5 re) Z co CD e) r x ¢ Y M y B r N > Y M > r� 11.0 o A SCREEN A WALL B SCREEN WALL 24KCS5 cz C-5.4 A N I 3 H -4.1 ca H -4.1 (� .d I C -5.4 A A N ' i0 > 20KCS4 r� z 24KCS4 24KCS5 co 24KCS4 N 24KCS4 I I r- [31' -0 "] W14x22 Ff 24KCS4 4 20KCS4 12.5 10.5 rr \ �,e� 20KCS4 B `t B B co B -5.4 > to j\'< 11.0 \, \0 9.5 E.F. (200# MAX.) B � 1 AC2 (12,000 29MAX:) 1 [ 4 H -5.4 ,� R.D. \o J -4.1 21x44 [31 -0 ] W21 x44 A ACC (12,000# MAX.) R.D. ° [29 -7 ] W16x31 I .2 1 J -5.4 - r v- • ° a �u•21 x4� � i V a • 1 • 5 4 : _ , A' ° ° . ° ° - � I. o 2 t - • o. ° A -5.4, OPP. a R '- i M -41 v •• ° j.._-,.1 _ °. a '', W2'1 x4°4 a� -2 1 "] . 1 v , . _ W14x22 ml W1 x 4, '� ° ° ° - - ° �' ° . • ° _ ° °' L -4.1� ' -'' ° .a .. AP 3 ' AC -4 (2500 #)�[30' -2 ' ] CO I I W24x62 K-4.1 [29'- 11"] -' K -4.1 K -4.1 m W27x94 D -4.2 W27x94 m , - [ m m _ A -4.2 J -4.1 `�- W24x62 \'- o . _ e • a 1‘v _° - ° m m C -4.2 OPP. H -4.2 a ' ' 24258 ° 2 - Q', WT4x22 ,. ><1 . , I [30'-173-1`. 30 -.1 _: W12x14 W1 W24x62 I m m m J -4.1 ° • ° ' ; '° m� °' W21x44 i L J W21 W21 _ _ ° 3 x44 J -4.1 1 i\I W24 6 r" "] _: W12x14 E11 m m W10x12 1 I _`�� [29,-10,1 L -4.1 SIM. i °0; : - \ SHAFT l �i 04, i I' 1 3,° A A m J -4.1 I m e I i ° ➢ nd 3= '` �1 B -4.� 1 i HAFTS •d N m, m W21 x44 : n e w m W16x311 L -4.1 TYP. I 30 -5 m m F -4.2 m m , m 29 -11 I I I B -4.2 W21 x44 W12x14 wag x44 Z \ _Jai - . , wee _ J B -5.4 24KCS4 CO B 4KCS4 ,l i °r' °v v - ° • °' ! ° °'I�_ °I ' ° • ° -4 '° °_ ° a ,q °v, P. ° , v ' °' ' ° Q- ' �� I ,a ' • ° 20K9S4 ' - ° .- r- r z o: 20K 2 N ,5 145 co 20K 2.5 / x N / 145 N AC3 I (1200 MAX.) I 20K 235 p 145 / z J a 20K 235 ' "°- v �' °.,°`�x ft. �'4- v . a ", v ° W8X28 ' II '° ° ao,v °r` ° • I P _ n AC -5 2500 I ( #) N co x W1 X26 1I I M-4.2 W6x31 2.5 I ao / 145 X , v •'° ' •I B -5.4 I I e'' n 2.5 G -4.2 I I II I I I- � 20KCS4 L ,�% �{' N 3 . C -3.3 �- K2 W12x26 I BEAM G -4.1 TYP. m • > CD M . E.F. N (200# MAX.) 'O \ H 5.4 16KCS3 E -5.4 I I IIG -4.2 1 1 d ,o \ 24KCS5 m B -o c�.� \ 3 KK2 z Z N 3 W8x18 HOIST i i [30'_2"] 16KCS 1\ ¢°.° ��-Ir1�_ / \- 20KCS4 M -4.2 N `. 3 a- ° 24KCS5 c N 1 Sx $ -� A °D J -4.1 � \ I I - 2 I I 1 __ �sL _A z _ e J-4.1 m W24x _ _ C -5.4 o x N \o \o .o FUTURE 4" 1W24x62 col N W24x62 m [29 -0 m [30_0"] -.2 m e/ % -5.4 [29�•4 W2. x62 a cn \ \ 1 W21x44 m W27x94 W10X12 i W27x94 z• J -4.1 W24x62 i i Li [29'-8"] B -4.2 m W21 x44 3 29' -0" [ ] L -4.1 m �J �- 29' -7" , _4.1 [ J -4.1 ] m Ica L -4.1 K -4.1 TYP. ° R.D. K_4.1 L� m m 0-4.2 D -4.2 m m B -4.2 m H -4.2 ,�,\ "' 29' -6' [ '] [29 -6'] m R.D.[ O L -4.1 m W16x36 N N' a° x G R.D. O H -3.2 i W18x35 / H -3.2 W18x35 OPP. B -4.2 m R.D. FIN- t= o •• ` m I m 24K6 I [31'-01 31' -0" [ ] m m `-.- J -4.1 L_ g [29' -8"] i [29' -3 "]- L -4.2 -[29 L -4.2 -3/"] ' B w 0 [29' -3 "]--" A -4.2A STAIR PENTHOUSE G -5.4 g I .- ' " -T'1 (BRACE & STRUT PER SECTION -4.1 TYP. @ GRID 1) & Qp Yo , H -4.1 B o o H -4.1 1 m B °D I B B 11" TYPE B METAL ROOF DECK ATTACH PER B SCHEDULE -, ,� a .- G -4.1 00 ¢ TYp, z cD 20K 250/160 co r� 20K 2'0/160 G -4.1 00 z TYP• N �. g 20K 250/160 ," °° z co 20K 2'0/160 co x N 24K 250/160 TYP. x N N H -4.1 Y / MC6 STRUT, 24K 250/160 20K 250/160 cd ' . 20K 20/160 �c o to o �c P7 . o M u cD M r B CO > 1� .M.i . CO > �Mi P7 1 I- -• B tz0 CD ") B -I m I W18x35 k °D W18x35 °° ( 31' -0" [ ] [31' -0"] 1 M -4.1 M -4.1 N WI12x14 N N W14x22 W14x22 x W12x141 I 1 r- - - -� r ,_ [31 0"] [31'--0") ,- [31 0 ] � E -4.2 aD J -4.1 m r E -3.3 SIM. ' m J -4.1 m 1 E -4.2 OPP. r I J R o ► 1,_ „ I [3 0 ] 31' -0 [ -� 1' -0 [3 "] n -i I'''1, 10' -6" 30' -0" D -4.1 30' -0" <34' -0 "> 31 I x[31' -0 "] W16x36 [31' -0 in 30' -0" 10' -O" F -5.4 30' -0" C -4.1 <34' -0 "> S M. I A -4.1 30' -0" [31'- 0"] ---11 W16x36 [31' -0 "]�� [31' -0"] D-4.1 30' -0" 10' -0" 30' -0" C -4.1 <34' -0 "> A -4.1 TYP. 30' -0" D -4.1 �r- 291' -0" 0 ZONE GAGE WELDS TO JOISTS SIDE SEAM CONNECTION DESIGN SHEAR 0 22GA. UT VSC c® 12 "oc CANOPY ROOF smn 7/gs22GA. 5 uix. DRAG S MIN . 4Y. © IN, � orsw -,,,,,- Nr 1185 plf 0 zl, A rel 0 r „4 zx Atoki■x lir., ...‘131kViAlier I g 0 Cid I iDR :7:- If", Ay 4,... k, r Ae" k . 1,, 4 O O � 6. 0 L411 a U U U ROOF DIAPHRAGM FASTENING PLAN NOTES: L: \2007files \07080 \SEGALE OFFICE BUILDING- S1.1- S1.2 -S1.3- PLANS- 128- 07080.dwg, 04- 14 -10, 10:49am, nank, 128 N.T.S. AG STRUT ROOF DIAPHRAGM FASTENING SCHEDULE ZONE GAGE WELDS TO JOISTS SIDE SEAM CONNECTION DESIGN SHEAR 0 22GA. 5 VSC c® 12 "oc 590 plf 7/gs22GA. 5 VSC 0 6 "oc 725 plf 4Y. © 20GA. 7 VSC @ 6 "oc 1185 plf F -4 ,1 OPP. 30' -0" 10' -6" B -4.1A TYP. E -4.1 TYP. B -4.1 TYP. A 0 M V Ma- ROOF FRAMING PLAN NOTES; 332 = 1.) { '- "] INDICATES TOP OF FRAMING ELEVATION (BOTTOM OF DECKING) ABOVE DATUM NOTE; ALL ELEVATIONS SHOWN ARE DERIVED /EXTRAPOLATED FROM ARCHITECTURAL ROOF PLAN. CONTRACTOR SHALL VERIFY /COORDINATE WITH ARCHITECT, ALL TOP OF FRAMING ELEVATIONS TO ASSURE ADEQUATE DRAINAGE SLOPES TO PREVENT PONDING PRIOR TO CONSTRUCTION. 2. < '- "> INDICATES TOP OF PARAPET ELEVATION ABOVE DATUM. 3. CONTRACTOR AND TRUSS SUPPLIER TO VERIFY M/U WEIGHTS AND LOCATIONS. REFER TO SHEET S1.0 FOR TYPICAL MECHANICAL UNIT SUPPORT DETAILS. 4.) TRUSS SUPPLIER NOTE: a.) LOADS: DL = 15 PSF + MECH. & SPRINKLER MAINS (4" 0 & LARGER) L.L. = 25 PSF NET UPLIFT = 10 PSF ® ROOF b.) DESIGN JOISTS & JOISTS GIRDERS FOR MECHANICAL UNITS & SPRINKLER MAINS LARGER THAN 4" 0. c.) VERIFY WEIGHTS & LOCATIONS OF MECHANICAL UNITS & SPRINKLER MAINS. d.) DESIGN JOISTS FOR ADDITIONAL 500# FUTURE MECHANICAL LOAD PLACED MID SPAN FOR MAXIMUM BENDING MOMENT OR © SUPPORT FOR MAXIMUM SHEAR. e.) DESIGN ALL JOISTS GIRDERS FOR MINIMUM SEISMIC AXIAL COMPRESSION/TENSION AS NOTED (ASD DESIGN USED). f.) ALL JOIST LOADS AND GIRDER NODE LOADS SHOWN PER PLAN ARE BASE LOADINGS PER NOTE "a" ABOVE. ALL JOIST LOADS AND SUBSEQUENT GIRDER NODE REACTIONS PER NOTES "b" THROUGH "f" ARE IN ADDITION TO BASE LOADS AND SHALL BE INCLUDED IN JOIST /GIRDER DESIGN. CONTRACTOR TO COORDINATE WITH JOIST SUPPLIER TO INCLUDE ANY /ALL ROOF SUPPORTED LOADS NOT SHOWN. g.) JOISTS ARE CALLED OUT w/ TOTAL /LIVE LOAD DESIGNATION (PLF) TYPICAL. 5.) MEMBERS NOTED AS "B" ARE BRACE OR STRUTS (SEE APPLICABLE DETAILS). POSTS NOTED AS "P" ARE SCREEN WALL POSTS PER SECTION B -5.4 & C -5.4, SPACE ALL BRACE, STRUTS, AND POST EQUALLY ALONG SPAN, U.N.O. ROOF DECK NOTES, 1. DECKING TO BE PEI. GENERAL NOTE 1i" TYPE PLB -36 GALV. STEEL DECKING GAGE PER FASTENING SCHEDULE. 2. WELDS MUST HAVE -Fs "c6 FUSION AREA. 3. AN APPROVED TESTING LAB IS TO INSPECT ROOF FOR PROPER DECK FASTENING & CONNECTIONS AND ROOF IS NOT TO BE COVERED UNTIL TESTING LAB APPROVES ALL WELDING & CONNECTIONS. THE PERFORMANCE OF THE ROOF DECK DIAPHRAGM DEPENDS ON THE QUALITY OF THE WELDS TO SUPPORTS AND THE SIDE LAP ATTACHMENTS. EACH WELDER IS TO DEMONSTRATE HIS ABILITY TO PRODUCE QUALITY WELDS. TO TEST, PRY A PIECE OF DECK WELDED TO THE SUPPORT. THE DECK SHOULD TEAR AND THE WELD REMAIN SOUND. 4. ENDS OF SHEETS MUST BE LAPPED A MIN. OF 2" OVER THE SUPPORT FOR 18GA. DECK AND THINNER. 5. DECK MUST BEAR ON SUPPORTS A MIN. OF 2 ". 6. GRID LINES SHOWN THUS: - - -- ARE DIAPHRAGM LOAD COLLECTORS PER PLAN. SEE DETAILS FOR FASTENING REQUIREMENTS. NOTE DIAPHRAGM LOAD COLLECTORS SHALL BE WELDED PER APPLICABLE SECTIONS AS SPECIFIED. 7.) "VSC" REFERS TO "VERCO SIDELAP CONNECTION ". 10 11 biO o )-1y SIM. a M I CD M 0 a M I CD 0 M 0 I 0 CD 0 I CD 0 X 1 0 N 0 N r? I 0 M I 0 CD O to 0 I 0 N) 0 I 0 M cD LO "co N i•1 0 a m iD io N M E U U E APR REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION 1 PER ARCH. 4 PER JPLAN P.C. SILL PER ELEVATIONS SHAPE PER ARCH. 84" TYP. (VFY.) I. NOTE; SPACE SLAB CONN. CD 6' -0 "oc MAX. & 3' -0" MAX. FROM ENDS, TYP. 74" MIN. 0 SOLID PORTION OF SILL, TYP. R 2x6 „x8” 4- 0x4 W.H.S. CAD AA. VERT. & 5" GA. HORIZ. FIN. GRADE PER CIVIL 4 C. <TYP. SLAB ON GRADE PER PLAN TYPE ©CONN. 0 4' -0" w/ CORROSION PROTECTION PER SECTION B -2.1 (PER PLAN) a) -1 I II —I I I r , 1I- 111IIII11III111II a "x6 "x8" w/ 1- #4x 4" 0 &2 -1 "0x4" W.H.S. CD 5 "GA. J 0 (2 2- #4 CONT. C.) TOP & BOT. PER PLAN NOTE: NO BOARD FORM ® 1st FLOOR SELL WALLS WELD I• 8 "x32 "x5" #4/® 24 "oc, TYP. SECTION A -2.1 9 PER PLAN FINISHED GRADE PER CIVIL 0' -O" 1- #5 CONT. TOP (PER PLAN) 1' -0" 4 P.C. PANEL BEYOND #4 2E ® 18 "oc SLAB ON GRADE PER PLAN I 1 1 —I 1 J I I -1 I,I-1 I I 1I1 #4 J ® 18 "oc TYP. o'-o" \ 4, L_ • 5/ D • 4 /D III— I�1 —III- II 1 l 1 H=ill 9„ HAUNCH PER PLAN NOTE: BALANCE OF INFO. PER SECTION A -2.1 SECTION C -2.1 14" CLR. E.S. C.I.P WALL PER ELEVATIONS CONT. REINF. IN SLAB PER PLAN WHERE NOTED • • 45 ' I v • p • FOOTING PER SCHEDULE PLAN) •(PER 5--\ • • • " - 1' -0" 4 . WALL & FOOTING, TYP. U.N.O. (SEE PLAN) NOTE; EMBED HOOKED DOWELS WHERE SLAB OCCURS ONE SIDE ONLY (OMIT SLEEVES) S a • p • 4 •/ SLAB ON GRADE p #5x6' -0" 0 16 "oc IN 2 "0 SLEEVES. GROUT SOLID w/ NON- SHRINK GROUT, TYP. • _4 I \D • p ` • I\D•p p ' p. • 4 I \D / D • p ' p 4• • • 4 i D' p p 4 / D • p D • — \ D • p. • 4 ID "p 4 / \g •E> p p� 4. , \D W S 4- / D • ,D • p p 4 aD 4 /, • p •p D /\D p • V 4 / D '. p. • 4 „ \I • p. n • CI= \ SECTION G -2.1 " = 1' -0" 0' -0" PER ARCH. #4 CO 12 "oc 0 NOTE; BALANCE OF INFO PER SECTION A -2.1 (PER PLAN) rn •/ ' p V • • • . III — III —I 1I- II1=1Il=:II1 PER PLAN OPTION #1 C.I.P. SILL WALL PER PLAN PER PLAN L: \2007files \07080 \SEGALE OFFICE BUILDING -S2.1- FOUNDATION SECTIONS- 16- 07080.d wg, 04- 14 -10, 10:50am, nank, 16 PER SCHEDULE 4V 2" NON- SHRINK LEVELING GROUT �1v-x 4 /\ X X p X1 X\ 0' -0" PER PLAN 8 .1" TYP (VFY•) 1 PER ARCH. (PER PLAN) rn 74" CAD C.I.P. • • I 1— III —I I I 11 —111 I I= EII 'Ell I —III HOLD a OPTION NOTE: BALANCE OF INFO PER SECTION A -2.1 OPTION #1 12" CLR. r 1 1 1 —III -1 1 1- II�IIII�IIIIIIIII •/ D • p P' `a-7 I —III —I 1I- • • PER PLAN OPTION #2 C.I.P. SILL WALL H.S.S. COLUMN PER PLAN 4- i" 0 A. BOLTS OR KWIK BOLTS (EMBED 8 ") 24" SQUARE OR CIRCULAR CLOSURE AROUND COL. �X X X X 4▪ X' I'- I ‘V, • p D p ° i ,.D NOTE; PROVIDE SLEEVE FOR VERTICAL PIPE THRU FOOTING AS REQ'D (6" MAX.) D 'p ® D / p 4 / D p D I- • el H.S.S. COL. & SPREAD FTG. SIZE PER PLAN 4 I \ ' p 1 , D ' 4' \D • • D ' 4 I II III I ITI 1 I1 ( PER PLAN) REINF. PER SCHEDULE SECTION D-2.1 9 0 0 r N 4 — III — III —I I 11— III =111= _I 11_1 1 IEFFI VERT. REINFORCING EA. FACE PER ELEVS. (HOOK BARS ® BOTTOM) • III IIIII -1I II +111E1 IEI I I =1 I 1E- 2" CLR. PC FIN (4)- #7 TOP & BOTTOM THRU 2 "0 SLEEVES IN FIN. GROUT IN PLACE w/ NON- SHRINK GROUT )b Q ▪ "ox5 W.H.S. (2) ®4 GA. PROVIDE (2 CONNS. TOTAL ON ONE SIDE MIN. 6" CLR. TO EA. END) N 2'- SECTION FOOTING STEEL E.W. PER SCHED. TO RUN PAST FIN. (TOP & BOTTOM) 2'- 9 "x6'- 6 "x1' -2" PAD w/ 3- #5 LW &7 - #5 SW TOP & 3- #6 LW & 7- #6 SW BOTTOM H-2.1 " - 1' -o" 4 5" Q. EMBED L5x5x16 x1' -0" TYP. NOTE: PROTECT ALL STEEL FOLLOWING WELDING w/ MULTIPLE COATS OF ASPHALTIC PAINT REINF. PER ELEVATION 0, -0" 5" 1 EMBED DETAIL b1 (PER PLAN) J 0 r /RETURN WELDS ® ENDS DO NOT < RETURN WELDS CO ENDS R 8x6 "x1' -4" w/ 3- ox6" W.H.S. 0 6 oc ®q, TYP. P.C. FIN PER ELEVATIONS PER; PLAN EQ. PER PLAN EQ. cF--q CONN. 11" THICK RIGID INSULATION UNDER PANEL ENDS ®4 T. EACH DOWEL ROW 2' -0" f, DgTAIL b1 GROUT BED „ DETAIL b2 2' -0" =111 -1 -;. • 4 i • p 1 — 4 / D D 4% /\D ROUGHEN FTG. ` /;S�JRF4CE D ' .4 11 -11 2' -0" 4 ROWS OF 8 EACH #4 E (DRILL & EPDXY 0 CONTRACTOR'S OPTION EMBED 4 ") NOTE; BALANCE OF INFO. PER SECTION A -2.1 • • III— III —III- 6" THICK CLOSURE POUR PER DETAIL b2 • I. 4' / 4' / p p 4 / ©• ' p D , —I �' /D • p D I • — , \p ' L - - D 4 / 4• ; / p • CONT. FOOTING PER • 4 / D • p_ ° \ D o p• 4 / \� p ° / p SECTION A-2.1 / , D • 4 \/ D, • p D • 4' / p ° 4' I • • 4 ' I' D '• D ' 4 l �� p D FIN. FOOTING) R THRU /D p D p 4 4 / D • p p. \ 4 �vI � p p • 4, ID p p \ . p • 4 I\ • p • 1I —I I —m- II=ITII l hil l' • 2- #5 CONT. (PER PLAN) r 0 x FOOTING PER PLAN & SCHEDULE II I I I SECTION B -2.1 (BALANCE PER SECTION F -2.1) SUMP PER ARCH. (MAX. SIZE 1' -6" SQ.) #5 CONT. 4 I v • • • 4 I D �p • / D • p P. £2- #41 r® 9 "oc EA. WAY 0 SUMP 4 / D ' p 4 D SECTION E-2.1 " = 1 •_0" 4 8i" TYP. (.) #4 C� 16 "oc H. C.I.P. WALL SLAB ELEV. PER CIVIL FIN. GRADE PER CIVIL N w c0 A 0 1 0,-0" PIT PER ARCH. (PER PLAN) 62" MIN. CD 2" - 1' -0" 4 — PER ARCH. DETAIL b2 III— III —I�I- ITIIIII11lll1I1l� (4' -0" MAX. - VERIFY) 0 8" TYP. • VERIFY SILL REINFORCEMENT w/ ELEVATOR MFR. HOLD 14" CLR. 2' -0' #4 1 0 12 "o /c 8" C.I.P. WALL , #4 ® 12 "o /c EA. WAY 2' -6" 0 -J 0 0 r N C.I.P. WALL PER ELEV. HOLD 4 12" CLR. • I\ #4 0 12 "oc V. • i SOLID PORTION, TYP. EQ. HOLD 12" CLR 1111111111-- �1�1111�1111111111' 1I - "' -m -1 11= I 1 =111 =1 2- #5 CONT. (EPDXY GROUT MIN 4" INTO EXISTING FTG. BEYOND w/ HILTI HIT RE -500SD ADHESIVE -� D a 4 D • p , D ' p • 4 4 I D D #4 DOWELS 12'-6' ® 16 "oc 4" SLAB ON GRADE w/ #4 CO 16 "oc E.W. MID -DEPTH • • D • D • 4 /�C 9 0 h n• 2' -0" FTG. SECTION J -2.1 - 2" •-• 4 NOTE; EXISTING RET. WALL FTG. OCCURS WHERE NOTED. DRILL & EPDXY #4 VERTS. INTO FIG. w/ HILTI HIT RE- 500 -SD ADHESIVE \ (EMBED 6 ") 4 / • =1'1- • �• 1 • 4 I \D p q. p D p • 4 I #'' © 12 "oc E.W..TOP ' & B0E'01)4 �. FpOTINO ' 4 / \D • p °EXTE SIO _ • I D p ' p , 4 _ ' / \ • p. • 4 4'';,D • p' p • 4' /\D • • � 4 I y• p D • 4 'I p ` D • ice• ■ O • D •4 I a L� J FOOTING PER SCHEDULE = to 4 I p 4 SECTION F-2.1 bto Oyy L:1 1u SLAB PER SECT. J-2.1 SECTION K-2.1 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 1 2010 City of Tukwila BUILDING DIVISHIN Li <7,-- 0 ° cv • O -0 SION a 5 an rn M. X Q. D • 4 / p \ ' \, 9 • D 4 /D� �_ Up •D V - L4xxFxIxO,,, -4 , p • D I -' 6 C 07080 'ob no J • N. KEOPANYA drawn M. NAZARENUS checked rn o W T -0 IR 3 3 80I Yg0 SEGALE 2 STORY OFFICE BUILDING )b Q ▪ "ox5 W.H.S. (2) ®4 GA. PROVIDE (2 CONNS. TOTAL ON ONE SIDE MIN. 6" CLR. TO EA. END) N 2'- SECTION FOOTING STEEL E.W. PER SCHED. TO RUN PAST FIN. (TOP & BOTTOM) 2'- 9 "x6'- 6 "x1' -2" PAD w/ 3- #5 LW &7 - #5 SW TOP & 3- #6 LW & 7- #6 SW BOTTOM H-2.1 " - 1' -o" 4 5" Q. EMBED L5x5x16 x1' -0" TYP. NOTE: PROTECT ALL STEEL FOLLOWING WELDING w/ MULTIPLE COATS OF ASPHALTIC PAINT REINF. PER ELEVATION 0, -0" 5" 1 EMBED DETAIL b1 (PER PLAN) J 0 r /RETURN WELDS ® ENDS DO NOT < RETURN WELDS CO ENDS R 8x6 "x1' -4" w/ 3- ox6" W.H.S. 0 6 oc ®q, TYP. P.C. FIN PER ELEVATIONS PER; PLAN EQ. PER PLAN EQ. cF--q CONN. 11" THICK RIGID INSULATION UNDER PANEL ENDS ®4 T. EACH DOWEL ROW 2' -0" f, DgTAIL b1 GROUT BED „ DETAIL b2 2' -0" =111 -1 -;. • 4 i • p 1 — 4 / D D 4% /\D ROUGHEN FTG. ` /;S�JRF4CE D ' .4 11 -11 2' -0" 4 ROWS OF 8 EACH #4 E (DRILL & EPDXY 0 CONTRACTOR'S OPTION EMBED 4 ") NOTE; BALANCE OF INFO. PER SECTION A -2.1 • • III— III —III- 6" THICK CLOSURE POUR PER DETAIL b2 • I. 4' / 4' / p p 4 / ©• ' p D , —I �' /D • p D I • — , \p ' L - - D 4 / 4• ; / p • CONT. FOOTING PER • 4 / D • p_ ° \ D o p• 4 / \� p ° / p SECTION A-2.1 / , D • 4 \/ D, • p D • 4' / p ° 4' I • • 4 ' I' D '• D ' 4 l �� p D FIN. FOOTING) R THRU /D p D p 4 4 / D • p p. \ 4 �vI � p p • 4, ID p p \ . p • 4 I\ • p • 1I —I I —m- II=ITII l hil l' • 2- #5 CONT. (PER PLAN) r 0 x FOOTING PER PLAN & SCHEDULE II I I I SECTION B -2.1 (BALANCE PER SECTION F -2.1) SUMP PER ARCH. (MAX. SIZE 1' -6" SQ.) #5 CONT. 4 I v • • • 4 I D �p • / D • p P. £2- #41 r® 9 "oc EA. WAY 0 SUMP 4 / D ' p 4 D SECTION E-2.1 " = 1 •_0" 4 8i" TYP. (.) #4 C� 16 "oc H. C.I.P. WALL SLAB ELEV. PER CIVIL FIN. GRADE PER CIVIL N w c0 A 0 1 0,-0" PIT PER ARCH. (PER PLAN) 62" MIN. CD 2" - 1' -0" 4 — PER ARCH. DETAIL b2 III— III —I�I- ITIIIII11lll1I1l� (4' -0" MAX. - VERIFY) 0 8" TYP. • VERIFY SILL REINFORCEMENT w/ ELEVATOR MFR. HOLD 14" CLR. 2' -0' #4 1 0 12 "o /c 8" C.I.P. WALL , #4 ® 12 "o /c EA. WAY 2' -6" 0 -J 0 0 r N C.I.P. WALL PER ELEV. HOLD 4 12" CLR. • I\ #4 0 12 "oc V. • i SOLID PORTION, TYP. EQ. HOLD 12" CLR 1111111111-- �1�1111�1111111111' 1I - "' -m -1 11= I 1 =111 =1 2- #5 CONT. (EPDXY GROUT MIN 4" INTO EXISTING FTG. BEYOND w/ HILTI HIT RE -500SD ADHESIVE -� D a 4 D • p , D ' p • 4 4 I D D #4 DOWELS 12'-6' ® 16 "oc 4" SLAB ON GRADE w/ #4 CO 16 "oc E.W. MID -DEPTH • • D • D • 4 /�C 9 0 h n• 2' -0" FTG. SECTION J -2.1 - 2" •-• 4 NOTE; EXISTING RET. WALL FTG. OCCURS WHERE NOTED. DRILL & EPDXY #4 VERTS. INTO FIG. w/ HILTI HIT RE- 500 -SD ADHESIVE \ (EMBED 6 ") 4 / • =1'1- • �• 1 • 4 I \D p q. p D p • 4 I #'' © 12 "oc E.W..TOP ' & B0E'01)4 �. FpOTINO ' 4 / \D • p °EXTE SIO _ • I D p ' p , 4 _ ' / \ • p. • 4 4'';,D • p' p • 4' /\D • • � 4 I y• p D • 4 'I p ` D • ice• ■ O • D •4 I a L� J FOOTING PER SCHEDULE = to 4 I p 4 SECTION F-2.1 bto Oyy L:1 1u SLAB PER SECT. J-2.1 SECTION K-2.1 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 1 2010 City of Tukwila BUILDING DIVISHIN Li <7,-- 0 ° cv O -0 SION a 5 an rn M. X Q. O �> L 6 C 07080 'ob no J • N. KEOPANYA drawn M. NAZARENUS checked rn o W T -0 IR 3 3 80I Yg0 SEGALE 2 STORY OFFICE BUILDING I LANCE MUELLER S ASSOCIATES '' j .4.'4 C -� A R C H I T E C T S A l A 130 LAKESIDE • SEATTLE, WA 98122 0 206 325 2553 sheet S2.1 9 PER ,PLAN O.S. FACE TYP. 2- 4x18x16GA (BOXED) TYP 2- 4x18x16GA (BOXED) CD 8'- 0 "o /c, MAX. SPCG. BOARD FORM PER ARCH. 61" MIN. SOLID PORTION OF SILL, TYP. HOLD 2" CLEAR 3- "x18 "x2OGA SUDS 0 24 o/c L2x2x16GAx32" EA. SIDE w/2 - #8 SCREWS EA. HDR TYP. `LH -JOIST PER PLAN CONN. © TOP OF SOFFIT FRAMING. to- PC SPANDREL PER ELEVATIONS 4D ,—s " 2 #4 DOWELS r- CAD 18 "oc TYP. —CHORD REINF. PER PLAN 0 4 "oc 0 R 1 "x4 "x8" w/ 2- 0x4 W.H. . 0 6 GA. SPACE ® 3' -0 "oc MAX. & 1' -6" MAX. FROM ENDS, TYP. R PER SECTION B -3.1 0 Q PROVIDE MC6x12 (FLAT) BESIDE EA. BRACE (COPE ENDS) TYP. L4x3x16 CONT. (LLV) TYP. I= 18GA TRACK w /2 "0 THREADED RODS 24 "o /c DRILLED & EPDXIED w /HILTI HIT RE500SD ADHESIVE (EMBED 4 ") #8 SCEW TOP & BOT, TYP. F.F. 38 "x18 "x2OGA STUDS ® 24"o/c.--/ PROVIDE -i "x3 "SQ R� WASHER 0 ANCHORS, TYP. 38 "x1 "x2OGA JOISTS ® 24 o /c. 2 - #8 SCREWS, TYP. SECTION A -3.1 1" = 1' -0" 4 PER PLAN 84" TYP. 8" Jamu . J (WY.) FACE OF SPANDREL —� 4" MAX. t4 3' -6" (5) - #4 ® 3 "oc TYP. — i" BRG. R w/ REINF. PER SECTION C -3.1 3' -6" (3) — #4 ® 6 "oc BOTTOM OF CORBEL, TYP. 1 • l J I /DECK TO "oc \MC6, TYP. EA. END V/ TYP. F.F. L4x4x4 BRACE CO MID -SPAN OF EA. SPANDREL PLACE WITHIN 6" OF LH -JOIST PANEL PT. TYP. NOTE; WELD IN PLACE AFTER DEAD LOAD IS IN PLACE (INCLUDING FLOOR SLAB) PER ,PLAN 3" MIN\ TYP./ 84" TYP. (VFY.) 2 -4x1 g5x16GA (BOXED) PER SECT. A -3.1, TYP. I� 38 "x18 "x2OGA STUDS © 24 "o /c ES TYP CONN. © TOP OF SOFFIT FRAMING. BOARD FORM PER ARCH. P.C. SPANDREL PER ELEVATIONS TYP. NOTE; CONTRACTOR SHORE EDGE OF DECK AS REQ'D " MIN. 6 SLID PORTION OF SPANDREL, TYP. #4 CONT. 2' -6" #4 DOWELS r- ® 18 "oc TYP. DETAIL CHORD STEEL PER PLAN PLACE UNDER WALL DOWELS AS SHOWN " COPE TOP CORNER OF H.S.S. 5x5 LH JOIST JOIST TOP CHORD PANEL POINT H.S.S. 5x54 CROSS- STRUT, TYP. m Am man J m :um jLH-JOIST PER PLAN r- -JOIST MFR. DESIGN FOR 2.0k VERT. LOAD (� BRACE, TYP. CEILING PER ARCH. SPANDREL EMBED PER TYPE O CONN. —JOIST MFR. DESIGN FOR 32k AXIAL LOAD TRANSFER THRU BRG. SEAT TO R I- 0 r) g GIRDER • TO R, TYP. L - PC FIN PER PLAN & ELEVATIONS SECTION D -3.1 0 PROVIDE 3n 0x3 n WHS ® 12 "oc TYP. (CTR. ON VALLEY, TYP.) PROVIDE C6x8.2 (FLAT) ® EA. BRACE (COPE ENDS) TYP. 1" — 4 — ADJACENT EMBED PER TYPE © CONN. LH JOIST PER PLAN NOTE: BALANCE OF DETAILS PER SECTION C -3.1 6 "oc TYP. L3x3x4 BRACE PER PLAN. PLACE WITHIN 6" OF JOIST PNL. PT., TYP. 16 SECTION G -3.1 JOIST PER PLAN E.E TYP. F J W CO 0 0 HOLD ADD #4 I I I AT . WALL 12 "CLR. EA. WAY EXTEND 1 -6" BEYOND STUDS TYP. NOTE: - ADJACENT SPANDRE POCKET PER TYPE CONN. OCCURS SIM. CONDITION WT5x311 BLK'G. BETW. JOISTS w/ 0x3 W.H.S. ® 12 "oc. CTR. W.H.S. ON DECK VALLEY, TYP. F.F. CC — J 0 Rd" a u) a. a. SECTION SOFFIT FRAMING PER SECT. A -3.1 JOIST MFR. DESIGN FOR 3.0k VERT. LOAD C� 5x5 H.S.S. TYP. LH JOIST PER PLAN L8x6x8 "x1' -6" (LLV) C'TRD. ® EA. JOIST H.S.S. 4x44 BRACE © MID -SPAN OF EA. SPANDREL, TYP. NOTE: WELD IN PLACE AFTER DEAD LOAD IS IN PLACE (INCLUDING FLOOR S(M T © SIM. OND.CONC. WALL) R 1 "x11 " SQ. w/ (4) -/" 0x42" WHS CAD 8 "GA. EA. WAY B -3.1 PER PLAN FACE OF SPANDREL (MAIN FACE) PC FIN PER PLAN & ELEVATIONS iP SEAT R\ TO BRG. R/ 16 3 ++ MAX. 2" — 1' -0" 4 84" TYP. 8" ■ (VFY.) • P.C. SPANDREL PER ELEVATIONS TYP. L9x4x2x1' -2" w/ (2)- #6H.x3' -0" 4 "GA. & 2- #5V.x2' -6" ® 9 "GA. R "x3" EA. SIDE ADJACENT EMBED PER TYPE © CONN. 1 - -.—J • • • • IL) 8 "x 8" SEAT R (SLOT ® WEB) 1' -3" STEEL BEAM PER PLAN ^IN N W m 0 0 SECTION E -3.1 1 >2 " -12" >2' CONT. REBAR IN SLAB E.S. PER PLAN LH JOIST PER PLAN E.S. 2" = 1' -0" 4 END R i "x62" CORBEL REINF. PER SECTION C -3.1 & EMBED SIM. TO SECTION C -3.1 i Ir"4 ADD L22x2,x4 VERT. 0 P L. PT. STL. BM PER PLAN 3" - 1' -0" L: \2007files \07080 \SEGALE OFFICE BUILDING -S3.1 -FLOOR SECTIONS- 16- 07080.d wg, 04- 14 -10, 10:50om, nank, 16 20' MIN! 40' MAX. L3x34 BRACE WHERE NOTED (SEE PLAN) TYP. SECTION H -3.1 " = 1' -O" E.E. a co 0 CEILING PER ARC H. SPANDREL EMBED PER TYPE O CONN. 3' -0" #4 3 "oc HOLD 3" CLEAR ® EMBED REBAR, TYP. (U.N.O.) FACE OF SPANDREL 4" MAX. DETAIL C -3 ADJACENT EMBED PER TYPE © CONN. 3' -6" (2) - #4 ® 6 "oc BOTTOM OF CORBEL, TYP. J I• 4 8 "x62" SQ. NOTE: WELD AFTER FULL LOAD IS IN (INCLUDING DETAIL C -2 0 WELD R, TYP. IN PLACE FLOOR DEAD PLACE FLOOR SLAB) LO • DETAIL IF C -1 a" BEARING R a CD • 4 T.O. EMBED Cto ^IN F J W CO CC 0 0 01ST GIRDER PER PLAN "x4 "x9" STABILIZER R �- 0 DTL. C -4 3 ++ PC FIN PER PLAN & ELEVATIONS R 2 g" SQ. w/ (2) -4 "0x6" WHS ® 6 "GA. FIN. Sc JOINT 14" CLR. EXTEND SPANDREL E.S. ® BOT. AS SHOWN, TYP. SECTION C -3.1 PER PLAN PER PLAN 1" = 1' -0" 4 (VFY.) ▪ 1 --H- -IN E.S. DETAIL C -3 (2)- #6x2' -6" CAD 4 "GA. 1 C6" BRG. R rn SPANDRELS ABOVE (2)- #5V.x2' -6" 12" = 1' -0" 0 DETAIL C -4 -�— FIN. PER PLAN MAX. 0 M 4" ® FLOOR 0" ® ROOF ELEV. PER PLAN 1 IL) M I N) J W m cc 0 0 4 FACE OF PANDREL PC FIN P R ELEVATIONS P.C. SPANDREL PER ELEVATION r TYP. 6D > 4 "0x3" W (CENTER L4x3x*x8 /SEAT R \TO BRG. . S 08 "oc N DECK VALLEY, TYP.) BRG. SEAT, TYP. V G if _XX 0 R 8 "x7" SQ. w/ (2) - #7x3 -8 " ®4 GA. TYP. NOTE: USE (2)- #7x2' -9" C� GRIDS A Sc F CAD GRIDS 6 & 7 (FINS 0 CANOPIES) I C6@ SPANDRELS ABOVE DETAIL C-2 - — J l I1 • 0 �1 "x5" (SLOT 0 WEB) CONNECTION PER SECT. J -3.1 L32x32x8 ANGLE TIE "ADJACENT EMBED PER TYPE O CONN. LH -JOIST PER PLAN - [CORB(CORBEL EMBED & REINF. EL SECTION D -3.1 SECTION F -3.1 VARIES NOTE: COLUMN OCCURS WHERE NOTED (SEE PLAN) BOLT SCHEDULE BM. SIZE # BOLTS W10 2 W12, W14 3 W16, W18 4 W21, W24 5 PER PLAN $ " CONN. R w/ O "0 4325N BOLTS PER SCHEDULE (DO NOT SLOT HOLES) 'NOTES; 1.) COPE FLANGES OF THE SUPPORTED BEAM, AS REQ'D, TYP. 2.) SKEW CONN. R AS REQ'D ® SKEWED BEAMS (SEE PLAN) Nif SECTION J -3.1 T= 3" 1' -0" TYP> 2" - 1' -0" 4 4V2" JOIST PER PLAN (W-SECTION OR JOISTS ARE NOT d. ALIGNED 0 SIM.) 'tr -1_1\ 4" E.S. T END R BRG. R PER DETAIL C -1 (3) #8 r © 3 "oc TYP. " NOTE: USE (3)- #8 f 0 SIMILAR CONDITION ON GRIDS A & F 0 GRIDS 6& 7 (FINS ® CANOPIES) PC FIN PER PLAN & ELEVATIONS MAIN FACE OF SPANDREL (74YP. SPANDRELS ABOVE (21)- #6x2' -5" V. (EXCEPT MAINTAIN 1 " CLR. TO BOTTOM OF CORBEL, WHERE APPLICABLE) DETAIL C -1 btoqp-ILI W -SECT. PER PLAN max, x— r-1 n °r- R MIN. THICKNESS TO MATCH BEAM FLANGE. WIDTH TO MATCH BEAM FLANGE +1" THUS: BM. OR JOIST GIRDER PER PLAN r--- —t SECTION K -3.1 " = 1 -0" 1' -4" MIN. WIDE BLOCKOUT THRU WALL 2)- r/0 BOLTS a M 12" = 1' -0" I E APR i .n? J ��i i� REID IMIDDLETON, INC PC WALL " BRG. R wi (4)- 2 E.S.) 0 3 GA. & ()- 6x2 -0"V. 0 5"GA. EA. WAY 6x2' -6 "H. REBAR IN SLAB PER PLAN ANGLE PER SECT. D -3.2 CONT. THRU EA. SIDE • • Mint 16 WF BEAM PER PLAN 2 "x1' -0" WIDE x1' -; WELDED TO BRG. .,R. " FILLET w/ (4)- 4 "0x6" WHS ® 8 "GA. EA. WAY - • REVIEWED FOR CODE COMPLIANC APPROVED MAY 21 2010 i "x4 "x7" STABILIZER R City of Tukwila 5„ 2 "x6 "x10" w/ �(2 UILDING DIVISIO g 0x6 WHS ®6 GA. SECTION L -3.1 :" -- 1 -0" � a I N -0 6 -o TE'T?' K m m m w a revision 4k 6 c 07080 job no. N. KEOPANYA ,drawn M. NAZARENUS checked 10 -01 -09 date TUKWILA M U) u ) N APR 1 4 20'0 c0 0 2" STIFF. R AT R TYP. L8x6xf L.L.V.)xCOL. WIDTH w/ 2 -4 "0 BOLTS @ 4 "GA DETAIL e -1 \BRG. R. YP / F.F. SECTION 1 4" 3" 2 -4 "0 BOLTS TOP FLANGE TYP II I I WEB BOT V <FLANGE I Z / 1 I A -3.2 2" = 1' -0" 4 WALL EXTENDS i" PAST GRID 1' -4" TAPER ® 1:1 SLOPE T. & 4" CLR. F.F. - w 3 SIDES > V a plan e -1 3" EXTEND R 8" W16x77x0' -7" TYP. NOTE; BEAM CONN. R PER SECT. L -3.2 OCCURS WHERE NOTED 4x4 "x7" STABILIZER It TYP. H.S.S. COL. PER FDN. PLAN 8- #8x7' -9" (STAGGER E.S.) 0 32 "oc WELDED TO R g C- NM =I IM ' CONT. R ONE SIDE w/ - 4 "0 BOLTS. WELD AS SHOWN PRIOR TO PLACING FULL DEAD LOAD ON BEAM BRG. R 4 "x52 "x9" SECTION • • -NOTE; LAP EMBED REBAR FULL LENGTH w/ WALL CHORD STEEL TYP. ® ALL DRAG CONNECTIONS (SEE WALL ELEVATIONS) END CAGE REINF. PER WALL ELEV. 9" E -3.2 1' -Off CONT. R ONE SIDE w/ 3- 4 "0 BOLTS. WELD AS SHOWN PRIOR TO PLACING F.F. . FULL DEAD LOAD ON BEAN rn 3" 3" CLR. A" - 1' -0" 4 & WALL •I 3 SIDE> 5 V 1e; STEEL BEAM PER PLAN BRG. R PER SECTION E -3.2 NOTE; BALANCE OF DETAILS PER SECTION F -3.2 { PC WALL PER ELEVATIONS tf) i" CONT. R PER SECTION F -3.2 DRILL THRU R FOR REBAR, TYP. - -- SECTION R 8 "x2' -8" DEEP w/ (8)- #8x7' -9" (STAGGER E.S.) © 4 "c c G -3.2 " = 1' -0" 4 L: \2007files \07080 \SEGALE OFFICE BUILDING -S3.2 -FLOOR SECTIONS- 16- 07080.d wg, 04- 14 -10, 10:50am, nank, 16 PC WALL PER ELEV. TYP. NOTE: REMAINDER PER SECT. A -3.1 & SECT. B -3.1 g R 8x1'- 0 "x1' -7" w/ (6)- 4 "OxO' -44" W.H.S. ® 8 "GA. EA. WAY SECTION CONN. R. & BOLTS PER SECT. J -3.1 4 EA. WAY TIED TO W.H.S. (EXTEND MIN. 1' -6" PAST W.H.S. TYP.) B -3.2 REFER TO SECT. H -3.2 FOR INTERSECTING BEAMS NOT SHOWN 8" R EA. SIDE BRG. R BELOW H -3.2 WALL EXTENDS 4" PAST GRID 4 - HOLD <TY > <TY 1" CLR. TYP. NOTE: DRAG R H -3-.2 CONTINUOUS THRU #4 e' WELD , 3 "oc NOTE; TOP OF EMBED IS TOP OF WALL CO ROOF F.F. OR ROOF [PER PLAN] 4" ® FLOOR 0" ® ROOF 5? ® FLOOR 32" ® ROOF -" 39 CLR. P <TYP. 7 an e -1 BEAM (NOT SHOWN) 4" -� CLR. STEEL BEAM PER PLAN PC WALL PER ELEVATIONS u 5" v I E -3.2 0-F17.1 B -4.2 0 ROOF Ts V <TYP. ® FLOOR 0 ROOF SECTION 1" R w/ (2) -4 "0 BOLTS EA. BEAM ci a OF BM.' w EMBED & CONNECTION PER SECTION E -3.2 @ FLOOR & PER SECTION B -4.2 @ ROOF H -3.2 2" - 4 NOTE; PROVIDE H.S.S. 5x5x* BLOCKING & WHS SIM. TO SECTION H -3.1 ® 1st 2 BAYS NEXT TO PC FINS TYP. 2 " -12" C (E.S.) W a W .m Z Z W U ELEV. PER PLAN HOLD R TOP ROW OF STUDS 0 0 SECTION - W- SECTION PER PLAN w/ CONN. PER SECT. J -3.1 84x1'- 0 "x2' -3" w/ (8) -4 "0x0' -4i" W.H.S. ® 8 "GA. EA. WAY f NOTE; SHORTEN WHS AS REQ'D TO AVOID INTERFERENCE w/ ADJACENT EMBEDS ® PILASTERS, TYP. 3 SIDES\ EA. BEAM/ 5 d- 1' -6" E.S. CLR. C -3.2 " - 4 - STEEL BEAM E.S. PER PLAN An w/ t3) -4 "0 BOLTS 3" F.P. > < EMBED R TO R • 4 "x4 "x5" WIDE BRG. NOTCH AROUND E -W DRAG R & WELD TO p0TH DRAG R's w/ 4" FILLET WELD WALL REINF. & TIES PER ELEVATIONS SECTION 4 > " <TYP. 2 JOIST GIRDER PER PLAN OR W- SECTION WHERE OCCURS SECTION LH JOIST PER PLAN J -3.2 1" - 4 F.F. CONT. R w/ (3) -1 "0 BOLTS PC WALL PER ELEVATIONS F -3.2 " - 1' -0" 4 - VFY. w/ JOIST SUPPLIER 4 "CLR. C5x6.7 DECK SUPPORT TYP. W >N -MI INNS a JL E.S. PER JOIST MFR. ( 4 TOT.) 4x44 MIN. w/ 6 -4 "0 A325N BOLTS ©3 "oc ®R SECTION 1' -3" W27 -W30 BEAMS & 1' -0" WHERE W24 OCCURS ON EITHER (OR BOTH) SIDES WF BM. PER PLAN (COPE BOT. FLANGE FOR CONN. R WELD) 2" R (EA. SIDE 2 TOT.) w/(4) -4 "0 ERECTION BOLTS K -3.2 A" = 1' -0" 4 ADDITIONAL REINF. PER PLAN WHERE NOTED '6 "oc • - PC WALL PER PLAN & ELEVATIONS 2' -6" - #4 (0 12 "oc THRU WALL IN 2 "0 SLEEVES GROUT IN PLACE w/ NON- SHRINK GROUT PER PLAN == = I? SECTION EMBEDS & WELDED ANGLE EA. SIDE PER SECTION A -3.1 TYP. D -3.2 RECESS R E.S. " INTO PANEL TYP. E.S> 'NOTE: EXTEND DRAG TO FACE OF WALL " 5" " BM. 2" - 1' -0" 4 - R & REBAR PER SECTION G -3.2 (DRILL THRU R FOR REBAR) BRG. R BELOW i" 0x3" WHS ® 4 "oc MAX. (1" TO Q T. & B. STUD) NOTE; DRAG R CONTINUOUS THRU F.P. NOTE; DRAG R CONTINUOUS THRU F -3.2 -3.2 plan f -1 if" = 1' -0" 1 "x4" R EA. SIDE (2 PLACES) a W a i" 0x6" WHS 7 "oc MAX. (1" TO Q T. & B. STUD) #4 U TIES WELDED TO EMBED R's AD'S t;tR REID MIDDLETON, INC. REVIEWED COMPLIANCE CODE C APPROVED MAY 21 2010 City of Tukwila BUILDING DIUISIfl'$ W ° i 15 D -v J G 5 m ul ce a 10-01-09 date no. revision 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked FLOOR SECTIONS , 1 ri ECSV‘ Ca LANCE MUELLER & ASSOCIATES .23 f 0 SEGALE 2 STORY OFFICE BUILDING „ 44, CO3 4=, • #WW, 4c7.5,/ t 4 4 1;1 'f 1 9006634, *A s ARCHITECTS • Al A TUKWILA, WA. •,. AL , 130 LAKESIDE • SEATTLE, WA 98122 • 206 325 2553 t" • F.F. 0 PC FIN PER ELEVS. [71-3.3 CANTILEVERED SPANDREL FIN & GIRDER !� PER LAN 1 r 6" CLEAR ® NOTCH r -H i1 /—"I t1 \r�' GIRDER & WELD R & EMBED R's PER SECTION B -3.3 HLD. 12" 7 r CLR. I STEP SPANDREL a If CONN. PER TYPE 0 CONN. PER TYPE Q (SIMILAR) 2' -O" CORBEL 3— #4 ©® 3 "oc TOP — BOTTOM OF SPANDREL PER ARCH. (WINDOW HEAD ELEV.) J21 " a 6" • /72x1Ox2' -0" SIDE CORBEL #4 C ® 6 "oc 1 2' -6" " 3 "GA. & (2)— 2 #5 #6 cH�5 "GA. " CLR. 7" NOTE: BOTTOM OF MAIN CORBEL OCCURS 0 2ND FLOOR $4" (WY.) M ri r STEP SPANDREL AS REQUIRED CONDITION @ SPANDREL JOG (2ND FLOOR) SECTION A -3.3 r_on "K" —OUT RIGGER EA. SIDE PER PLAN. PLACE TO AVOID HOIST INTERFERENCE [PER PLAN] I--' FACE OF WALL PER ELEV. MFR. I- HOIST BEAM PER PLAN WF BEAM TYP> V H.S.S. 31x31-xi 6 EA. I l0 SIDE OF ELM SHAFT) FOR RAIL SUPPORT r (VFY. w/ MFR.) u L FACE OF STUD & H.S.S. " (VFY.) WELDED CONN. R SIM. TO SECTION E -5.4 s "x2" STIFF R EA. SIDE (ALIG w/ FACE OF H.S.S.) R s "x5" SQ. w/ i "O THRU BOLT CENTERED IN 2" VERT. SLOT EDGE ANGLE PER TYP. DETAILS SHEET S -1.2 2" CONN. R FOR RAIL BRACKETS. VERIFY SIZE & PLACEMENT w/ ELEVATOR MFR. 12" 3 SIDES COPE ONE SIDE TOP & BOTTOM DETAIL c -1 1a" DETAIL c -2 g "x4 " WIDE R w/ (2)- 2"O THREADED RODS • DRILLED & EPDXIED w/ HILTI HIT— RE -500SD ADHESIVE (EMBED 3?) (2 PLACES) ELEVATOR RAIL SUPPORT & HOIST BEAM DETAILS SECTION C -3.3 L: \2007files \07080 \SEGALE OFFICE BUILDING —S3.3 —FLOOR SECTIONS-1 6-07080.d wg, 04- 14 -10, 1 0:50am, nank, 16 H 1 FACE OF SPANDREL RETURN SPANDREL BEYOND STEPPED PC SPANDREL PER ELEVATIONS L - -_ PER PLAN FACE OF SPANDREL CANTILEVERED PC SPANDREL PER ELEVATIONS 4' -6" 2' -6" #4 I— DOWELS ® 18 "oc. ALT: #4 1-- DOWELS © 1 8"oc LAPPED 2' �" w/ #4x4' -0" ® 18 "oc !T I V • l� • I DETAILS PER SECTION A -3.1 •II• <EA. FLUTE g" R w/ 4 "4x5" WHS © 18 "oc & 6" FROM ENDS - STEPPED SPANDREL SOFFIT DETAILS PER SECTION E -4.2 84" (VFY.) DETAIL a -1 WINDOW PER ARCH. 5" TO q. TOP BAR NOTEz BAL. OF CONN. DETAILS PER SECTION E -3.2 8 SHORTEN TOP (3) BARS ® HOLD 3" POCKET CLR. HOLD 2" CLR. I L SECTION D -3.3 1" = 1 -0" 4 PER ,PLAN HOOK TOP BAR WALL POCKET & DETAILS PER SECT. L -3.1 GIRDER PER PLAN OUTSIDE FACE 1— #5 VERT. $4" 61" MIN. 0 SOLI PORTION, TYP. 2— #5 VERT. CAST RETURN INTEGRAL w/ PANEL, TYP. REINF. PER ELEVATIONS ADJACENT STEPPED SPANDREL STEP CHORD STL. PER ELEV. EMBED REINF.) N GTH w/ DETAIL a -2 PER PLAN PER PLAN • 2ND FLR. F.F. PROVIDE 3— #9 C�3 "oc HOLD P.C. FIN PER ELEVATION CANTILEVERED SPANDREL 1" MAX. CLR. 2' -0" EMBED PER SECTION C -2.1 PER PLAN FACE OF SPANDREL J�9 (VFY. 3" SPANDREL THICKNESS f 8" BRG. R SIM. TO SECTION C -3.1 w/ 2- #6x3'-0" ® 4 "GA. H. & 4— #5x2' -6" ® 9 "GA. V. EMBED PER SECTION C -3.1 EXCEPT PROVIDE 3— #9 f° PRIMARY STEEL 0 GIRDER BEARING R WELD R PER SECTION C -3.1 0 iD 3" CLR. NOTES BALANCE OF DETAILS PER SECTION C -3.1 7— #4 : 0 roc #4 ® 6 "oc BOT. OF CORBEL Ff= STEPPED SPANDREL BEYOND 2ND FLR. F.F. ar I SIDE CORBEL PER SECTION A -3.3 (BEYOND) 4 "x4 "x7" STABILIZER R i JOIST GIRDER PER PLAN EMBED PER SECTION C -3.1 #4V. EACH FACE ® 8 "oc IN MAIN CORBEL REINF. & HOOPS PER ELEV. CONDITION @ SPANDREL JOG (2ND FLR.) SECTION B -3.3 1,_o" APR ? 1 REID MIDDLETON, INC. b1OO4y REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIVISION 61" MIN. @ SOLID PORTION, TYP. @ ALL SPANDRELS < PER PLAN> BOARD FORM PER ARCH. TYP. ® SPANDRELS EMBED R 1 "x10" VIDE )$1 " w/ (4)- $"x42" WHS 0 7 "GA. E.A. A WAY SPACE 0 3' -6 "oc MAX. & 1' -0" FROM ENDS. TYP. U.N.O. TOP OF EMBED, TYP. P.C. SPANDREL PER ELEVS. A. I FELUTE Tg D MC6 " <TO L4x3 L6x31x.x2' -6" sPucE ANGLE (LLH) L5x3 LEDGER ANGLE ADJACENT EMBED E.S. P.C. FIN TYP. SPLICE DETAIL @ FINS 1 ' " DECK PROVIDE DECK CONTINUOUS OVER 1ST 3 BAYS TYP. (NO JOINTS) 6 "oc TYP. 4[PER PLAN] L 5x3xg (L.L.V.) ALL SPLICES TO BE CTR 'D ON EMBED R's TYP. (MAX. 21" GAP @ SPLICE TYP.) 2 - #4 CONT. (1T &1 B) TIED TO WHS, TYP DECK TO L4x3 EMBED PER SECT. B -3.1 0 I MC6x12 (FLAT UTS PER P -roc MAX. SPCG. CONT. 0 R MULTIPLE JOIST BAYS AS OWN PER PLAN. (COPE F ES AS REQ'D. TO AIN FULL 6" WEB -WIDTH OVER JOIST, TYP.) (2 BAYS MIN. @ CANOPIES) JIL L32x32x1 BRACE 0 MID -SPAN OF EA. SPANDREL PLACE WITHIN 6" OF JOIST PANEL POINT, TYP. (OMIT @ CANOPIES) SECTION SOFFIT FRAMING PER SECT. A -3.1 CONN. @ ROOF PER SECT. B -3.1 A -4.1 <PER PLAN> " = 1 -O" PER PLAN P.C. SPANDREL PER ELEVATIONS SPLICE L PER SECT. A -4.1 1" 5" •-k4 10 N [PER PLAN] _ EMBED & REINF. PER SECT. C -4.1 1" CLR. 5" 7" J SEAT .D <TYP. MC TO EA. CHORD L TYP. ROOF JOIST PER PLAN NOTE: STL. BM. OCCURS WHERE NOTED ON PLAN JOIST MFR. DESIGN FOR 1.5k VERT. LOAD 0 H.S.S. STRUT, TYP. R 8 "x4" EA. SIDE 16 II n HOLD 2" CLR. SPANDREL CONN. PER TYPE HQ OR P.C. FIN. PER ELEVATIONS L__J END R g "x8" 8 "x" SEAT R (SLOT & WEB) <YP. 1' -0" SECTION D -4.1 STL. BM. PER PLAN 1" - 1,_0" 4 - PROVIDE rs" BENT R BLKG. IN LIEU OF MC6x12 @ STEEP ROOF SLOPES AS REQ'D. VERIFY BRG. DEPTH w/ JOIST MFR. TYP. r ADD R. "x4' -0" w/2 x5" WHS 09GA.© Lk L LEDGER 0 BRG WALL PER SECT. B -4.1 r g. LEDGER 0 ON -BRG WALL PER SECT A -4.1 TYPICAL LEDGER SPLICE @ CORNERS <PER PLAN> P.C. SPANDREL ' -6" Al" 9„ Al " � 1 :.IN N \. �, II a) II LOCATE JOIST R WITHIN 12" OF EMBED R /, TY> <PER PLAN> �g3 ADD 2 - #4 EA. WAY EXTEND 1' -6" BEYOND STUD TYP. PER PLAN] (VFY.) NOTE: - JOIST MFR DESIGN JOIST FOR 4.0k AXIAL TENSION/ COMPRESSION APPLIED 0 BOTTOM OF JOIST SEAT. 4.0k SEE ARCH. DRWGS. 4.0k SPLICE R 0 PNL JTS. DTLS. PER DTL. b2 b1 &b2 DECK TO LEDGER @6 "oc TYP. L 6x3124- (L.L.H.) CONT. (SPLICE ONLY 0 EMBED 's TYP. JOIST PER PLAN g" EMBEDR@ EA. JOIST w /4- 4 0x44 W.H.S. @ 9" GA. EA. WAY EMBED PER SECT. B -3.1 P.C. SPANDREL PER ELEVS. SECTION 0 w ce 0 L6x4x8x1' -0" (L.L.V.) BRG. ANGLE H.S.S. 31x31x4 BRACE 0 MID-SPAN OF EA. SPANDREL, TYP. A O b V <YP (4-51 E.E. 0 F.S. TYP. 3" MIN. PNL. PT EA. END. i� 2- 4x11x16GA (BOXED), TYIP. 4 "x16GA TRACK, TYP. /ES 8 V TYP VERT. SOFFIT STUDS JOIST CONN. @ TOP OF SOFFIT STUDS. JOIST MFR. DESIGN FOR 1.5k VERT. LOAD 0 H.S.S. STRUT, TYP. H.S.S. 4x4x4 CROSS STRUT, TYP. $[PER PLAN] m EMBED PER SECT. C -3.2 CONN. R SIM. TO SECTION K -4.2 SOFFIT FRAMING PER SECT. A -3.1 B -4.1 & B -4.1A PER PLAN 1" 5" 2 3" f-.14” Via" TY <TYP. ANGLE SPLICE DTL. & EMBEDS PER SECT. B -4.1 (DTL. b -2 PLAN] N re-2" TOP R w /3- ;i "(x7" W.H.S. 0 8 "oc STAGGERED 0 4 "GA. R 2 "x5 "x1' -6" w /4- #5 F-® 3 "oc (STAGG E.S. & ROTATE END HOOKS TO AVOID INTERFERENCE SPANDREL CONN. PER TYPE HQ OR Q P.C. FIN. PER ELEVATIONS C42 16 -a. R HOLD 2" CLR. 1" •LR. /7-.7=1. __J SECTION E -4.1 OPTIONAL JOINT @ SLOPE TRANSITION OPTIONAL "x4" CONT. SHIM R FOR STEEP SLOPE CONDITION (CONTRACTOR VERIFY) 1" - ' -0" 4 SHIM R TO BEAM, TYP. ALTERNATE DETAIL @ STEEP ROOF SLOPE CONDITION DECK WELDING DETAILS < 4"oc TYP. MC6x12 BLKG., TYP. NOTE: PROVIDE C8x18.75 BLOCKING @ SKEWED BEAM (SECTION H -4.1A) TYP. 1 V 2 -16 STL. BM. PER PLAN L3x3x4 BRACE AT EA. JOIST v <E.E. ADD L2x3x1 VERT. AT PANEL T. K -JOIST PER PLAN 1 SECTION H -4.1 <. &B. - - 1' -0" 4 L: \2007files \07080 \SEGALE OFFICE BUILDING -S4.1 -ROOF SECTIONS- 16- 07080.dwg, 04- 14 -10, 10:50am, Hank, 16 (2 ROWS) 6 "oc ROOF DECK DRAG BM. PER PLAN 16 " = 1 * -0" <PER PLAN �= n CL 0 • 0 I3 r�r 0 1 W.F. BEAM PER PLAN JOINT IN CONT. L 5x31 AS REVD. @ R EMBED $. JOIST & EMBED 9" OP & OFL6x3 TYP OT CONT. L 6x32x4 8" EMBED R PER SECT. A -4.1 TYP. DETAIL @ P.C. PNL INTERIOR DTL. b1 (SECT. B -4.1) 3 "xg "x1' -2" SPLICE R, OPTION: CONT. L ACROSS JOINT & SPLICE AT INTERIOR PER DTL. ABOVE L 6x32x4 CONT. E.S. PER b1 4 " TYP. 0 <EA. SIDE OF 6" PNL. JOINT it PLACE g" EMBED R E.S. OF PNL. JOINT L6x32" TO FIN\ EMBED E.S. TYP./ 1 4 u \ PER 4 I6" b1 ADJACENT PC FIN, TYP. <PER PLAN> P.C. SPANDREL PER ELEVATIONS SPLICE L DTL. PER SECT. A -4.1 $ [PER PLAN] CONDITION @ SECTION B-4.1A DETAIL @ P.C. PNL JOINTS DTL. b2 (SECT. B -4.1) PER PLAN PER PLAN PER PLAN PER PLAN 1" 5" 2 P.C. SPANDREL 03 CO ckS N � [PER PLAN] 1" CONN. R w /2- 4 "0 BOLTS STL. BM. PER PLAN 1" END R SAME WIDTH AS FIN 2 "x3 "x6" BRG. . REINF. & HOOP TIES PER ELEVS HOLD 2" CLR. 1" CLR. CONN. PER TYPE HO OR p L__J • CONN. PER SECT. F -3.1 10 E.S. 4> 0 " SECTION CONN. PER TYP. DTLS. EMBED & CONN. R PER SECT. E -4.1 P.C. FIN PER ELEVS. F -4.1 e NOTE: SEE SECTION J -4.1 FOR DECK WELDING DETAILS E.E.\ TYP./ 0 6 "oc (2 ROWS)% K JOIST PER PLAN L3x3x4 PER PLAN COPE & BEND LEGS. LOCATE AT NEAREST JOIST TOP PANEL POINT. SECTION J -4.1 i" = 1' -0" <6 "oc E.S. TYP. STL. BM. PER PLAN L3x3x4 BRACES WHERE NOTED (SEE A. PLAN) SECTION NOTE; CENTER BRACES WITHIN 6" OF JOIST PNL. PT. & CTR. TOP ANGLE ON DECK VALLEY, TYP. K -4.1 3" - 1 -0" 4 - 2" _ 1' -0» 4 - 4" MIN. i" SP. MAX., TYP. 10" E.S. EXTEND MC6 WEB AS SHOWN „ PER PLAN z3" MAX. 5" CLR. 5" 7" SE a g "x 8 "x10" KNIFE R NOTE; WELD IN PLACE AFTER FULL FLOOR DEAD LOAD IS IN PLACE S "x1' -2" TOP R w/ 2 ROWS (3)- s "ox7" W.H.S. (6 TOTAL) 5 "oc 0 4 "GA. gs "R w/ 3- #6 1- @ 3 "oc (STAGGER E.S. & ROTATE END HOOKS TO AVOID INTERFERENCE) SPANDREL CONN. PER TYPE HQ OR Q P.C. FIN. PER ELEVATIONS COPED CONT. MC6x12 STRUT SIM. TO SECT. A -4.1 DETAILS (SEE PLAN) STL. BM. PER PLAN JOIST PER PLAN STEEL BEAM PER PLAN SECTION L -4.1 i" = 1' -0" I" DRAG. R SLOT TI-IRU WEB) w/ 2- f"(6 ERECTION BOLTS 0 3"GA. "<TYP. COPE FLANGES & RUN WEB CONT. ACROSS EA. JOIST & BM., TYP. L__J PER ARCH. SECTION 8" BRG. R w/ 2- #7 i @ 4 "GA. & 2- #5V.x2' -0 @ 9 "GA. GIRDER PER PLAN STABILIZER R & EMBED PER SECTION C -3.1 C -4.1 DECK TO MC6 1" -O" 4 - 6 "oc MC6x12 BLKG. OR BENT R BLKG. BETWEEN JOISTS PER SECT. H -4.1 NOTE; BLOCKING REQ'D WITHIN 37' -0" OF PC SPANDRELS, TYP. NN $[PER PLAN] 1 16 h. MC6 TO GIRDER V2016 JOIST GIRDER /W- SECTION PER PLAN TYPICAL BLOCKING DETAIL STEEL DECK PER ROOF PLAN JOIST EA. SIDE PER ROOF PLAN JOIST GIRDER OR W- SECTION WHERE OCCURS PER PLAN NOTE: COPE TOP AND /OR BOT. FLANGE SECTION II NN JOIST MFR. DESIGN JOIST FOR 4k AXIAL TENSION /COMPRESSION APPLIED 0 BOTTOM OF JOIST SEAT PROVIDE JOIST SEAT THICKNESS AS REQ'D. FOR COMPATIBILITY w/ SPECIFIED WELD SIZE. G -4.1 1" - 4 KNIFE R TO J.G. TOP FLANGE " 16 DETAIL m1 boo4 $ [PER PLAN] KNIFE R s "x4 "x1' -4" TYP. STL. BM. PER PLAN STL. BM. PER PLAN 8" CONN. R w/ g "o A325N BOLTS I BUILDING I1�� ►I�I(1m w/ (2) BOLTS AT W12- Y4-- (3) BOLTS AT W16 & W18 & (4) BOLTS AT W21 E -ill II APR2 I LJ i t l i t REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 1 2010 City of Tukwila SECTION M -4.1 3" - - 1, -0" 4 W°I z9: N O �_ >= Wm CCa a CO cn revision O C 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked 0) I (1) r .�.o o � r TUKWILA, WA. ASSOCIATES MUELLER M tl') _if) N APR 1 4 2010 u) CO N a N a) 0 I- I LAKESIDE M sheet S4.1 �s" COLUMN CAP R MC6 PER G -4.1 WHERE REQ'D. $ [PER PLAN] 3" ?BEAM & COL. to- BRG. SEAT DETAILS PER SECTION A -3.2 GIRDER PER PLAN CANTILEVERED SPANDREL BEYOND 0 <PER PLAN> STIFF. R TO GIRDER> EA. SIDE I Li .1. </TO BEAM, COL. & GIRDER R 8 "x51 "x2' -0" CENTERED ON GRID (PLACE BEFORE SETTING ADJAC. JOISTS WHERE APPLICABLE) I W- SECTION PER PLAN w/ CONN. PER SECT. J -3.1 H.S.S. COLUMN PER PLAN [PER PLAN] a NCO PER LAN ELEV. POINT MC7x19.1 TAPER' TO MATCH ROOF SLOPE WY. z • CONDITION @ A -4.2A (SLOPE TRANSITION) SECTION A -4.2 & A -4.2A y FIN & GIRDER PER ,PLAN DTL. STEP SPANDREL e1 E.S> .s V $i "Rw /2- 4 "0 » ERECTION BOLTS ©3 GA. 8" EA. FLUTE [PER PLAN] 11-SE DTL a -2 SECT. A -3.3 GIRDER WELD R & EMBED R's PER SECTION C -4.1 2 / "x$" STIFF. R E.S. 52 "DRAGR N 4 V . STL. BEAM PER PLAN. COPE BOT. FLANGE 83» (WY.) 4" = 1' -O" FACE OF SPANDREL /STIFF. R TO \DRAG R E.S. CONN. PER TYPE® CONN. PER TYPE® (SIMILAR) sV 2' -0" CORBEL PER ARCH R" 9" SQ. w/ 2- "0x41" WHS ®42 " GA. © . V RETURN SPANDREL BEYOND STEPPED P.C. SPANDREL PER ELEVS. 0 z 0.5. FACE OF FIN (FLUSH w/ INSIDE FACE OF SPANDREL) --�-I 0 a STEEL BEAM PER PLAN EXTEND THRU POCKET IN SPANDREL PLAN [PER PLAN] \ VIEW 2" CLEAR TO BOTTOM OF POCKET • • 4 "x5 "x1' -10" STIFF. R w� - #5x2' -4" 4 oc (STAGGERED E.S.) 61" MIN. SOLID PORTION OF SPANDREL, TYP. STEP SPANDREL AS REQ'D. SIDE CORBEL PER SECTION A -3.3 P.C. FIN PER ELEV. RETURN FACE OF SPANDREL CANTILEVERED SPANDREL PER ELEVS. PER PLAN 83,, (\FY.) EA. FLUTE DTLS. PER SECTION A -4.1 g5 "0 TITEN HD SCREW ANCHOR OR HILT! RE -500SD EPDXY SPANDREL BEYOND ANCHORS ® 24 "oc (EMBED 4 ") CONDITION © ROOF SPANDREL JOG SECTION E -4.2 P.C. SPANDREL PER ELEVATIONS NOTCH FIN FOR SPANDREL (SEE ELEVATIONS) FIN END REINF. & TIES PER ELEVATIONS NOTE: NO BOARD FORM ADJACENT TO FIN CONN. PER TYPE J1 SECTION PC FIN PER PLAN J -4.2 " - 1' -0" 4 - » - V-0" 4 - 6V 10" W DE POCKET THRU SPANDREL 84» (VFY.) 6 "x18GA. ® 16 "oc SOFFIT BTWN. PANELS w/ 18GA. TRACK EACH END WELD R i "x4 "x0' -9" 4 "x10" END R COPE VERT. L6x3t LEG BEAM FOR WEL CONT. L6x31 PER SECTION K -4.2 • • 16 END R TO STIFF. R PC FIN PER PLAN #4 TIES ® 4 "oc WELDED TO STIFF. R /#4 TIE 16 V TO R TYP, PROVIDE EMBED PER SECTION B -4.1 NEXT TO POCKET PLAN VIEW L: \2007fles \07080 \SEGALE OFFICE BUILDING -S4.2 -ROOF SECTIONS- 16- 07080.d wg, 04- 14 -10, 10 :50am, mink, 16 WALL EXTENDS " PAST GRID NOTE: BAL. OF DTLS. PER SECT. E -3.2 84" ( \) 3 SIDE> w ,[PER PLAN] tI STL. BM. PER PLAN 1, -O" " CLR. S MN r F? ONE SIDE w/ "0 BOLTS WELD AS SHOWN PRIOR TO PLACING FULL DEAD LOAD ON BEAM TAPER .© 1:1 SLOPE T &B BRG. R 4x5ix7" FACE OF SPANDREL 16 R s "x712 "x2'-- 6" w/ (STAGGER E.S.) ® 4 "oc -NOTE; SLOPE REBAR TO MATCH ROOF SLOPE © HIGH END OF WALL. HOLD LEVEL © LOW END OF WALL, TYP. • SECTION MC6x12 STRUTS PER PLAN & SECTION A -4.1 (COPE FLANGES © SPANDREL) DTL. el CONT. R w/ 3 "0x5" WHS ®8 "oc0 STEPPED SPANDREL irNOTE; LOCATE ANCHORS TO AVOID REBAR TYP. 0 CE W IL <PER PLAN> WINDOW PER ARCH. ANGLE TO R> [PE PLAN] PER ARCH 8i" (WY.) "3 "x7" CONT. w/ �• xO' -8" W.H.S. ® 18 "oc & 8" FROM EA, END (STAGGER ® 32 "GA.)- STL. ROOF DECK PER PLAN - $[PER PLAN] + - #4 I ®8 "oc WELDED TO END R R E.S. (DRAG R IS CONTINUOUS THRU) P.C. WALL B -4.2 " - 1' -0" 4 /DECK L..12 ROWS TO R ► ®6 "oc I <6 "oc TYP. (2)- #5 HORIZ. CONT. AT TOP OF WALL PC WALL PER PLAN & ELEVATIONS I I r r - MC6x12 STRUT PER PLAN © 6' -0 "oc MAX. SPACING & 3' -0" MAX. FROM ENDS COPE LEG & WELD TO RECESS $5"x4" R E.S. PER SECTION F -3.2 r R w 4 "0 BOLTS N [PER PLAN] i" RECESS 14) � Q. BM. " CLR. /--1" 0,NT. R w/ (2)- " 0 BOL S STL. BM. E.S. PER PLAN a M F.P> 0 0 0 0 0 0 3 SIDES EA. BM./ s 4" BRG. R PER SECTION F -3.2 SECTION [PER PLAN] * V \/EXTEND MIN. 11" OVER WALL TOP R TYP. EMBED & FRAMING PER SECTION A -4.1 SECTION F -4.2 L6x33x 5 (LLH) CONT. (NO SPLICE) 6 "oc DECK TO ANGLE a .-IN " R w 2 i "0 ERECTION BOLTS EMBED PER SECTION B -4.1 BOARD FORM PER ARCH. P.C. SPANDREL PER ELEVATIONS SECTION NOTE; PROVIDE CORNER SPLICE & EMBEDS `PER SECTION B -4.1, TYP. K -4.2 » - V-0" 4 - 'p 1p-On 4 - JOIST PER PLAN TIE R TO\ [PER PLAN] GIRDER / MC6x12 BLOCKING, TYP. JOIST TO R, TYP. rx4" R EA. SIDE R SECTION F -3.2 NOTE; BAL. OF DTLS. PER SECT. F -3.2 P.C. WALL PER ELEVS. C -4.2 " - r-0" 4 - I 1 >2 " -12" 4 "oc #5 CONT. K -JOIST PER PLAN CONT. CHORD STEEL PER ELEVATIONS SECTION NOTE; BAL. OF DTLS. PER SECT. F -3.2 3 SIDE> [ PER PLAN] IC� $[PER PLAN] a" ONT. R (FULL WIDTH) w/ "0x8" WHS ® 18 "oc & 8 FROM ENDS (STAGGER CD 6 "GA.) PC WALL PER PLAN G -4.2 PER LAN TIE F?. "x BETWEEN ANGLES CI tI "x1' -6" DER CHORD NTERED ON JOINT " - 1' -0" 4 ELEV PT. (GRID) [PER PLAN] 2 -TOP OF GIRDER ® GRID 0 1 4" BRG. R r GIRDER PER PLAN H.S.S. COLUMN PER PLAN SECTION WF BEAM PER PLAN CONNECTION PER SECTION J -3.1 L -4.2 16 C -4.2 10 "�� CLR. 1» III 5 > $" R PER SECT. G -4.2 DRILL THRU R FOR REBAR, TYP. 3" E.E. cJ F.P. I" COT. R ONE SIDE w /2- "4 "0 BOLTS WELD AS SHOWN PRIOR TO PLACING FULL DEAD LOAD ON BM. 5 "x4" R E.A. SIDE DRAG R IS CONT. THRU) BRG. R PER SECT. B -4.2 ce N - Ila'- II N a NOTE; SLOPE REBAR TO MATCH ROOF SLOPE ® HIGH END OF WALL. HOLD LEVEL LOW END OF WALL, TYP. I I - #4 TIES L_l © 8 "oc WELDED TO EMBED R's w/ 1" FILET WELD ALL AROUND, 1YP. R $5 "x2' -8" DEEP w7- #7x6' -9" 4'oc (STAGGERED EA.) tP.C. WALL PER ELEVS. SECTION D -4.2 KNIFE R & WELDS PER SECTION M -4.1 H.S.S. 2 x21x��3gg DECK SU PORT-, " - 1 * -O" 4 >3" <EA. SIDE a NN L 3 "x1' -O" BRG. R 'ELDED TO CHANNEL 1-1.-"0 HOLE CAD FOR CHORD REBAR $[PER PLAN] 5" `- GIRDER PER PLAN EA. SIDE- CONT. CHORD STEEL PER ELEVATIONS PC WALL PER ELEV. = = x4" STIFF. R © . 2" MC10x33.6x1' -4" w/ (4)1; #6H.x3' -0" (2EA. SIDE) E.S. 3 GA. & (4)- #6V.x2 - » ®5 "GA. EA. W SECTION x4x7 STABILIZER R R 2 "x6 "x 10" w/ (2)- g "ox6" WHS 6 "GA. H -4.2 r-� r•■ 1-1 r- =I a N 1" 2 2" - 1' -0» 4 - V 2 <EA BEAM COPED SEAT PER SECT. K -3.1 CLR. JOIST PER PLAN (W -SECT. OCCURS WHERE NOTED) JOIST GIRDER PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVE MAY 21 2010 City of Tukwila BUILDING DIvisInN S -WF PER PLAN W -SECT PER PLAN w/ COPED SEAT CONN. PER SECTION K -3.1 Eli REID MvIIDDLETON, INC. SECTION M -4.2 �o � N m a [tea M m U, w a. V) to L C 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked 10 -01 -09 date V) z o_ fr U w U- O APR 1 4 2010 0 MUELLER W v z -J to N N M co O N sheet S4.2 Co 1 2ND FLOOR/ 0' -Q" 2- #5 END STEEL NOTE; HOOK ALL #5 BARS AROUND VERT. END STEEL EMBED PER ELEV. & SHEET S5.3 NOTE: RECESS ALL TYPO CONNS. ABOVE ROOF 4" INTO PANEL, TYP NR PER 1 B - #6 HORIZ. (1 E.F. . w S fX 2- a #5a VERT. (1 E F.) -•- DETAIL A REINF, PER 2 B 5.1 TYPE "Al' FIN SIMILAR TYPE "Al' FIN SIMILAR SEE_PLAN & ROOF DTLS. FOR CONNECTION, TYP DETAIL A -5.1 0 C #5 ®12 "oc 4- #6 HORIZ. (2 E.F.) E.W. © . A co 1 REINF. PER <PER PLAN> [ROOF 2 TYPE "A' FIN, TYP. U.N.O. (SEE SHEET S5.2) PANEL 38 ADJACENT A 0 #6 HORIZ. (1 E.F.) =- O REINF. PER 2 B r 4- #6 HORIZ. (2 E.F.) #5 ® 12 "oc E.W. 2- #5 HORIZ. (1 E.F.) i rr REINF. PER 2 B •- REINF. PER 2 B U— NOTE; PROVIDE EMBEDS ° a PER APPLICABLE DETAILS -1 TYP. ® ALL PANELS -•— REINF. —•- --� F REINF. I I Tr - 4- 0 -- -_-1.1 Fns 2__C___ PER PER 2 C ®I O _I 1 © REINF. PER PER 0 B PER 2 I j PER I 1 �T� —2=-15 HORIZ: (1 E.F.) Tl— 07080 job no. I- M. NAZARENUS checked r i r DIAGONAL SILL PANEL PER PLAN #4 ® 12 "oc EA.WAY A = ROOF SP. B = 2ND FL. SP. C = SILL t = 8" MAX. & 61" MIN. TYP. U.N.O. A TYPICAL ri2h1 B DESIGNATION C ELEVATION @ GRID <A) 1 MITER TYP. *" = 1' -0" A 3 B C PER ARCH. REINF. PER 2 PER 2 4 B C D REINF. PER 2 B it PANEL 5 C REINF. PER REINF. C REINF. REINF. REINF. PER - 4- 0 -- -_-1.1 2 2__C___ PER PER C —IT PER _I 1 © REINF. _ --at— © REINF. 0 PER ARCH. PANEL 4 C A 4 B D 2ND FLOOR® PANEL 0' -0" 39 REINF. PER 1 B REINF. PER 2 B REINF. PER B ADJACENT it REINF. PER 1 B it RETURN PANEL (REINF. PER REINF. PER 40 2 2 B REINF. PER C-7 CAST RETURN. INTEGRAL w/ PANEL, TYP. (SEE SECTION A -3.3 & E -4.2)-. ADJACENT STEPPED PANEL REINF. PER 2 C REINF. PER 2 C DIAGONAL SILL PANEL PER PLAN A 10 B C ELEVATION © GRID 12 <PER PLAN> *" = 1' -O" A 11 B C R.O. PER ARCH. r REINF. PER RETURN PANEL (REIN F. 41 R[ C) 1 B -ir f REINF. PER REINF. C REINF. REINF. -.- - 4- 2 OA —Lot- A r1.261 B C C6D 1 DIAGONAL SILL PANEL PER PLAN PANEL 42 REINF. PER 2 ADJACENT C 2ND FLOOR/ -----U ■ PANEL DTL. TYPE "B" FIN (SEE SHEET S -5.2)- 2ND FLOOR/ L1 REINF. PER 1 TYPE "Al" FIN B REINF. PER 2 TYPE "Al" FIN B REINF. PER 1 B if w REINF. PER 42 C REINF. PER 2 B PANEL A 5 B D REIN F. PER B 2 it REINF. PER 2 B REINF, PER 2 B 1r REINF. PER 2 B -REIN PER 2 B •.i.• R €1NF. PER 1 B t it REINF. PER 2 B REINF. PER 9 C REINF. PER 1 B PANEL 39 ADJACENT ir F -het REINF. REINF. REINF. REINF. PER -.- — O fir OA —Lot- O _�� — PER PER C CST- PER _I 1 © REINF. _ --at— © REINF. 0 PER 1 B PER 2 C PER 1 _ B © '-- 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked r i r REINF. PER REINF. PER 1 B A 6 B C 1 B REINF. PER 2 REINF. PER A 7 B C I'I B co REINF. PER 15 CO 2- #5 HORIZ. (1 E.F. #5 ® 12 "oc E.W. �J ©I 5 ®q. 'I `T 4 2 B 2- #5 HORIZ. (1 E.F.) STOP AT NOTCH 4 #6 HORIZ. (2 E.F.) FULL LENGTH ♦-- -•— —g2 REINF. REINF. -1 REINF. PER 2 C PER 2 C PER 2 C ) it O REINF. _I 1 © REINF. _ --at— © REINF. 0 PER DIAGONAL SILL PANEL PER PLAN [ROOF] 0 /TYPE "B" FIN (SEE SHEET S -5.2) t REINF. REINF. I I �f I\ PER ID © — I -.- — — C - - 2 C O REINF. _I 1 © REINF. _ --at— © REINF. 0 PER 1 B PER I 2 B 0 PER 1 0 _ B © '-- 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked r i r REINF. PER 2 C A r111B C A " 17 B ELEVATION @ GRID COD = 1' -0" L: \2007files \07080 \SEGALE OFFICE BUILDING-S5.1 - PANELS-96-07080.d wg, 04- 14 -10, 10:50am, nank, 96 REINF. PER A 18 B C c> REINF. PER 2 A [111 B C A 14 B C ELEVATION @ GRID <PER PLAN> [ROOF] i" = 1, -O" A 1 C A 8 OSINi. TYPE "B" FIN (SEE SHEET S -5.2) REINF. & DETAILS PER SECTION A -3.3 (FLR.) SECTION E -4.2 (ROOF) & TL. C -5.2, TYP. SIM. REINF. PER 2 1 RETURN SILL 14A 411E3 0 SIM. TYPE "B" FIN (SEE SHEET S -5.2)] 2ND FLOOR/ 0' -0" 14119161D RETURN SILL -�i REINF. PER 15 REINF. PER 2 B REINF. PER 1 B SIM. REINF. PER 15 B REINF. PER 2 B a it REINF. PER 1 B ir REINF. REINF. REINF. �f I\ PER 2 s C PER 2 C PER 2 C T —T 1 A 1111191B C A 20 B C ELEVATION © GRID KF) = 1' -0" n� D10- o1*i DIAGONAL SILL PANEL PER PLAN REINF. PER PANEL 43 REINF. PER 2 D DIAGONAL SILL PANEL PER PLAN EVMRHE APP, 2 REID MIDDLETON, INC. REVIEWED FOR c CODECOMPLIANCE APPRovFf MAY 21 2ti�i City of Tukwila BUILDING DRAWN W° � I N +�. v Z$ Ul W IY m V) t a C O L 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked a) 0 m '7.46 ° -O !IHHIIIE y revision Ia ;iiiiiui 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked 1� TYP JL4x4x14 "x0' -6" w/ 2- #5x2' -0" © 4 "oc TYPICAL 4 "x5 "x i" WELD R TYPE (A) CONN. f-f Q. FIN. & JOINT i " CLR. MAX. 3" R 1" 6 "x2' -0" w/ 4- 1"0x4" W.H.S. CAD 7 "oc TYPE M -� RSYM \ R 4 "x0' -8" w/ 2- $ 0x4" W.H.S's 4 GA. 0R P.C. SPANDREL PER ELEV. in RANDOM FIBER REINF. ELASTOMETRIC BRG. PAD (COVER ENTIRE BRG. SURFACE AS SHOWN) TYP. EMBED R PER FLOOR SECTIONS P.C. FIN PER ELEVATIONS 2' -6+ .— #4CC�3 "ocTYP. A __ 4 L3x3x1x1' -0" WELD ANGLE EDGE BARS PER P.C. PNL. ELEVS. cc R 41 "x0 0x4" 8" w/ 2- 0x4 W.H.S's ® 441 GA. ® 1 4 L21x2 x1xO' -5" WELD NGLE TYPE (B) TYPE (B) L7x4x1 (LLH) w/ 2- f6 H.x3' -6" C� 3 GA. Sc 2- #5V.x2' -6 3 "GA. NOTE: TYPE CONN. PROVIDE 1- #6H.x -6" WELDED TO VERT. LEG w /6" FILLET, TYP. a" CLR. TYPE (F)&KJCONN. 'NOTE; 0 TYPE J1 CONN. PROVIDE (2)- #6Vx2'- ® 8 "GA. IN LIEU OF AVERTS. SHOWN IN TYPE G CONN. NOTE; BA OF DTLS. PER TYPE O CONNECTION 6- #4x5' -6" (3 EA. FACE) CTR'D. ON FIN P.C. FIN PER ELEVATIONS 0 TYPE (J)& t_ 'NOTE; OMIT HORIZ. BARS ® TYPE J1 CONN. PER TYPE CONN. EXCEPT USE 4- H.x2' -0" (2 EA. SIDE) HORIZ. STEEL EMBED PER TYPE ®CONN. 0 4" CLR. EA. SIDE CONN. R REBAR TYPE p ■ REC SS ALL TYPE ROC? cONNS. ABOVE ROOF INTO PANEL, TYP. & CONN. O.S. FACE N, P.C. FIN. • t� 1i" i LC 0 P.C. SPANDREL PER ELEV. DETAIL f —f C 5 »<TYP. 1" BRG. PAD OUTSIDE FACE 1 c� .c1= i '1 • PC FIN 1 4 BENT R 1x5x5x0' -5" WELD ANGLE (3) $ "4 x 41" W.H.S. i" CLR. 6" MAX. R 2 "x "x1' -2" w/ (6)- 1 "4x6" WHS 51 "oc EA. WAY FACE OF SPANDREL— PC FIN I I A 41 L6x4 DTL. L6x4x2x1' -2" w/ (3)- 15x2' -6" ® 5 "oc & (3)- $ "4x42" WHS ® 5 "oc OUTSIDE FACE R #5I CPC SPANDREL „ V„ g x4 x8 " WELD R 0 .1c z TYPE (C) CONN. CANTILEVERED P.C. SPANDREL PER ELEV. 8- #4x5' -6" (4 EA. FACE) CTR'D. ON FIN 1" RANDOM FIBER REINF. ELASTOMETRIC BRG. PAD EMBED R PER FLOOR SECTIONS P.C. FIN PER ELEVATIONS EMBED PER TYPE OCONN. NOTE; BLOCK OUT AS REQ'D FOR R (4" MAX. CLEAR EA. SIDE) • M L4x4x16x9" w/1 2) J #5x2 -6 ® 52 GA. WELD R6 "x2 "x51" EA. SIDE- -PC SPANDREL .11V WELD R g "x7 "x 111" IN PANEL JOINT TYPE (K) CONN. 6V C15xs40x1' -6" w/ 2- " STIFF R's ® 8"GA. w 2 - #6I L@ EA. (PER PLAN) DEPTH VARIES g W d L: \2007files \07080 \SEGALE OFFICE BUILDING -S5.3 -PANEL CONNECTION- 16- 07080.dwg, 04- 14 -10, 10:50am, nank, 16 TYP> " • ' 4 • • ,p • 10" 8 "x1" BUILT UP R's w/ (4) #6x4' -O" 4 "x1 "x1' -2" R EACH SIDE OF PANEL 1" BRG. R w/ 4- g6Hx3' -6" (2 EACH DIR.) CAD 3' GA. & 3- #6V.x2' -6" ® 5 "oc i" CLR. EA. SIDE TYPE (G) CONN. /PANEL TN /CKNESS PAINT ALL STEEL w/ 3 COATS OF ASPHALTIC PAINT AND ADD 3" CONCRETE COVER AFTER WELD INSPECTION 4 _ 4 / �C • a � n / `p. • 4 / Q III— III —III- III=1II III= TYPE (Q) CONN. OUTSIDE FACE R REBAR 4 O.S. FACE CD P.0 FIN. si) EDGE OF R r Q ' I 114" I LC 0 03 DETAIL g * "x2 "x4" WELD R . 4 "x6" SQ. w/ (2)- "4x4" WHS ®4 "GA. TYPE .c0) OUTSIDE FACE • L5x5xg1,x6" w/ (2)- #5x2'-0" CAA 4 "GA. 4" SQ.x +" WELD R TYPE (L) TYPE (L)& CONN. L5x5x 5x9" w/ (2)- (2) -5 "4x22„ WHS ® 6�'GA. _ i" CLR. 41 11 .[- MAX. 4" • L6x4x x9" w/ (2)- 5x2' -6" & (2)- "4x42" WHS ® 52 "GA. OUTSIDE FACE s PC FIN 16 "x4 "x51" WELD R CANTILEVERED P.C. SPANDREL PER ELEV. -R #5 . CPC SPANDREL • " }v TYPE (D)CONN. OUTSIDE FACE- R FIN. & JOINT 1" RANDOM FIBER REINF. ELASTOMETRIC BRG. PAD P.C. FIN PER ELEVATIONS ii 31„ I • c c P.C. SPANDREL PER ELEV. 2' -6" — #4 C ® 3 "oc TYP. EMBED PER TYPE® CONNECTION EA. SIDE 1 2' " —6" BRG. R w/ 3- #6 —1 c 4- #6Vx2' -6" ® 31 "GA. 4" CLR. 1 • 03 ft• • •ft ft II II •r, „ R 1"x "SQiw/ (4)- "4x4 " WHS ® 52 "GA. EA. WAY 6 "x22 "x51" WELD R, TYP L6x4x4x9" w/ ((2)- 5x2' -0" & 2)- "4x5" WHS ® 51-"GA. 3" PC SPANDREL- \-PC FIN TYPE (E)8 CONN. O.S. FACE P.C. SPANDREL PER ELEV. HOLD 11" CLR. P.C. FIN. TYPE (H) CONN. 2' -6" #4 C ® 3 "oc TYP. TY 31" GA. WELD SPLICER TO END R DETAIL h —h END R "x5 "x10" (LONG DIM. HORIZ.) OUTSIDE FACE PC FIN THREADED DOWEL BAR SPLICER. (DAYTON- SUPERIOR D -102 OR EQUIV.) MATCH THREADED ROD DIAMETER & WELD TO END R PC SPANDREL ELASTOMERIC BRG. PAD 1 "x7" SQ. R WASHER FINISH PER ARCH. (GALV. AS REQ'D) 4"0 BLOCKOUT FOR ANCOR ROD i "4 THREADED ANCHOR ROD TYPE `N) CONN. AI' . -�-� REID MIDDLETON, INC. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 Ci otTukwila BUILDING DIVISION .1 • - I I m -f- p 73 PI I ri .; - . revision 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked 10 -01 -09 date BUILDING PANEL CONNECTIONS APR 'I 4.20'0 W IF- a a O Cd LANCE MUELLER M N N N M N sheet S5.3 (NOTE: BALANCE PER SECTION B -5.4) 66) MITER 2- #5 V. (1 E.F.) EA. SIDE K -4.2 TYP. IEE PLAN) TYPE "Al" FIN (MAIN BUILDING) 0' -0" 0' -0" REIN F. PER 2 C J -4.2 #6x8' -0" (2 E.F.) 71) - t = 61" MIN. (8i" MAX.) TYP. -0-- --0- REIN F. PER 30 BLKG. & TOP R PER SECTION G -4.2 SIMILAR COND. CONN. PER SECT. M -4.2 @ SMALLER BEAMS P.C. WALL PER ELEVS. CLEARANCE z 0 CONN. PER SECT. J -3.1 TYP. MECH. UNIT \ MITER TYP. TYPE "Al" FIN (MAIN BUILDING) TT -0- REIN F. PER 30 rd13111 MITER TYP. TYPE "C" FIN IIw *•- K -4.2 TYP. �EE PLAN) _ J REINF. O PER 30 ELEVATIONS @ WEST CANOPY TYP> s " END R i" STIFF. R E.S. (MATCH FLANGE WIDTH) s TIFF. R EA. SIDE w/ *" FILLET WELD ALL AROUND [PER PLAN] CONN. SIM. TO/ SECT. B-4.1A 0 0 0 CONN. OF UNIT TO CURB PER MFR. TYP. #4 @ 8 "oc MAX. H. NOTE; VFY. DTLS. @ TOP w/ MECHANICAL \UNIT MFR. PER ARCH. (6' -0" MAX.) #4 @ 12 "oc V. WELDED TO TOP OF W.F. BEAM AT DECK VALLEY TYP. 4" SLAB w/ #4 @ 12 "oc EA. WAY II • II• • • - 0 S SECTION A -5.4 " = 1' -o" PER ARCH. PNEUTEK -K66 FASTENER EA. FLUTE DECK PER SECTION DT-57-N; -� 3" (VFY.) BM. 1" R CONN. & WELDS PER SECTION M -4.2 (EXTEND FULL LENGTH OF CONC. CURB AS SHOWN) TYP. <F.P. W8x21 FRAME EA. END OF PENTHOUSE TUD WALL PER SECT. D -5.4-\ CONC. CURB PER SECT. G -5.4 (VFY w/ MECH. ENGR.) I PROVIDE g "x1' -0" R w /2- "0 x7" WHS @ 8 "GA. @ 10' -0' oc MAX. SPCG. FOR CURB /UNIT ATTACHMENT (VFY w /MFR.) BLKG. PER SECTION H -4.1 op- V TYP. n • CONN. PER ECTION M -4.2 (U.N.O.) @ GRID 3Q & 0 BEAMS & SECTIGONN J- .1 © BALANCE, TYP. NOTE; FRAME OPENINGS PER TYP. ROOF OPENING SUPPORT DETAILS, SHEET S1.0 TYP. 0 I STEEL BEAM PER PLAN CONNECTION PER SECTION B -4.2 & H -3.2 TOP OF PENTHOUSE ROOF 3" (VFY.) M. 1" S IFF. R L 16 EQ. s',' B 4)- ERw/ "0 BOLTS I--1 r-1 r' STEEL BEAM PER PLAN 2" 1 DTL. e -1 PER PLAN R EA. SIDE PER DTL. e -1 (PERP. BEAM NOT SHOWN) ADJACENT SLAB COPE ONE SIDE i" STIFF. R w/ 4 0 BOLTS (EA. END) a" STIFF. R DTL. e -1 SECTION E -5.4 CONN. PER SECT. J -3.1 L• \2007files \07080 \SEGALE OFFICE BUILDING -S5.4- CANOPY PANELS- 96- 07080.dwg, 04- 14 -10, 10:51am, nank, 96 6" FACE OF SPANDREL PER PLAN L__J 10" EXTENSION 3 TYPE "C" FIN 39,_9„ MITER TYP. 16 MITER TYP. TYPE "Al " FIN (MAIN BUILDING) 0' -0" 0'-0" K -4.2 TYP. FEE PLAN) J -4.2 REINF. PER 30 J -4.2 REIN F. PER 30 VFY. H.S.S. 6x2x* T. & B. CAP R x8 "x0' -6" R w/ '0 THRU BOLT H.S.S. 5x5x4 PER PLAN --) 33' -6" "x6" SQUARE BRG. . 5 "0 SCHEDULE 40 STD. PIPE BASE, TYP.- I [PER PLAN] 0 [PER PLAN] s NN E -4.2 r FACE OF CONCRETE 1 -11 MAX. SLOPE 0 0 16 V 1" BASER TYP. JOIST MFR. TO VFY. CONNECT TO JOIST) JOIST MFR. TO DESIGN FOR A 1600# VERT. & 200# LAT. LOAD FOR WIND NOTE: WF BEAM OCCURS WHERE NOTED ON PLAN NOTE: - BALANCE OF DTLS SIM. TO SECT. C -4.1 WELD R's PER SECTION A -4.2 _I I II II, II II II NOTE: - REINF. CORBEL EXTENSION R SECTION C -3.3 1= == L -__- EMBED PER S\ Tom` N)2 SECTION F -5.4 2" - 11 -0" 4 - MITER TYP. TYPE "Al" FIN (MAIN BUILDING) -+- REI N F. PER 30 -•- -0- r!"561 MITER TYP. TYPE "C" FIN K -4.2 TYP. PEE PLAN) ___/ REINF. O IPER 30 ELEVATIONS @ EAST CANOPY LOWER POST CONDITION @ CONCRETE SLAB JOIST PER PLAN NOTE: ALIGN PANEL POINTS ON POSTS, TYP. (SEE PLAN) SECTION B -5.4 [PER PLAN] �r $[PER PLAN] /1 = 1' -on -SLAB PER SECTION A -5.4 2- #5 CONT.� VERT. @ 10 "oc STEEL BEAM PER PLAN L3x3x11 BRACE @ EA. POST 44x4x x0' -6" w/ "0 T RU BOLT 3 "0 STD. PIPE COL. MIN. BASE R SIZE =1 "x7" SQ. w/ 4- BOLT PATTERN VERIFY CONN. TO JOIST) R [PER PLAN] JOIST MFR. TO DESIGN FOR A 1600# VERT. LOAD & 1600# LAT. LOAD Sc 1600# LB. -FT MOMENT FOR WIND STUD WALL PER SECTION D -5.4 1 "0 A. BOLTS OR EPDXY BOLTS @ 8 "oc (EMBED 5 ") DTL. @ WEST EN V 4 <TyP. PENTHOUSE SLAB PER SECTION A -5.4 STUD WALL PER SECTION D -5.4 1 "0 EPDXY BOLTS @ 12 "oc (EMBED 3 ") EDGE ANGLE PER TYP. DETAILS DTL. @ EAST END PENTHOUSE SECTION G -5.4 " = 1' -0" 4 [PER PLAN] VFY. i" = 1' -0" CORNIC.F PER ARCH. MIN. 3 "x2OGA. ASSEMBLY @ 16 "oc ER ARCH w/ 2- #10 SCREWS @ JOINTS [PER PLAN] L6x4xj (LLH) L STRUT T PER PLAN CENTERED ON POST, COPE & WELD EA. END AS SHOWN TYP. JOISTS PER PLAN NOTE: ALIGN PANEL POINTS ON POSTS, TYP. (SEE PLAN) SECTION C -5.4 NOTE; BALANCE PER SECTION B -5.4 i" = POST PER SECTION B -5.4 1" BASE R CONN. TO BOTH JOISTS JOIST PER PLAN EA. SIDE GIRDER OR WF BEAM #10@6 "oc 1 1 11 1 1 i lI1 TYPE "C" FIN " CDX w/ #10 SCREWS @ 6'oc 0 ALL EDGES & PANEL JOINTS & 12 "oc FIELD 6 "x16GA. STUDS @ 16 "oc #10 SCREWS @ 8 "oc INTO H.S.S. 2 " -12> � C #10 @ 6 "oc DECK TO MC6/ I 16 "oc MITER TYP. 0 #10 SCREW OR PNEUTEK -SDK61 0 6 "oc TYP. 12 " -20GA. VERCO PLB -36 DECK w/ 7- PNEUTEK -SDK61 FASTENERS PER SHEET 0 EA. SUPPORT rik 8 "x14GA. JOIST @ 24 "oc 14GA. TRACK w/ #10 SCREW TOP Sc BOT. EA. JOIST & 2- #10 EA. STUD, TYP. NOTE; PROVIDE 16GA. BLOCKING @ EA. PLYWOOD JOINT w/ #10 @ 6 "oc E.S. OF JOINT, TYP. H.S.S. 12x$ CONT. DECK SUPPORT UNDER STUD WALL 16GA. TRACK MC6x12 BLKG. EA BAY L STL. JOIST PER PLAN OR STEEL BEAM AT SIM. COND. SECTION 3 > STEEL BEAM PER PLAN D -5.4 JOIST PER PLAN (BEAR ON TIE R) TYP> i" = <2 " -12" _ • R D MIDDLE �°, ; •1 C. MC6 PER G -4.1 WHERE REQ'D. [PER PLAN] TIE R s "x5 "x1' -6" CTR'D ON GRID (PLACE BE RE SETTING JOISTS) _i.I ri>• GIRDER PER PLAN SECTION H -5.4 " - 1' -0" 4 SECTION 0 i" BRG. R NN A N W- SECTION PER PLAN w/ COPED CONN. PER D -4.1 SIM. „ -END R TO MATCH BRG. SEAT TYP. (FULL DEPTH) H.S.S. COLUMN PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DIvisinMi J -5.4 2" - 11 -0" 4 - I- o I N m p -0 �0 >� W IY M N 0_ g revision O C 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked 10 -01 -09 date BUILDING STORY OFFICE TUKWILA, WA. CL Z U ASSOCIATES 0 MUELLER 0 z J N N APR "I 4.2010 M N sheet S5.4 10" WALL 37' -0" CLR. 10" WALL 2' -0" 5' -0" (PER CIVIL) (PER CIVIL) 2' -0" • A -6.1 B -6.1 .,.4 (16" SLAB -ON -GRADE ) J #5x4' -6" CD 1 2"oc BOTTOM 5x4' -6" 1 2"oc BOTTOM #5 ® 10 "oc TOP #7 0 12 "oc TOP #5x4' -6" d 1 2"oc BOTTOM 0 0 • • • • 15' -O" CLR. 1 (PER CIVIL) 10" WALL (PER CIVIL) A -6.1 NORTH VAULT FOUNDATION PLAN (E NOTES: :" = 1' -0" 1.) LOCATE PER CIVIL ENGINEER. 2.) DO NOT BACKFILL AROUND WALLS & ON LID UNTIL PLANKS HAVE BEEN INSTALLED AND ALL CONCRETE HAS REACHED 28 DAY STRENGTH. 3.) TOP OF SLAB SHOWN THUS: (PER CIVIL). 4.) SEE SECTION C -4.2 ® WALL PENETRATIONS. 37' -0" CLR. N 10" WALL E -6.1 F -6.1 TYP. 8' -0" 6" PER CIVIL �.1 TYP. ODD BAY PER CIVIL J 0 -J J 0 PER CIVIL ) J J 0 W 0 0 in NORTH VAULT PLANK LAYOUT PLAN (1� NOTES: 1.) LIVE LOAD HS - 20 w/ 2' -0" AT EARTH FILL - NO FIRE TRUCK LOAD. L: \2007files \07080 \SEGALE OFFICE BUILDING -S6.0 -WET VAULT- 48- 07080.dwg, 04- 14 -10, 10:51 am, nank, 48 •" = 1' -0" 10" WALL 68' -0" CLR. 10" WALL 2' -0" (PER CIVIL) 5' -0" (PER CML) 2' -0" 20 i. • • #5x4' -6" CAD 12 "oc BOTTOM #5 0 10"oc TOP #7 0 12 "oc TOP #5x4' -6" 12 "oc BOTTOM -17 16" SLAB -ON -GRADE J .. '• B -6.1 A -6.1 #5x4' -6" 1 2"oc BOTTOM • • ". .L,'.•,i , ,t• • - 4: 15' -0" CLR. 0 4, 10" WALL (PER CIVIL) A -6.1 SOUTH VAULT FOUNDATION PLAN NOTES: *" = 1' -0" 23 1.) LOCATE PER CIVIL ENGINEER. 2. DO NOT BACKFILL AROUND WALLS & ON LID UNTIL PLANKS HAVE BEEN INSTALLED AND ALL CONCRETE HAS REACHED 28 DAY STRENGTH. 3.) TOP OF SLAB SHOWN THUS: (PER CML). 4.) IVI SEE SECTION C -4.2 ® WALL PENETRATIONS. 68' -0" CLR. (PER CML) 0 1 N 10" WALL E -6.1 PER CIVIL �.1 TYP. ODD BAY PER CIVIL - - --� CIVIL _, f 1 J -6.1 122" PRE STRESSED HOLLOW CORE PLANKS HOLLOW CORE PLANKS I 1 1 l 0 ....____..... f m f/7 i ce a __rm____ - G -6.1 r- -- Loi G -6.1 - -- : -.r 4( PER O c 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked rn o o o '~ O 1 PER CIVIL J 0 -J J 0 PER CIVIL ) J J 0 W 0 0 in NORTH VAULT PLANK LAYOUT PLAN (1� NOTES: 1.) LIVE LOAD HS - 20 w/ 2' -0" AT EARTH FILL - NO FIRE TRUCK LOAD. L: \2007files \07080 \SEGALE OFFICE BUILDING -S6.0 -WET VAULT- 48- 07080.dwg, 04- 14 -10, 10:51 am, nank, 48 •" = 1' -0" 10" WALL 68' -0" CLR. 10" WALL 2' -0" (PER CIVIL) 5' -0" (PER CML) 2' -0" 20 i. • • #5x4' -6" CAD 12 "oc BOTTOM #5 0 10"oc TOP #7 0 12 "oc TOP #5x4' -6" 12 "oc BOTTOM -17 16" SLAB -ON -GRADE J .. '• B -6.1 A -6.1 #5x4' -6" 1 2"oc BOTTOM • • ". .L,'.•,i , ,t• • - 4: 15' -0" CLR. 0 4, 10" WALL (PER CIVIL) A -6.1 SOUTH VAULT FOUNDATION PLAN NOTES: *" = 1' -0" 23 1.) LOCATE PER CIVIL ENGINEER. 2. DO NOT BACKFILL AROUND WALLS & ON LID UNTIL PLANKS HAVE BEEN INSTALLED AND ALL CONCRETE HAS REACHED 28 DAY STRENGTH. 3.) TOP OF SLAB SHOWN THUS: (PER CML). 4.) IVI SEE SECTION C -4.2 ® WALL PENETRATIONS. 68' -0" CLR. (PER CML) 0 1 N 10" WALL E -6.1 PER CIVIL �.1 TYP. ODD BAY PER CIVIL - - --� CIVIL 122" PRE STRESSED HOLLOW CORE PLANKS I 1 1 Z O et m f/7 i ce a r- -- Loi G -6.1 - -- : * 4( PER O c 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked rn o o o '~ O 1 TYP. D -6.1 SOUTH VAULT PLAN LAYOUT PLAN (6 NOTES; *" = 1' -O" 1.) LIVE LOAD HS - 20 w/ 2' -0" AT EARTH FILL - NO FIRE TRUCK LOAD. O E -6.1 0 15' -0" CLR. V11 C REID MIDDLETON, INC. bLOO'-! y REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2010 City of Tukwila BUILDING DiviAI( Mr' o 1 _ I N !� a Z O et m f/7 i ce a C O N i * O c 07080 job no. N. KEOPANYA drawn M. NAZARENUS checked rn o o o '~ O FOUNDATION PLAN DETENTION VAULT co W I- Q U 0 N CO 0 MUELLER M N Imo APR 7 4 2013 M O N sheet S6.O 1 NOTE: DO NOT BACKFILL WALLS UNTIL SLAB ON GRADE & PRECAST PLANKS ARE PLACED WITH CLOSURE POURS AT DESIGN STRENGTH, 0 z w W (PER PLAN) 1nt FREE - DRAINING BACKFILL PER GEOTECH A co 0 00 0 0 0 ° 00 0 0I o °0O 0 �o •.00OC o O 0,n a HOLD r D' 4 /10" C.I.P. WALL w/ #5 H. 0 15 "oc & #6 V. ® 13 "oc HOLD 2" CLR. On 2" CLR. 12x32" KEY AT c• WALL DRAIN PER CIVIL TYP. � (V 0 • 4 /D'p G' G' • 4 I 4 / 1 ' yam• I I I =1 11 =1 I I� 11 =1 11 =1 I I 2' -0" #5 V. L CAD 24 "oc WATERSTOP /SEAL PER ARCH. REINF. PER PLAN. EXTEND TO GRID - #5x5' -0" 12 "oc BOT. L 4 - r N SECTION (3) - #5 CONT. BOT. A -6.1 (2) - #5 CONT. FIN. GRADE le PER CIVIL 00 0 *o. 0 • 0 o e:% P OOP 0O oooQ c oO 0 0`28%' o� L2x2x1 w/ 2 "x6" / WHS CAD 18 "oc - #6 0 10 "oc HORIZ. CAD OPENING ON 10 FOOTSIDE o CORNER BARS II TO MATCH HORIZ. 3' -0" IN D • • 4 HOLD 2" CLR. 10" 3 4// = 1' -0" - GRATING BY OTHERS (HS 20 -44 LOADING) 2" KEY ALL SIDES PROVIDE HORIZ. CONTINUITY CORNER BARS EA. CORNER, TYP. 12" CLR. TYP. 5' -0" VFY. i "x32" KEY LAP /EXTEND 3' -0" PER PLAN g • • 4' 1 V • • • 6-S G' ' %4I A • i D 8" C.I.P. WALL w/ #5 0 15 "oc EA. WAY AT Q w/ FOOTING DOWELS TO MATCH TOP STEEL PER PLAN • IA ‘G' • 4 4 ee 4 \2 •�p G' 1- n III= III =IIIH 5x5 0 0 12 "oc BOT. SECTION B -6.1 (3) - #5 CONT. 00000 0"000 Do 0 °oO °0O 0 o O4 o 00 Opp 0a0 00� ooh 10" C.I.P. BM. GROUT SOLID #4 E.F. 08 "oc #4 © ®8 "oc • . D -M- -•—t -- G 10" SECTION F -6.1 - PRE -CAST PLANK o PER PLAN .1 III— III —III- H1=1I1= I1 c N 3- #5 VERT. 0 CORNER BARS CORNER J U " — 1' -0" 4 — (3) - 45 CONT. INTERSECTION TYPICAL REINFORCEMENT PLANS I" = 1'-On 4 L: \2007files \07080 \SEGALE OFFICE BUILDING -S6.1- SECTIONS- 16- 07080.dwg, 04- 14 -10, 10:51 am, nank, 16 3" 1' -0" FIN. GRADE E CIVIL (2) - #5 CONT. 10" CUT TYP. REINF. AS REQ'D. & ADD #6x6' -0" H. T & B & #6 FULL HEIGHT EA. SIDE !. INLET PIPE PER CIVIL A -6.1 PER PLAN t GRATING BY OTHERS (HS 20 -44 LOADING) G' , G- A r Q � G' 11111 111 1II • c 5 • 4 D r T ` 4 • • 4 • r D • p SECTION C -6.1 (2) - #5 CONT. 2' KEY ALL SIDES PROVIDE CONTINUITY CORNER BARS EA. CORNER, TYP. (2) - #5 CONT. 10' -0" VFY. SECTION I e \- 4 0000o 00 0 000' 00 ?o0 ?o0 8" C.I.P. WALL w/ #5V. 15 "oc EA. WAY EMBED VERTS. 2' -6" MIN. INTO WALL BELOW SEE SECTION D -6.1 Q I 1lor;, C �,v`Q q • ■ v. v.•° • Q a,v1'a V 4, • O ' Q C. Q 1' 5 s G -6.1 Is = 1 ' -On 4 BEARING PER SECT. A -4.2 3n = 1' -0" #5 CONT. o Oo o u OD :0 )� 0p )00 Ou 00o 0 0p a0 pop po o0000 op• 0p000 0 11-"CLR. 2' -6" #4 r-6" C� 12 "oc ROUGHEN SURFACE " MIN. AMPLITUDE (2) - #5 CONT. #5 ® 13 "oc EMBED 2 -6 INTO WALL BELOW. ROTATE HOOKS AS REQUIRED TO FIT. GROUT DAM PER P.C. SUPPLIER 3" nx8" NEOPRENE BRG. BRG. STRIP PER P.C. SUPPLIER FIN. GRADE PER CIVIL Iv PER PLAN HOLD 10" 47 SECTION C_ PLANK EDGE D -6.1 " = 1' -011 12" #5 '°I E.S. OF BLOCKOUT IN PLANK CORE -0 #4 3C BRG. WALL BELOW WHERE OCCURS PER PLAN PLAN SECTION H -6.1 In - v-0" 4 — 2' -3 n° (2) - #5 CONT. 4 "x32" KEY (600(P°f°�00° 0,2 0 ° c 0 0 0 ° 000 op 0 0 00 oa GROUT SOLID FIN. GRADE PER CIVIL PER PLAN WALL PER PLAN. REINF. PER SECT. D -6.1 SECTION E -6.1 GROUT SOLID 3n = 1' -011 BACKER ROD CONT. SECTION J -6.1 (0 4 " — F, n n X11 , _ 5=-1 I \Iii; REID MIDDL T N, INC. OLjLI REVIEWED FOR CODE COMPLIANCE APPROVED MAY 2 2010 City of Tukwila BUILDING DIVIRION DATE 0 1 I N ,} D >: xa � m m cc O co ; C: \Documents and Settings \Natalie Thrower \My Documents \Projects \00101 Segale Two Story\00101M1.0.dwg, 2/5/2010 3:36:08 PM, NMT ROOFTOP GAS ELECTRIC EQUIPMENT SCHEDULE TAG NOM. TONS RTU TYPE SUPPLY FAN PERFORMANCE TC (a) (MBH) SC (b) (MBH) EAT (DEG F) EER HTG INPUT (MBH) HTG OUTPUT (MBH) AFUE o (�°) MIN OSA CFM EXHAUST FAN PERFORMANCE ELECTRICAL DATA WEIGHT (d) (LBS) SOUND RATING (DBA) BRAND MODEL NOTES CFM ESP (IN. WG) HP CFM ESP (IN. WG) HP V/PH/HZ FLA MC A CIRCUIT AMPS (c) AC -1 60 VERT 18,000 3.0 40 700 603 80/63 10.3 500 410 82 -- 18,000 0.75 7.5 460/3/60 -- -- - 12,000 -- TRANE SFHLF604 1 AC -2 60 VERT 18,000 3.0 40 700 603 80/63 10.3 500 410 82 -- 18,000 0.75 7.5 460/3/60 -- -- -- 12,000 -- TRANE SFHLF604 1 AC -3 7.5 VERT 3,000 0.75 89 80 80/63 11.2 150 120 80 1300 - -- -- 460/3/60 17.8 22 25 1,200 87 TRANE YSC092E4RY 2 Footnotes - (a) Total cooling. (b) Sensible cooling. (c) Circuit breaker or MOCP amps. (d) Includes roof curb. Notes: 1. Variable volume with high capacity cooling, modulating low gas heat and 2" pleated, ASHRAE 30% filters. Factory dry bulb economizer and 100% power exhaust. Supply/Exhaust Fans: Include VFD, high effiency motors and 2" internal spring isolation. Include 0 -10 volt Generic BAS control module - refer to Controls section for control system details. Include factory roof curb. 2. Constant volume with dual compressors and medium gas heat with stainless steel heat exchanger. Factory dry bulb economizer with field installed power exhaust (100 %). Include 2" pleated, MERV 13 filters and spring isolated roof curb. FAN SCHEDULE TAG TYPE DRIVE CFM ESP (IN. WG) HP (a) ELECTRICAL DATA WEIGHT (c) (LBS) SOUND RATING (BONES) BRAND MODEL NOTES V /PH/HZ FLA CIRCUIT AMPS (b) EF -1 ROOF EXHAUST BELT 1300 12" 1/3 230/3/60 2 15 130 9.0 ACME PV135F 1 EF -2 ROOF EXHAUST BELT 1800 3/8" 1/2 230/3/60 3 15 160 9.7 ACME PV150G 1 EF -3 ROOF EXHAUST DIRECT 600 12" 1/4 230/1/60 4 15 100 TO ACME PRN126E 1, 2 Footnotes - (a) HP or Watts (b) Circuit breaker or MOCP amps. (c) Weight includes roof curb. Notes: 1. Include BDD, factory disconnect and factory roof curb. 2. Include speed controller. TAG EQUIPMENT SCHEDULE DS -1 DUCT SILENCER, (verify count) Low frequency, air pressure drop = 0.15" SP @ 750 fpm face velocity. Insertion loss (dB) by frequency: 63 Hz = 5, 125 Hz = 9, 250 Hz = 15, 500 Hz = 23. 36" long, see plan for sizes and count. Standard galvanized steel construction & Std. fill. Dynasonics LF79. TAG CONTROLS DDC CONTROL SYSTEM, Standard factory DDC control system, Trane. Verify system details prior to purchase. T1 LINE VOLTAGE THERMOSTAT, heating /cooling, 0 -100 degrees F range, 120v or 240v. Dayton 2E816 or approved equal. M1 MOTORIZED DAMPER, two position, spring return actuator with damper. Actuator: Belimo LF120 (120 volt) or LF24 (24 volt). Damper: Ruskin CD -36 or CDRS25. BD BACKDRAFT DAMPER, Barometric, counterbalance type with field adjustable feature. Ruskin #CBD -2 SD SMOKE DETECTOR, Systems Sensor DH100AC series, Firex 2650 series or approved equal to meet local & state code. Provide a smoke detector in the return duct of all air moving systems (or where multiple air handling systems) supplying air in excess of 2,000 cfm to an enclosed spaces within buildings. Wire to shutoff units when smoke is detected. Conned to trouble zone on fire alarm system. UL 268A approved. Per 2006 IMC, sec. 606. CONTROL NOTE: System capable of minimum 5 degree deadband, seven day programmable for each day per week, outside air dampers close automatically when system is off or upon power failure, interlocked to prevent simultaneous heating and cooling. Mount thermostat or sensor 60 inches above floor. CONTROL SEQUENCE ECONOMIZERS Automatic modulation of outside air and return air dampers to provide up to 100% of outside air to reduce or eliminate the need for mechanical cooling as determined by the condition of outside air for cooling duty. System shall be able to integrate the operation of outside air cooling and mechanical cooling together to provide the most economical operation to maintain indoor conditions and meet the cooling load. ELECTRICAL ROOM COOLING Individual thermostat in each electrical room, wired in parallel, controls single exhaust fan (EF -2) to provide ventilation cooling using makeup air from ceiling return air void. On call for cooling from any thermostat, exhaust fan is on. When ALL thermostats are satisfied, exhaust fan is off. ELEVATOR MACHINE ROOM COOLING Exhaust fan (EF -3) provides ventilation cooling using makeup air from ceiling return air void. On call for cooling from thermostat (T1), exhaust fan is on and motorized damper is open. When thermostat is satisfied, exhaust fan is off and motorized damper is closed. TAG GRILLE AND LOUVER SCHEDULE SUPPLY: A Square Ceiling Diffuser, Modular core, Surface frame type 1, with OBD, Titus MCD. B Not Used. RETURN/EXHAUST: C Standard fixed blade, WITH OBD, Titus 350RL. D Standard fixed blade, NO OBD, Titus 350RL. E Standard fixed blade, Extruded Aluminum, Titus 350FL. ROOF CAPS AND WALL VENTS: F Not Used. LOUVERS: G Not Used. GENERAL GRILLE NOTES: 1. All steel construction except as noted. 2. Standard white finish except as noted. HVAC GENERAL NOTES 1. VERIFY site conditions. 2. THERMOSTAT LOCATIONS: Verify all wall mounted control locations with 3. CODES: Comply with all local & state governing codes. 4. COORDINATE ductwork and grille locations with lighting and other related trades with architect approval. Verify clearances& ceiling elevations before installation. 5. DRAWINGS are schematic in some areas and may not show exact routing or every offset which may be required. Provide a complete & properly working system with all necessary items 6. SEISMIC BRACING: Provide to meet local code requirements. Refer to the ASHRAE standards "Practical Guide to Seismic Restraint ", 1999. 7. EXHAUST FAN TERMINATION: Shall not be less than 3 feet from a property line or openings into a building, e.g., operable windows and doors. 2006 IMC, sec. 501.2.1, item #3. 8. CONDENSATE DRAINS: Run 3/4" PVC pipe from cooling coil to nearby open site drain or to outside planting bed on ground. Elevate coil to allow for proper gravity drain operation. Provide approved "P" trap at coil outlet. 2006 IMC, sec. 307. 9. SUBMITTALS: Provide equipment submittals (before ordering & installation) on all major equipment items, controls, grilles, and louvers. Submit 4 copies to architect in a single notebook with items tagged according to drawing call outs. 10. TEST, ADJUST, & BALANCE: Provide proper system testing, adjusting, and balancing on both air and water according to NEBB & ASHRAE standards, including written reports. Use only technicians qualified & trained in TAB work. Includes System Commissioning: Functional testing of sequences of operation to ensure they operate in accordance with the mechanical plans (2006 WSEC, Sec 1416). Work by NEBB certified firm. 11. OPERATION & MAINTENANCE BOOKLET: Provide 0 & M manual to owner. Include cut sheets on main equipment and controls, maintenance instructions, and marked up as built drawing (record drawings per 2006 WSEC, Sec 1416.2.4). 12. WALK -THRU instruction: Provide on site walk -thru for customer to demonstrate operation of system and answer questions. 13. GUARANTEE: Contractor shall warrant the completed system from defects for one year from date of final start up. 14. ELECTRICAL: All equipment to have a positive means of disconnect adjacent to and in sight from equipment served. Provide a 120 volt receptacle located within 25 feet of equipment for service & maintenance purposes (2006 IMC sec. 306). Line voltage work by others. 15. TEMPORARY CONSTRUCTION HEATING: DO NOT USE new warm air heating equipment and duct system to dry out building during construction. Use portable heaters. 16. ROOFTOP UNITS ON CURBS: SEAL holes and cracks between duct and roof deck inside factory roof curb for noise control. 17. ACCESS DOORS: General contractor shall install necessary access doors and /or panels as required for fire damper access for resetting. 2006 IMC sec. 607.4. DUCT NOTES 1. DUCT CONSTRUCTION and installation per latest SMACNA Standards and the 2006 IMC as required by the local code. Provide metal duct, except as noted. Underground duct shall be "Spunstrand" factory insulated fiberglass construction. 2. BALANCING DAMPERS: Provide on all supply grille run out ducts up stream of grille. 3. DUCT INSULATION: Manville fiberglass duct wrap, type 75, FSK aluminum foil facing or equal. Supply and return ducts: Within conditioned space = R -3.3; outside bldg insulation envelope (attic) = R -7; in ground, in concrete = R -5.3; exposed in same cond. space served = none. Outside_air duct in conditioned space: R -7 with vapor barrier. Exhaust duct inside build = none, in attic = R-4. 2006 WSEC, table 14- 5 and 2006 WSVIAQC. 4. DUCT SEALING - GENERAL: 0 to 2" static pressure- seal all transverse joints on all ducts. Above 2" -seal seams & joints. Inside build: DuroDyne "DDS-181" gray or approved equal per UL 181 A -M, 181B-M listed. Outside: Polyurethane, Mameco Vulkem 116. OR approved equal. 5. TURN VANES: Provide single thickness turn vanes (see detail) in all major square duct elbows, tees, or turns with inside radius less than 3/4 duct width. Square branch duct taps shall be 45 degree type per SMACNA standard. 6. FLEX DUCT (Insulated): For grille run outs up to 6 ft. long, except as noted. Provide adjustable metal elbows on all turns, unless a smooth full radius turn is made. Secure core with approved nylon or metal worm drive clamps. NO duct tape joints & screws allowed. 7. SOUND LINER: Provide sound lined metal supply & return ducts as shown on plans. Manville Permacote Linacoustic flexible fiberglass liner, with acrylic surface treatment or equal. Fabricate and install per duct liner standard of North American Insulation Manufacturer's Assoc. 8. FLEX CONNECTORS: Provide on all duct hook -ups to isolate air handling equipment. (Neoprene coated fiberglass fabric type) 9. DUCT SIZE CHANGES: Round galvanized ducts may be substituted for rectangular ducts that are NOT LINED. Provide circular equivalent of rectangular duct. Other equivalent rectangular duct sizes may be substituted to better fit space. 10. TEMPORARY DUCT CLOSURE: Seal off ductwork during construction to keep out construction dust, especially floor boots and low wall openings. SYSTEM DESCRIPTION Shell and core HVAC systems only. Core HVAC system and restroom exhaust. Classic VAV system for Office space using two rooftop VAV units with gas heat for pre -heat and morning warm -up. VAV boxes with electric heat where needed in offices to be installed under tenant improvement - not included in this scope of work. Type of boxes and control system to be determined. DESIGN CRITERIA OUTSIDE CONDITIONS 85 °F Dry Bulb (DB), 66 °F Wet Bulb (WB) INSIDE CONDITIONS 75 °F Dry Bulb (DB), 63 °F Wet Bulb (WB) INTERNAL GAINS Lighting = 1.25 Watts/SF Equipment = 1.25 Watts /SF People = 125 SF/Person (245/205 Btuh/person - sens/latent) BUILDING ENVELOPE Wall U -0.10 Roof U -0.03 Glazing U -0.50 Glazing SC -0.45 (SHGC -0.40) SC = Shading Coefficient; SHGC = Solar Heat Gain Coefficient HVAC LEGEND SYMBOL AH -1 fzi F C. O V 0 ABBV. DESCRIPTION Control Equipment Grille/Louver Supply Duct Return/Exhaust Duct Duct under slab (Spunstrand) Flex Duct, insulated, inside dimension Metal Duct SL Soundlined Duct VD Volume Damper FC Flex Connector TV Turning Vanes End Cap Change in duct size Surface Mount Supply Grille T -bar Supply Grille Round Supply Grille Return/Exhaust Grille Sidewall Supply /Makeup Grille Sidewall Return/Exhaust Grille FD Floor Drain AFF Above Finished Floor AT Air Transfer BS Birdscreen OSA Outside Air RA Return Air SA Supply Air GRILLE CALL OUT LEGEND Neck Size (IN) Square or Rectangular Grille Tag Number of Slots Grille Tag Neck Size (IN) Round Air Quantity (CFM) Indicates Slot Type Grille Slot Size (IN) Length (FT) Air Quantity (CFM) Air Pattern - indicated by arrows for ceiling grilles. No Arrows indicated four way pattern. DUCT CALL OUT LEGEND (Example call -out shown) 14/10 -1 Lined metal duct, outside duct size given. Number after dash is liner thickness (in.). Metal duct size. 14/10 14 Round metal duct. AIR QUALITY AND ENERGY CODE These plans comply with the 2006 Washington State Ventilation and Indoor Air Quality Code and the 2006 Washington State Energy Code. DRAWING INDEX M1.0 HVAC Schedules and Legend M2.0 First Floor HVAC Plan M2.1 Second Floor HVAC Plan M2.2 Roof HVAC Plan M2.3 HVAC Sections and Details PROJECT LOCATION 4200 rn f 600 ft E' ale Prk:D I .0_2009 l'Ad iOuast fr§c. M o f ; zoo N:tv�rcr ,r Te e VICINITY MAP SCALE: NONE SEPARATE PERMIT AND APPROVAL REQUIRED RECEIVED FEB 16 2010 PERMIT CENTER W U 11_ - -0 c N 0-) 1L U Q > I =7:1 4 U' W L TERMINATE FOR FUTURE TENANT CONNECTION, NOM. 9000 CFM 48/24 -2 UP DS -1 DS -1 MIN. 3' -0" LINED DUCT BEFORE FIRST DUCT SILENCER P 8 SKYLIGHT PROVIDE 12" HIGH METAL GRILLE CAN, TYP. 18/18 SOFFIT 10 PLACES FUTURE OFFICE r SKYLIGHT 16/16 OPENING IN RA PLENUM WITH 1 /2" BS 16/16 -1, MIN. 3 FT_ LONG EF -3 14/14 CEILING 20/14 —1, MIN. 3 FT. LONG 8/8 150 30/14 OPENING IN RA PLENUM WITH 1/2" BS j ._;087 A.T. M N 10/30 • Io C 3001 L 16 "0 S,(N UP FUTURE TI STAIR OPENING ELECTRIC_WATER HEATER, SEE PLUMBING DRAWINGS p� 0 ELECT. 10/10 300 12 "0 UP EN 30/1 WITH U o u o DS -1 I- OPENING 1/2" BS MIN. 6 FT. LONG INSULATED FLEX DUCT ON A.T., TYP. L_ -0 8/8 150 16 "0 UP SKYLIGHT 30/14 OPENING WITH 1/2" BS, 900 TO 1000 CFM EF -2 32/40 j 32/40 -2 DS -1 50/24 STAIR # 3 MIN. 3' —O" LINED DUCT BEFORE FIRST DUCT SILENCER O TERMINATE FOR FUTURE TENANT CONNECTION, NOM. 9000 CFM 48/24 -2 UP 40/32 -2 UP F.P. fl PASSAGEWAY U U z FIRST FLOOR HVAC PLAN SCALE: 3/32' =1-O' al -0 P 4 U U -0 U N No- OLIL4 SEPARATE PERMIT AND APPROVAL REQUIRED RECEIVED FEB 16 2010 PERMIT CENTER ILI 0 t:: 1L C 0 OF-2 I ILI co L tL 0 Ill C: \Documents and Settings \Natalie Thrower \My Documents\_Projects \00101 Segale Two Story\00101M2.1.dwg, 2/5/2010 4:04:44 PM, NMT 7 36/32 -2 UP TERMINATE ABOVE CEILING FOR FUTURE TENANT CONNECTION, NOM. 9000 CFM 36/32 -2 DN -0 6 DS -1 36/36 MIN. 3' -0 ", TYP 36/36 -2 UP LINE OF ROOF CURB ABOVE L_ =1 • DS -1 36/36 -0 -0 ❑ 1 a a -0 28/18 -1 SA DROP MIN. 4 FT. OF LINED DUCT 28 18 -1 \ UP ELEV. 1 TERMINATE RA IN CEILING VOID SPACE 28/18 -1 HALL TURNVANES MEN 0 0 0 b� d� WOMEN 207 STORAGE ROOM PLAN SCALE: 3/32' =1-O' AT ROOF LEVEL 0 SKYLIGHT FUTURE OFFICE 201 LI / / 16 "0 /\ FUTURE 1`I STAIR OPEI4I,NG / \ / ❑ SKYLIGHT 12 "0 UP TO EF -3 3 20/14 —1, MIN. 3 FT. LONG 0 30/14 OPENING IN RA PLENUM WITH 1/2" BS DS -1 30/14 OPENING WITH 1 /2" BS 16 "0 UP, TO EF -1 12 "0 DN 6/36 -r-- 06 EN rzsa MIN. 6 FT. LONG INSULATED FLEX DUCT ON A.T., TYP. 0 SKYLIGHT O. 6 ❑ o- ❑ a ❑ 6 30/14 OPENING WITH 1/2" BS, 900 TO 1000 CFM LI ❑ • — IN. 3' -0 ", TYP. 36/36 -2 UP 36/32 -2 UP TERMINATE ABOVE CEILING FOR FUTURE TENANT CONNECTION, NOM. 9000 CFM 36/32 -2 DN T - SKY Giif SECOND FLOOR HVAC PLAN SCALE: 3/32' =1-0' a 36/36 -2 /40/32 -2 DN LINE OF ROOF CURB ABOVE DN UP ❑ b10- 01-IL-I SEPARATE PERMITAND APPROVAL REQUIRED RECEIVED FEB 16 2010 PERMff CENTER ti .4' 4. ,cod r" o ''Vl O - b Mew 625 FOURTH AVE 4IIrtt 7/717 Ill U H IL VAC 00 Andover Second 4 V ILI W m N N a W IL a PERMIT SET i=1 w a 0 0 N 0 JOB NO. 00101 SHEET M2.1 (6) rf C CJD CD -D rn SINGLE PLY ROOFING ON RIGID INSULATION ON METAL DECKING MECHANICAL SCREEN PER ARCHITECT, MIN. 4 FT CL AROUND UNIT, TYPICAL EF -3 CRICKE 100 LBS 12,000 LBS a MIN. 10 FT. T AC -3 j 1200 LBS n SLOPE EF- 1 4" CONC.SOLATION I PAD ON METAL DECK'G 130 LBS 4" CONCRETE ISOLATION PAD ON METAL DECKING, MIN. 3 FT LARGER THAN EQUIPMENT; Tf ICAL SLOPE SLOPE EF -2 STAIR 160 LBS SLOPE RO1 SLOPE SLOPE TYP. d l 1 LU a_ 0 22 GA. PREFINISHED METAL COPING 1 w ROOF HVAC PLAN SCALE: 3/32' =1' -0' SEPARATE PERMIT AND APPROVAL REQUIRED RECEIVED FEB 16 2010 PERMIT CENTER U IIH IL V ILI H a I N N 0 3 �o rn co J 0 X 3 0 z tu rn -0 ro 6 LL i J%i6 4N:irQs!J:!i 41 iO2 2' -0" ONSM FLEX CONNECTION FACTORY ROOF CURB 10" CONCRETE ROOF 4" CONCRETE PAD, EXTEND 3 FT BEYOND EDGE OF CONCRETE CURB ....,........ -.K5......7: T 2" DUCT LINER INSIDE CONCRETE CURB 32/36 -2 TERMINATE FOR FUTURE TENANT CONNECTION, TYP. SECTION AT MECH. SHAFT SCALE: 1/4' =1-0' LOOKING NORTH :. JJJi�` JJi60:•::�i�0��:�'�.•:�J:�:��*; `:: %i!% % i�d' i�i��d� % %i % %i• %i01• %iiilyO�4id�:�i ��i•� • FLEX CONNECTION • • • • in - WOOD NAILER GLASS FIBER INSULATION PREFABRICATED STEEL CURB BACK DRAFT DAMPER FAN GASKET ROOFING, FLASHING AND COUNTER FLASHING BY OTHERS. ROOF DECK DUCT TRANSITION AS REQUIRED. ROOF EXHAUST FAN DETAIL SCALE: NONE N I N M CO TR RA PLENUM IN ROOF CURB, MIN. 22" CLEAR 2' -0" DS -1� 24/50 TURNVANES, TYP. DS -1 40/32 @SECTION AT MECH. SHAFT SCALE: 1/4' =1' -O' LOOKING WEST FACTORY ROOF CURB, 14" HIGH 10" CONCRETE ROOF CURB 2" DUCT LINER INSIDE CONCRETE CURB FLEX CONNECTION DUCT CURB RIGID INSULATION ROOFTOP UNIT _II I IL ire rror UNIT UNIT GASKET 2" STATIC DEFLECTION ISOLATOR & EARTHQUAKE RESTRAINT PERIMETER FLASHING BULB SEAL WOOD NAILER ROOFING MATERIAL A (BY OTHERS) CANT STRIP ROOF DECK CAULK ALL CRACKS THRU ROOF DECK (NOISE CONTROL) FILLER ISOLATION CURB DETAIL SCALE: NONE C • 3' -6" N I CO CO V) FRONT VIEW 14" I I I I I I I 36/36 -2 -� 18 GA. GALV. STEEL HOOD OVER RA OPENING WITH 2" LINER ON BACK FOR SOUND ATTENUATION SECTION AT 2ND FLR RETURN SCALE: 1/2' =1-O' LOOKING SOUTH s PARATE APPROVAL T AD REQUIRED RECEIVED FEB 16 2010 PERMITCENTER ■■ ■ co 0 it_ ii_ O a-- tea) �L oS o C O +- U a) (5) 0 Q > I ___I 4 0 ILI — THERMAL EXPANSION TAN K UNION, TYPICAL COLD WATER IN 3/4" SHUT OFF VALVE, TYPICAL MOUNT WATER HEATER ON DRIP PAN STAND WATTS (DPS -20) 3/4" t HW CHECK VALVE, TYPICAL CIRCULATION PUMPS TO BE EQUIPPED WITH AUTOMATIC TIMER SWITCH TO SHUT OFF SYSTEM WHEN NOT IN USE HOT WATER RECIRCULATION 1/2" DIELECTRIC UNION P & T VALVE PIPE FULL SIZE TO FLOOR DRAIN OR APPROVED AIR GAP, TYPICAL DRAIN PAN. PIPE 3/4" DRAIN TO JANITOR SINK NOTE: PROVIDE SEISMIC STRAPS PER CODE ELECTRIC WATER HEATER DETAIL SCALE: NONE 0 -100 PSIG PRESSURE GUAGE, 3" DIAL, TYP SHUT -OFF, TYPICAL PRV -1 } TO BUILDING STRAINER, TYP UNION, TYPICAL. PRV DETAIL SCALE: NONE 2" PROJECT LOCATION SeielePark D VICINITY MAP SCALE: NONE TAG PLUMBING FIXTURE SCHEDULE P1 WATER CLOSET, FLUSH VALVE, Kohler K- 4330 -96, wall carrier, elongated, 1.6 gpf, vitreous china, biscuit. Install to meet ADA as required. Seat, open front: Kohler, less cover, biscuit. Flush Valve: Sloan Royal #111. P2 URINAL, Kohler K- 5016 -ET, wall hanger, 1.0 gpf, vitreous china, biscuit. Install to meet ADA as required. Flush Valve: Sloan Royal 186 -1. P3 LAVATORY, COUNTERTOP, Kohler K -2196, 20x17, single hole, self rimming, vitreous china, biscuit, mounting kit. Install to meet ADA as required. Faucet: Dornbracht 33.500.240.04, single lever, grid strainer drain and waste assembly. P4 JANITOR SINK, Mustee 63M, 24x24x10H. Faucet: Speakman SC -5811 -RCP, hose kit 65.700, mop hanger 65.600. P5 DRINKING FOUNTAIN, hi -low combination, Elkay EZTL8C, with carrier. Wt. =90 lbs. Install to meet ADA as required. Electrical Data: 115/1/60, 4 FLA. P6 HOSE BIBB, Watts FHB -2, frost proof, anti - siphon, self draining. Size: 3/4" IPS. FD1 FLOOR DRAIN, Zurn Z- 415 -P1/2, with type B, nickel - bronze 5" round strainer with trap primer valve. RD1 ROOF DRAIN, Combination main & overflow drain, Zurn Z- 107 -C -W2, 12" diam., Dura - Coated cast iron body with membrane flashing clamp /gravel guard and low silhouette poly -dome, underdeck clamp, and roof sump receiver. FCO CLEAN OUT, Floor type, Zurn Z -1400, NH outlet, 4" size, round scoriated cover and frame. WCO CLEAN OUT, Finished wall type, Zurn Z -1443, nickel- bronze square, smooth wall access cover frame. Wall cleanouts on exposed piping shall be exposed plugs. FIXTURE NOTES Provide manufacturer's standard trim, seats, supply kits and valves as indicated on drawings and as required for complete installation. Provide premolded, under -sink protective pipe covers on exposed lavatories to meet ADA. ProWrap by McGuire Manuf. or equal. TAG PLUMBING E • UIPMENT SCHEDULE PRV -1 PRESSURE REDUCING VALVE, Watts U5B, integral strainer, size: 2 ". WH -1 WATER HEATER, ELECTRIC, A.O. Smith AECT -52, 52 gallon, 21 gallon recovery at 90 degree rise, Wt. = 550 lbs. Electrical Data: 240/1/60, 4.5 kW, 24 circuit amps. CP -1 CIRCULATION PUMP, Taco 006 -BC4 (12 "swt), stainless steel or bronze construction, 2 GPM @ 3.5 ft. Include automatic 24 hr. time clock to cycle pump during periods of non -use. Electrical Data: 115/1/60, 0.52 amps. ET -1 THERMAL EXPANSION TANK, Amtrol Therm -x -trol, ST -12, suitable for potable water. GPRV GAS PRESSURE REGULATOR VALVE, Natural gas. Inlet pressure 2 psig, outlet pressure 7 inches w_c. See drawing for Btu/hr capacity and size. Vent to outdoors if installed inside building. American Meter #1800 series or approved equal. PLUMBING GENERAL NOTES 1. CODES & PERMITS: All work per local & state codes. Obtain and pay for all required permits and fees. 2. SIZES: All pipe sizes shown are minimum. 3. CLEAN OUTS: Provide per 2006 Uniform Plumbing Code and local code. 4. INSULATION: Cold water =0.5" thick. Hot water & hot water recirculation: Runouts =0.5 "thick, 2 "pipe diam. and less =1.0" thick. All horizontal rain leader piping under roof & inside building =1.0" thick. Piping insulation above ceilings rated for plenum return application. 5. WASTE,VENT & RAINLEADER PIPING: (Below Slab) PVC DWV or ABS DWV plastic. (Above Slab) Cast iron. 6. WASTE & RAINLEADER SLOPE: 1/4" per foot run, except as noted. 7. DOMESTIC WATER: (Above Slab) Type 'L' copper. (Below Slab) Type 'K' copper with brazed joints. NO lead solder. Install on warm side of building insulation. 8. REVIEW: All fixture and equipment locations with architectural and structural plans prior to construction and coordinate as required. 9. WATER HAMMER ARRESTORS: Provide as required and as called out on plans. Size per manufacturer's recommendations. Sioux Chief, PPP Inc. or approved equal. 10. TRAP PRIMERS: Provide on floor drains. PPP Inc. or approved equal. 11. DIELECTRIC CONNECTIONS: Provide between dissimilar metals. 12. SEISMIC BRACING: Anchor or strap water heaters over 4' -O" in height (from base to top of tank) to resist horizontal displacement. 13. PIPE HANGERS: Swivel loop style, Michigan No. 100 or Clevis style, No. 400 or equal brand, with allthread steel rod sized per industry standards. 14. GAS PIPE: Schedule 40, Galvanized Steel. Wrap piping below grade. 15. FREEZE PROTECTION: Make adequate provision to protect pipes from freezing in exterior walls. 2006 UPC. 16. FIRE STOPPING: Verify and provide proper fire stopping thru fire and smoke rated assemblies as required by local and state code. 17. ROUTING of lines is partially schematic and may be changed by the contractor for more efficient installation. Verify with the architect where proposed changes will be made before relocating & coordinate with other trades. Indicate all changes on "As- Built" plans and return "As- Built" drawings to the architect. PLUMBING CONNECTION SCHEDULE FIXURE MIN. PLUMBING CONNECTIONS (INCHES) CW HW W V WATER CLOSET - FLUSH VALVE 1 -- 4 2 URINAL 3/4 -- 2 1 -12 LAVATORY, COUNTERTOP 1/2 1/2 1-1/2 1 -12 SINK 1/2 1/2 2 1 -12 DRINKING FOUNTAIN 1/2 -- 1 -1/4 1 -1/4 JANITOR SINK 3/4 3/4 3 1 -12 WATER COOLER 3/8 -- 1 -12 1 -1/4 HOSE BIBB 1/2 -- -- -- FLOOR DRAIN -- -- 2 1-1/2 PLUMBING LEGEND SYMBOL ABBV. AH -1 G RL MPG 0 DESCRIPTION Equipment Fixture DCW Domestic Cold Water DHW Domestic Hot Water DHWC Domestic Hot Water Circulated W • Waste V Vent G Natural Gas RL Rainwater Leader MPG Natural Gas (Medium press.) PRV Pressure Reducing Valve Shut Off Valve HB Hose Bibb Cap CO Clean Out FCO Clean Out, Floor WCO Wall Clean Out Elbow Down FD Floor Drain DRAWING INDEX P1.0 Plumbing Schedules and Legend P2.0 Underground Plumbing Plan P2.1 First Plan Plumbing Plan P2.2 Second Floor Plumbing Plan P2.3 Roof Plumbing Plan P3.0 Riser Diagrams bwO1 PE PARAT� APp MtTAND REQUIRED QED RECEIVED FEB 16 2010 PERMIT CENTER 4 r CT •1 13387 ,14 .1 I %I' I n !", Y al neAn ILH ILI U 00 Andover red v- 4 0 l.LI V m cn w k PERMIT SET AAi AA w 0 Li') 9 N O JOB NO. 00101 SHEET P1.0 Q: \00101 Segale Two Story\00101P2.0.dwg, 2/5/2010 3:42:55 PM P PLUMBING CONNECTION SCHEDULE FIXURE MIN. PLUMBING CONNECTIONS (INCHES) CW HW W V JANITOR SINK 3/4 3/4 3 1 -12 FLOOR DRAIN — -- 2 1-1/2 TAG PLUMBING FIXTURE SCHEDULE 3" STORM TO CIVIL P4 JANITOR SINK, Mustee 63M, 24x24x10H. Faucet: Speakman SC -5811 -RCP, hose kit 65.700, mop hanger 65.600. FD1 FLOOR DRAIN, Zurn Z- 415 -P12, with type B, nickel - bronze 5" round strainer with trap primer valve. FCO CLEAN OUT, Floor type, Zurn Z- 1400, NH outlet, 4" size, round scoriated cover and frame. FIXTURE NOTES Provide manufacturer's standard trim, seats, supply kits and valves as indicated on drawings and as required for complete installation. Provide premolded, under -sink protective pipe covers on exposed lavatories to meet ADA. ProWrap by McGuire Manuf. or equal. 2" RL UP (1,x60 SF) SKYLIGHT II u .....:: L.......:: WASTE VERT CAL RISER CAP 4" BELOW FF. 1- 4" WASTE UP WITH WCO 4" 4" WASTE UP WITH WCO IE = 23.78' 4" .::..::.. ..::::.n. ...._� I--1 PLUMBING GENERAL NOTES 1. CODES & PERMITS: All work per local & state codes. Obtain and pay for all required permits and fees. 2. SIZES: All pipe sizes shown are minimum. 3. CLEAN OUTS: Provide per 2006 Uniform Plumbing Code and local code. 4. WASTE,VENT & RAINLEADER PIPING: PVC DWV or ABS DWV plastic. 5. WASTE & RAINLEADER SLOPE: 1/4" per foot run, except as noted. 6. DOMESTIC WATER: Type 'K' copper with brazed joints. NO lead solder. 7. REVIEW: All fixture and equipment locations with architectural and structural plans prior to construction and coordinate as required. 8. UNDERGROUND PIPING: Coordinate all locations with footings and maintain 45 degree angle depth distance from footings. 9. STUB -OUT & INVERT ELEVATIONS: Verify & coordinate with civil plans and with final field conditions. 10. TRAP PRIMERS: Provide on floor drains. PPP Inc. or approved equal. 11. SEWER CONNECTION: Connect waste to sanitary sewer. Field locate and verify existing size and capacity. 12. GAS PIPE: Schedule 40, Galvanized Steel. Wrap piping below grade. 13. ROUTING of lines is partially schematic and may be changed by the contractor for more efficient installation. Verify with the architect where proposed changes will be made before relocating & coordinate with other trades. Indicate all changes on "As- Built" plans and return "As- Built" drawings to the architect. PLUMBING LEGEND SYMBOL AH -1 �G• RL MPG D4 0 ABBV. DESCRIPTION Equipment Fixture DCW Domestic Cold Water DHW Domestic Hot Water DHWC Domestic Hot Water Circulated W Waste V Vent G Natural Gas RL Rainwater Leader MPG Natural Gas (Medium press.) PRV Pressure Reducing Valve Shut Off Valve HB Hose Bibb Cap CO Clean Out FCO Clean Out, Floor WCO Wall Clean Out Elbow Down FD SKYLIGHT FIRST FLOOR FF = 30.25' FUTURE OFFICE WASTE VERT CAL RISER CAP 4" BELOW FF. 2" TO T.I. SINK 4" 6" VERIFY FINAL LOCATION. 1'— 2" TO T.I. SINK VERIFY FINAL LOCATION. 6" WASTE I.E. = 22.05' TO CIVIL TUKWILA SIZING REQUIREMENT 1"/HR RAINFALL CALCULATION: 21,335 SF ROOF AREA UPC TBL 11 -2 = 6" MIN. SIZE HORIZONTAL PIPING 6" RL UP IE = 28.45' (21,335 SF) —0— 4" 2 "I 2 " TO T.I. SINK VERIFY FINAL LOCATION. 4" IE = 26.72' 4" TO T.I. WATER CLOSET. VERIFY FINAL LOCATION. E LE y i ELEV. 2" WASTE UP WITH WCO JA 2" VENT UP YTE UP HALL MEN 107 7 ELECT. VENT UP 6" STORM I.E. = 26.55' TO CIVIL 3" STORM TO CIVIL 2" RL UP 700 SF) 2" 6" SKYUC II UNDERGROUND PLUMBING PLAN SCALE: 3/32' =1' -O' P 0 in a 4" RL UP IE = 28.45' 0-1 ;140 SF) STAIR #2 _(` I 6" WASTE UP FOR FIRE SYSTEM 4" WASTE UP F.P. Floor Drain 1 -1/4" MPG UP TO METER WRAP PIPING NATURAL GAS SUPPLY TO GAS METER BY GAS COMPANY 4" PASSAGEWA 6" 2" a 6" IE = 25.52' 6 ". STORM I.E. . 26.55' TO CIVIL TUKWILA SIZING REQUIREMENT 1 " /HR RAINFALL CALCULATION: 11,140 SF ROOF AREA UPC TBL 11 -2 = 6" MIN. SIZE HORIZONTAL PIPING 1 -1/4" MPG UP BACK SIDE OF COLUMN 2" BUILDING WATER (111 FU) DEMAND: SHELL & CORE = 62 GPM FUTURE T.I. = 17 GPM TOTAL = 79 GPM DOMESTIC WATER BACKFLOW PREVENTER LOCATED OUTSIDE BUILDING, SEE CIVIL. Dyy UNDERGROUND PIPING ONLY NOTES: 1. REFER TO COMPLETE PLUMBING SYSTEM DRAWINGS FOR DETAILS 2. PLUMBING FIXTURES SHOWN ONLY FOR REFERENCE AND ARE NOT PART OF THE BELOW SLAB ��� SCOPE. SEPARATE s FEB 1 z_ J z LL MECHANICAL CONSULTING EIVED 6 2010 PERMIT CENTER APPROVAL REQUIRED ILI U H- E_ 1 1 E1 E1 A .., A.-....-.1., 1 ' J 4 V ILI 0) m u) w a PERMIT SET A z m a 0 in 0 N 0 JOB NO. 00101 SHEET P2.0 L_ 2" CW STUB —OUT (FUTURE T.I.) "CW UP 3/4" HW UP 1/2" HWC UP MOUNT WATER HEATER ON 1\4" HIGH PAD W /GRAIN PAN. PIPE DRAIN TO JAN. SINK 1 0 k JI 1/2" CW UP /DN 1/2" HW UP /DN 3/4" CW 3/4" HW 1/2" HWC 2" CW STUB —OUT (FUTURE T.I.) BATHROOM WATER PLAN SCALE: 1/8' =1-0' TERMINATE OVERFLOW 1" BELOW SOFFIT 4" WASTE UP /DN. TERMINATE 11' -0" ABOVE FINISH FLOOR WITH CAP IN CEILING VOID 4" WASTE UP /DN. TERMINATE 11' -0" ABOVE FINISH FLOOR WITH CAP IN CEILING VOIQ a 2" RL UP /DN (1,060 SF) / SKYLIGHT p a ❑ a 1) FIRST FLOOR FF = 29.70' a o a ❑ a a a a a ❑ a a a Q FUTURE OFFICE €,^ 6"-RL UP /DN (21,335 SF) 4" WASTE STUB —OUT WITH CAP 4" VENT UP ELECT. 4" WASTE ABOVE FLOOR - SKYLIGHT 4" WASTE STUB —OUT WITH CAP BATHROOM WASTE PLAN SCALE: 1/8' =1' -0' "7-1-0) a a L__ TERMINATE OVERFLOW 1" BELOW SOFFIT I-F P L 2" RL UP /DN (700 SF) -- —a-- a p.._...._ _..___.....p_._......._.._..._p SKYL I � GHT a ---- ---- - -2" 4" RL UP /DN (11,140 SF) MPG 6" DRAIN FOR FIRE SYSTEM. TERMINATE 36" ABOVE FLOOR. PROVIDE TRAP PRIMER MPG 2" CW STUB -OUT (FUTURE T.I.) PASSAGE A 7 CWDN L SHUT-OFFi AND PRV 4" WASTE STUB -OUT W/ CAP, 2 PLACES 4" WASTE DN WITH CLEANOUT FIRST FLOOR PLUMBING PLAN SCALE: 3/32' =1-0' a a a t a a a a 0 a 0 a GAS METER W/ EARTHQUAKE VALVE MAIN BUILDING, LOAD = 1,150 MBH, 2 PSIG. UNDERGROUND LOCATE GAS METER RELIEF VENT THIS SIDE OF COLUMN 1 -1/4" MPG DN T::tooLILI PARarF R MITAND APPROVAL REQUIRED RECEIVED FEB 16 2010 PERMITCENTER C13387 4)EGISTS`0 °61 ... SUITE 202 lii U la 00 Andover L L m cn W a PERMIT SET A A z a, w Q 0 0 N 0 JOB NO. 00101 SHEET P2.1 • 2" CW STUB-OUT (FUTURE T.I.) (8D 2n6 1/2" CW DN 1/2" HW DN 2" CW STUB-OUT (FUTURE T.1.) LI 208 ........ BATHROOM WATER PLAN SCALE: 1/8..1-0' TUKWILA SIZING REQUIREMENT 1"/Fq RAINFALL CALCULATION: Losq SF ROOF AREA UPC [TBL 11-1 = 2" MIN. SIZE DRAII■ OR VERTICAL PIPING RD 1 RN a. 0 0 Al SKYLIGHT •••••••• 209 4UV 05 • 0 207 2" VENT 4" VENT 6" VENT ELECT. WCO . . .................... I3ATHROOM WASTE PLAN SCALE: 1/8..1-0' -a- DN UP STAIR #_1 ( 202 MPG 1" MPG UP a a 0 MPG 6" MPG 4" RL UP (11,135 SF) 2 PLACES 6" RL DN (21,335 SF) MPG MPG RL RL 6" U MPG FUTURE OFFICE 201 RL 6" MPG SKYLIGHT MPG MPG 4" RL UP (10,200 SF) 2 PLACES a SKYLIGHT HALL 205 0 MEN o WOMEN 20• MPG MPG ELECT. 208 MPG U TUKILA SIZING REQUIREMENT 1"/HR RAINFALL CALCULATION: 700 SF ROOF AREA UPC ilk 11-1 = 2" MIN. SIZE DRAIN OR VERTICAL PIPING R D1 0 0 SKYLIG SECOND FLOOR PLUMBING PLAN SCALE: 3/32'.1-0. 0 MPG 4" RL DN (11,140 SF) 6" D. 0 a 1" MPG UP 4" RL UP (11,140 SF) 2 PLACES MPG 1-1/4" MPG DN STAIR #2 203 3/4" CW DN 3/4" CW UP a 0 TERMINATE OVERFLOW 1" BELOW SOFFIT 3 PLACES to4 oil/4 SEPARATE PERMIT AND APPROVAL REQUIRED RECEIVED FEB 1 6 2010 PERMIT CENTER Air 44) ('y' '•;( 3387 1 . �'�,6 /rsGlsT 'p . SUITE 202 = R A N K L I N KIRKLAND, UJA 9&033 ILI .11_ 0 Bing TWO s-1 ) Andover kwila, WA I ..-- r1 4 0 ILI (5) ai E PERMIT SET g A a, 61 2 o in o k-Z, 0 JOB NO. 00101 SHEET P2.2 UNION F- MPG DIRT LEG GAS SHUTOFF, FULL SIZE BRANCH WITH SCREENED RELIEF TO OUTDOORS GAS CONNECTION DETAIL WITH GPRV SCALE: NONE SINGLE PLY ROOT NG ON RIGID :NSULA ON ON METAL DECKING CRICKET CRICKS: lart/Z4 4" lig MPG DN 1-1/4" 500 MBH ////ff/f///f. MP GPRV 1 1- 500 MBH SCUPPERED DRAIN TO ADJACENT ROOF BY OTHERS 4" CONC. ISOLAJ ON PAD ON METAL DECK'G SLOPE SLOPE SLOPE TUKWILA SIZING REQUIREMENT 1 " /HR RAINFALL CALCULATION: 11,135 SF ROOF AREA UPC TBL 11 -1 = 4" MIN. SIZE DRAIN OR VERTICAL PIPING TUKWILA SIZING REQUIREMENT 1 " /HR RAINFALL CALCULATION: 10,200 SF ROOF AREA UPC TBL 11 -1 = 4" MIN. SIZE DRAIN OR VERTICAL PIPING TUKWILA SIZING REQUIREMENT 1"/HR RAINFALL CALCULATION: 11,140 SF ROOF AREA UPC TBL 11 -1 = 4" MIN. SIZE DRAIN OR VERTICAL PIPING 22 GA. PREHNISHED METAL COP NG ( gale Two Story\00101P2.3.dwg, 2/5/2010 3:45:50 PM ROOF PLUMBING PLAN SCALE: 3/32' =1-0' RECEIVED FEB 16 2010 PERMIT CENTER ' 1 ,, �rA 13387 _ ')n• Ui a. WA 981 iX ii'- Ui CD m u) w a PERMIT SET Agi a a 102 -05 -10 JO NO. 00101 BEET P2.3 / HW HWC CW 2ND LEVEL 3/4" HW 3/4" CW HWC PIPE 1 /2" HWC < <- 1ST LEVEL Nri;) ,131 I - .,,,,,,9: 2" CW STUB -OUT (FUTURE T.I) BUILDING WATER RISER SCALE: NONE FLOOR SHUT -OFF (TYP.) 2" CW TO RESTROOMS, (TYP.) 3/4" HW TO RESTROOMS, (TYP.) 2" CW STUB -OUT (FUTURE T.I) 2ND FLOOR N 1 -1/2" DF WC01� ,,, LAV 4" WASTE STUB -OUT (FUTURE TI) 2 PLACES I\ I \ I ILAV �1 ILAV LAV „ 2 "1 \ \ I 1\ I I \ URIN URIN .3" 1 \ I \ I \ I WC IN FD r\ 1 -1/2„ 1 \ \I 2„ \ DF1 I �I \\ 1ST FLOOR WCO` „ I LAV �- 2 /`� LAVA / I LAV LAV r 3„ FD 2” 1 WC 2 "1 ■ URIN „ 2" URIN I I 4 2 "I 3" WC WCO 1. 1' C I \� I- \ FD I2„ I _WC FD WCO WC 4” 3 „ PUBLIC BATHROOMS WASTE RISER CONNECT TO SINGLE VTR \ 2" 2ND FLOOR 1 ST FLOOR 9 2" ALTERNATIVE SINGLE VENT FOR JANITOR SINK If JANITOR SINK RISER 4" WASTE CAP FOR FUTURE T.I 2ND FLOOR 1 ST FLOOR 4 If WCO X10- Oily T.T. WASTE RISER TYPICAL SEPARATE- PERMIT AND APPR REQUIRED RECEIVED FEB 16 2010 PERMITCENTER v 1 1 t4Q7 625 FOURTH AVE Ui U L EL 00 Andover Uiaai 4 0 ILI m W a PERMIT SET a 0 in 0 , N 0 JOB NO. 00101 SHEET P3.0