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HomeMy WebLinkAboutPermit D08-363 - SEGMENT 1 - BANK OF AMERICA - BUILDINGD08-363 Bank of America 320 Strander Boulevard Due to the file size, this record has been broken down into 4 segments for easier download. Click on the following links to review the permit segments: Segment 1 - Bank of America — Building D08-363 Segment 2 - Bank of America — Building D08-363 Segment 3 - Bank of America — Building D08-363 Segment 4 - Plans - Bank of America — Building D08-363 BANK OF AMERICA 320 STRANDER BL 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 CERTIFICATE OF OCCUPANCY This certificate is issued pursuant to the requirements of Section 110.2 of the 2006 edition of the International Building Code. At the time of issuance, this structure or portion thereof has been inspected for compliance with the requirements of this code for the occupancy and division of occupancy and the use for which the proposed occupancy is classified. Building Permit No.: D08-363 Occupant/Tenant: BANK OF AMERICA Building Address: 320 STRANDER BL, SUITE NO. Parcel No.: 6364200010 Property Owner: WESTFIELD PROPERTY TAX DEPT PO BOX 130940 , CARLSBAD CA 92013 Use: BANK Occupancy Group/Division: B Type of Construction: V -B Automatic Sprinkler System: Provided: Y Required: Y Design Occupant Load: 71 BUILD ING1V211(f IAL D THIS CERTIFICATE TO BE CONSPICUOUSLY POSTED ON THE PREMISES CityOf 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 Parcel No.: 6364200010 Address: 320 STRANDER BL TUKW Suite No: DEVELOPMENT PERMIT Permit Number: D08-363 Issue Date: 10/28/2008 Permit Expires On: 04/26/2009 Tenant: Name: BANK OF AMERICA Address: 320 STRANDER BL , TUKVVILA WA Owner: Name: WESTFIELD PROPERTY TAX DEPT Address: PO BOX 130940 , CARLSBAD CA 92013 Phone: Contact Person: Name: BRIAN VAN STIPDONK Address: 1200 6TH AVE SUITE 500 , SEATTLE WA 98101 Phone: 206-654-2129 Contractor: Name: SWINERTON BUILDERS Address: 260 TOWNSEND ST , SAN FRANCISCO CA 94107 Phone: 415-984-1248 Contractor License No: SWINEB*992DR Expiration Date: 12/28/2008 DESCRIPTION OF WORK: NEW SINGLE STORY 7451 SQ FT BANK BUILDING WITH 4327 SQ FT DRIVE UP ISLAND UNDER CANOPY ROOF (SEE PW08-116 FOR PUBLIC WORKS APPROVAL OF INFRASTRUCTURE) Value of Construction: 1,281,446.40 Fees Collected: $13,663.20 Type of Fire Protection: SPRINKLERS/AFA International Building Code Edition: 2006 Type of Construction: V-A Occupancy per IBC: 8 **continued on next page** doc: IBC -10/06 008-363 Printed: 10-28-2008 City ATukwi1a 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 Permit Number: Issue Date: Permit Expires On: D08-363 10/28/2008 04/26/2009 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: N Permit Center Authorized Signature: Private: Profit: N Private: LutdirThi Public: Non -Profit: N Public: Date: to -?_k -o0 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 the construction or the Signature: permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating erformance ofyugrk. I am authorized to sign and obtain this development permit. Date: 10 -29:, -DE Print Name: C�d,� V �'C7c)'rF 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 -10/06 D08-363 Printed: 10-28-2008 Parcel No.: 6364200010 Address: Suite No: Tenant: 0 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 320 STRANDER BL TUKW BANK OF AMERICA PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D08-363 ISSUED 07/08/2008 10/28/2008 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall be required. 6: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 7: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 8: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 9: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 10: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 11: New suspended ceiling grid and light fixture installations shall meet the non -building structures seismic design requirements of ASCE 7. 12: Partition walls that are tied to the ceiling and all partitions greater than 6 feet in height shall be laterally braced to the building structure. 13: Readily accessible access to roof mounted equipment is required. 14: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 15: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke -developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or doc: Cond-10/06 D08-363 Printed: 10-28-2008 floor finish. 0 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: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 17: All wood to remain in placed concrete shall be treated wood. 18: Masonry construction shall be special inspected. 19: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 20: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 21: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 22: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 23: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 24: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 25: ***FIRE DEPARTMENT CONDITIONS*** 26: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 27: 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) 28: 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) 29: 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) 30: 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) 31: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that doc: Cond-10/06 D08-363 Printed: 10-28-2008 0 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 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) 32: 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) 33: The path of egress travel along a means of egress shall not be interrupted by any building element other than a means of egress component as specified in this chapter. Obstructions shall not be placed in the required width of a means of egress except projections permitted by this chapter. The required capacity of the means of egress system shall not be diminished along the path of egress travel (IFC 1003.6) 34: 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) 35: 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) 36: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 37: 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) 38: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 mm) high with the principal strokes of the letters not less than 0.75 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 mm) wide except the letter "I", and the minimum spacing between letters shall not be less than 0.375 inch (9.5 mm). Signs larger than the minimum established in section 1011.5.1 of the International Fire Code shall have letter widths, strokes and spacing in proportion to their height. The word "EXIT" shall be in high contrast with the background and shall be clearly discernible when the exit sign illumination means is or is not energized. If an arrow is provided as part of the exit sign, the construction shall be such that the arrow direction cannot be readily changed. (IFC 1011.5.1) 39: Aisles leading to required exits shall be provided from all portions of the building and the required width of the aisles shall be unobstructed. (IFC 1013.4) 40: In Group B and M occupancies, the minimum clear aisle width shall be determined by the occupant load served, but shall not be less than 36 inches. (IFC 1013.4.1) 41: 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) 42: 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) doc: Cond-10/06 008-363 Printed: 10-28-2008 0 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 43: An approved automatic fire sprinlder extinguishing system is required for this project. (City Ordinance #2050) 44: U.L. central station supervision is required. (City Ordinance #2050) 45: All new sprinlder systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 46: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) 47: All exterior components of sprinkler systems should be painted 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: 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) 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: A supply of spare sprinlders (never fewer than 6) shall be maintained on the premises so that any sprinklers that have operated or been damaged in any way can be promptly replaced. These sprinlders shall correspond to the types and temperature ratings of the sprinklers in the property. The sprinklers shall be kept in a cabinet located where the temperature to which they are subjected will at no time exceed 100 degrees F. A special sprinkler wrench shall also be provided and kept in the cabinet to be used in the removal and installation of sprinklers. (NFPA 13-6.2.9.1, 6.2.9.2, 6.2.9.3, 6.2.9.6) 51: Escutcheon plates used with a recessed or flush -type sprinlder shall be part of a listed sprinkler assembly. (NFPA 13-6.2.7.2) 52: When the sprinlder 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: 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) 54: The height of fire department connections (FDC's) shall be 36 to 48 inches above grade. 55: 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 and protected from potential vehicular damage. 56: Fire department connections (FDC's) shall be located within 50 feet of a fire hydrant. 57: When subject to vehicular damage, protective guard posts or curbs are required around all gas meters, electrical transformers, sprinkler valves and hydrants. Posts and curbs are to be painted yellow. (City Ordinance #2052) 58: 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. 59: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72-5.5.2.1) doc: Cond-10/06 D08-363 Printed: 10-28-2008 0 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 60: 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) 61: 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) 62: The installation of wiring and equipment shall be in accordance with N.F.P.A. 70, Article 760, Fire Protective Signaling Systems. (NFPA 72-1.3.3) 63: Remote indicator lights are required on all above ceiling smoke detectors. (City Ordinance #2051) 64: Remote alarm annunciation indication is required if the control panel is not visible from the main entrance. (City Ordinance #2051) 65: 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) 66: Dedicated fire alarm system circuit breaker(s) shall be equipped with a mechanical lockout device. (NFPA 72 (4.4.1.4.2.1)) 67: In areas that are not continuously occupied, automatic smoke detection shall be provided at each fire control unit(s) location to provide notification of fire at that location. (NFPA 72) 68: The reset code for the fire alarm panel or keypad shall be 1-2-3-4-5. The reset code shall not be changed without approval of the Fire Marshal. The reset code should be permanently posted at the keypad. (City Ordinance #2051) 69: An electrical permit from the City of Tukwila Building Department Permit Center (206-431-3670) is required for this project. 70: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinlder 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: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 72: 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. 73: 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) 74: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 75: Fire hydrants shall be oriented in the direction of fire apparatus access. 76: Fire assemblies shall not be obstructed or otherwise impaired from their proper operation at any time. (IBC 715.1) (NFPA 80) 77: 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 doc: Cond-10/06 D08-363 Printed: 10-28-2008 0 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 prevent motor vehicles from contacting the hydrant. The guard posts shall be either steel pipe (minimum 4" diameter) filled with concrete or concrete (minimum 8" diameter). Posts shall be 3 feet from the center of the hydrant and shall not be in direct line with any discharge ports. Posts shall be 6 feet long; 3-3 1/2 feet shall be buried. Painted finish shall be the same color as for the applicable hydrants. The 4 -foot circumference around the hydrant will be a level surface. (City Ordinance #2052) 78: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 79: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 80: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 81: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. **continued on next page** doc: Cond-10/06 D08-363 Printed: 10-28-2008 o ! 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 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 provision of any other work or local laws regulating construction or the performance of work. Signature: Print Name: d fG Date: L 0 —Z g ^ DS doc: Cond-10/06 D08-363 Printed: 10-28-2008 CITY OF TUKWILP Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 1,1fp:;hr tt-tiv. ci, lukwila. wa. yrs Building Permit No. tog - 363 Mechanical Perrnit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. (For office use °nit) 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.: Site Address: ',Ir./ •01 - Tenant Name: ''J.�,r.1If— r?P°.G»t-te42-+v - Property Owners Name: Suite Number: Floor: New Tenant: ❑ Yes .. No Mailing Address: c rAccA-No-tt t (466 t44z-t.Pr.r,l_, ( '94405 City Sure Lip CONTACT PERSON - who do we contact when your permit is ready to be issued Name: t , i.iA.a-A Mailing Address: (2.ot7 644 4.‘6- .47k. t t,t7 Day Telephone: 7.-060 • <y st,1" -*Z.114 City VIA- S tatezip J,Iol E -Mail Address: t6(r,t,,.,,J,an.,344htec tt...,@,,la r,. r,..A,ar-4 Fax Number: GENERAL CONTRACTOR INFORMATION — (Contractor information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Mailing Address: city Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: state Zip ARCHITECT OF RECORD - Ali plans must be wet stamped by Architect of Record Company Name: 1At tri--- Mailing Address: Mot, - •'‘,"{-r•-• Contact Person: E.11M-,�{tr t flt�,_, E -Mail Address:004;N..1a,,,JAs-v•it';aor.. Cit- State Zip Day Telephone: Z,et.. to.�.ij.. X -1 Z-41 Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Mailinu Address: Contact Person: E -Mail Address: Nom' Q `Apphr.nani,) or p,s.Appheatinnx On lintU•200e . Permit Appliutinn dot lie'ssod v-2,104 hh cit. Day Telephone: Fax Number: Suite hip Page 1 of 4 jiUILDING PERMIT INFORMATION- 206-431-3670 Valuation of Project (contractor's bid price): $ "7t4.1.47,.51e ttp, --- Existing Building Valuation: S Scope of Work (please provide detailed information): ' 'tea,.,l,p. mew lam. ,A tie.vvi.rf „ie,-..54,,cs4 4Afrit,tG9+5 rt4.44-�i3uG4rs- i-,sir.;ci•C,S,e,�itida:-.;.ay.,,'6i,Pt woa- 1(44,+:.*S'jaS411e taaa ►s4err,Ae uV+.;A.>4 "3,1 Will there be new rack storage? 0 Yes j,. 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) 'Fur an Accessory dwelling, provide the following: Lot Arca (sq ft): i'grmjli Floor arca of principal dwelling: Floor arca 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: �o Compact: lam. 1 Fandicap: Will there be a change in use? 0 Yes No If "yes", explain: FIRE. PROTECTION/HAZARDOUS MATERIALS: Sprinklers rg,Automatic Fire Alarm 0 None 0 Other (specify) Will there be swrn¢c or use of flammable. combustible or hazardous materials in the building? 0 Yes ❑ 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. o W reran won. fom,-Appliceacros On Llncii-2006 • Pc, mit Appl tcucm dw kc.ued 4-200o Pagc 2 of 6 Existing Interior. Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC lu Floor -4461 .6*- did Fut tr{ dotx4� e?,0 [�— 2'4'Floor PA- P Floor Floors __ thru _ __. KA - Basement Wa Accessory Structure* l Attached Garage Detached Garage Attached Carport • 1441.- +{MDetached DetachedCarport t-4,dtr Covered Deck Nb- lincovcred 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) 'Fur an Accessory dwelling, provide the following: Lot Arca (sq ft): i'grmjli Floor arca of principal dwelling: Floor arca 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: �o Compact: lam. 1 Fandicap: Will there be a change in use? 0 Yes No If "yes", explain: FIRE. PROTECTION/HAZARDOUS MATERIALS: Sprinklers rg,Automatic Fire Alarm 0 None 0 Other (specify) Will there be swrn¢c or use of flammable. combustible or hazardous materials in the building? 0 Yes ❑ 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. o W reran won. fom,-Appliceacros On Llncii-2006 • Pc, mit Appl tcucm dw kc.ued 4-200o Pagc 2 of 6 0 PUI3LIC WORKS PERMIT .INFORMATION — 206-433-0179 • Scope of Work (please provide detailed information): .)44- tea- rzi,t, % ,az y, ,S 4.0 'Pry.. •4r°Ptz.Q' iisCti.-*cam 1L.ssA-1tr3[...c6.t 4. 4 tat -4> Ara+apt 14.4. -.4ra 1.6.442 .4..14-.+S -Qo.c> atFr- 4rt4�L�� Call before you Dig: 1-S00-424-5555 Please refer to Public Works Bulletin #t for fees and estimate sheet. Water District Tukwila 0...Water District #125 0 ...Water Availability Provided r t istri 0 .. Highline ..Tukwila ❑.,. Va1Vue ❑ .. Renton ...Sewer Use Certificate ❑...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. Su milted with Application (mark boxes which anplv): Civil Plans (Maximum Paper Size— 22" x 34") ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report ❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) ❑...Traffic Impact Analysis 0...Hold Harmless — (SAO) ❑ ... Hold Harmless — (ROW) Proposed Activities (mark boxes that apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours 0 .. Right-of-way fisc - Profit for less than 72 hours ❑ ...Right-of-way Use - No Disturbance 0 .. Right-of-way Use — Potential Disturbance ....Construction/Excavation/Fill - Right-of-way Non Right-of-wayf=� G+y -( ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards '...Sanitary Side Sewer fit—Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ' ....Aackflow Prevention - Fire Protection t Irrigation Domestic Water $. ❑. ❑. ❑. ❑ .. Work in Flood Zone ❑ .. Stonn Drainage . Abandon Septic Tank . Curb Cut . Pavement Cut . Looped Fire Line '64...Permanent Water Meter Size... " ❑ ...Temporary Water Meter Sine.. ❑...Water Only Meter Size 0 ...Sewer Main Extension Public ❑ ...Water Main Extension Public WO# WO# WO # Private Private ❑ .. Grease Interceptor ❑ .. Channcliration ❑ .. Trench rxxivation ❑ .. Utility Undergrounding 0...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Linc Number of Public Fire I tydrant(s) ❑ ...Water ❑ ... Sewer 0 ...Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: Water Meter RefundfM(41R; Name: Mailing Address: State Day Telephone: Zip City Stare rp Q..Applicatiena4'otau-1pplicanons On Une:1.-+OO6 - Parma AnntiQuan doe Reviaad 9.2004 h5 Page 3 of 6 PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by litnitation. Building and Mechanical Permit The Building Official may grant one or more extensions old= for additional periods not exceeding 90 days each. The =tension 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). 1 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 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 Signature: Print N. AUTHORIZ . GE eo id 1 • 1i , Date: 7/02. A200 g / �-T A Day Te hone: 6://-0 '/311 Mailing Address:l�5r Mar -1'4f f S-., l P1jtYl 2ci c'? 981423 City State Zap Date Application Accepted: 1 8' is I Date Application Expires: 1 g Staff Initials: / 4 1 Q,ApplienatonOonna•AppltcattnnsOn!Ann 3.'fIu..Pv ut.Appltetiva.doc arvtscd. 9-20015 not Page 6 of 6 Parcel No.: Address: Suite No: Applicant: 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 6364200010 320 STRANDER BL TUKW BANK OF AMERICA RECEIPT Permit Number: Status: Applied Date: Issue Date: D08-363 ISSUED 07/08/2008 10/28/2008 Receipt No.: R09-00898 Initials: User ID: WER 1655 Payment Amount: $60.00 Payment Date: 06/16/2009 02:11 PM Balance: $0.00 Payee: CHAD CONE TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA - Authorization No. 07133A ACCOUNT ITEM LIST: Description 60.00 Account Code Current Pmts PLAN CHECK - NONRES 000/345.830 60.00 Total: $60.00 AYMENT ECEIVE' doc: Receiot-06 Printed: 06-16-2009 Parcel No.: Address: Suite No: Applicant: 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 6364200010 320 STRANDER BL TUKW BANK OF AMERICA RECEIPT Permit Number: Status: Applied Date: Issue Date: D08-363 ISSUED 07/08/2008 10/28/2008 Receipt No.: R09-00670 Initials: User ID: JEM 1165 Payment Amount: $60.00 Payment Date: 05/01/2009 03:34 PM Balance: $0.00 Payee: CHAD R CONE TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA - Authorization No. 00428A ACCOUNT ITEM LIST: Description 60.00 Account Code Current Pmts BUILDING INVESTIGATION 000/322.800 60.00 Total: $60.00 PAYMENT RECERIED doc: Receiot-06 Printed: 05-01-2009 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 Parcel No.: 6364200010 Address: 320 STRANDER BL TUKW Suite No: Applicant: BANK OF AMERICA RECEIPT Permit Number: D08-363 Status: APPROVED Applied Date: 07/08/2008 Issue Date: Receipt No.: R08-03633 Payment Amount: $8,282.50 Initials: WER Payment Date: 10/28/2008 01:50 PM User ID: 1655 Balance: $0.00 Payee: SWINERTON BUILDERS TRANSACTION LIST: Type Method Descriptio Amount Payment Check 00580935 8,282.50 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES STATE BUILDING SURCHARGE 000/322.100 000/386.904 8,278.00 4.50 Total: $8,282.50 doc: Receiot-06 Printed: 10-28-2008 • 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 Parcel No.: Address: Suite No: Applicant: BANK OF AMERICA RECEIPT Permit Number: D08-363 Status: PENDING Applied Date: 07/08/2008 Issue Date: Receipt No.: R08-02456 Payment Amount: $5,380.70 Initials: WER Payment Date: 07/08/2008 02:16 PM User ID: 1655 Balance: $8,282.50 Payee: GENSLER TRANSACTION LIST: Type Method Descriptio Amount Payment Check 110576 5,380.70 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000/345.830 5,380.70 Total: $5,380.70 4559 07/08 9711 TOTAL 5380.70 doc: Receiot-06 Printed: 07-08-2008 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION'� 6300 Southcenter Blvd., #100, Tukwila, WA 98188 i' {206)431-3670 Project 1: DF A Type of Inspection: 0 I. y A i Address: )1a SlY v it 6 if EvO Date Called: Special Instructions: ,^ 4 I 51 — (J ( 3 ti Date Wanted: +_ , I/ 1 ` S "--,A0)"--,A0)0 p.m. Requester: Phone No: LD ~ / T2 -2Y44 Approved per applicable codes. Corrections required prior to approval. CO MENTS: f it (1oniAPle-fe (i •vA 1 °el tbIkKiki 14 PQdv4, Inspec .A/4t F,,r� 7- z 3- o, Prior EQUIR $61.00 REINSPECTION FEEL to inspection, fee must be p. id at 6300 Southcenter Bl d., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit O 3'3 INSPECTI N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION �" J1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3 7 Proj Vt:AN1u0vflI tZleIA Type of Inspection: - 1 4 A L `J Address: q LD C.-4N,At- e- Date Called: ( Special Instructions: 1 7 Sep I LaL 1..c'C4e g,avv\ S)„.„..i,,)„...)t` Date Wanted: 7--1-5 — ()C1 (a i \O. -be Requester: Nj ed:"\06.3n Ae - Apfat J0 chi Phone No: OPficii-ct?ri�it"A-t� E; �1 rtL'� r( ElApproved per applicable codes. ['Corrections required prior to approval. COMMENTS: cpi A. 0(00-111.16-ippRt a Cick A; ;0N ^ A 9 PraleI- Q roof ,A`t.3S KI /A 0020k S heMA" ;,mac / .rd - is ininv -e kt 5 S=Ra,n‘viv e Al pWe3 sit ( 7-\-. oci 1 7 Sep I LaL 1..c'C4e g,avv\ S)„.„..i,,)„...)t` \ 1 �.1..1 "A4 e ( (, - S --0c7 8 coe,e. 'Aettures. Q,Atry nINl c.r c ': reSAaaP cl w- ec(_ ti I1,)047 Nj ed:"\06.3n Ae - Apfat J0 chi ff Ak� .1Co►.ISt�dr C ADA c -- Nl c OPficii-ct?ri�it"A-t� E; �1 rtL'� r( wwA s1. -e )01-01 Da I— t CG REINSPECTION FEE REQUIRED. Prior to inspection, fee must be 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 29 INSPECTION RECORD Retain a copy with permit cam -36,3 PERMIT NO. INSPECTION NO: CITY OF TUKWILA BUILDING DIVISION 'R- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36 Project: C %iNi4 k o r A Rte+ Type of Inspection: Sz-isP¢tJQ'tp tetu46 Address: 320 s-r-Rar e aL Date Called: Special Ins-tructions: / Date Wanted: 7 _- I Li , u 5 p.m. Requester: PhoneNo: a.0 --793-2-syy Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0-11/4-9A klt ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. InspectoCM Date:.._ (li v C J `T Receipt No.: Date: 23 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit /7L OO'343 PERMIT NO. ProcAr f- a �� •L 15 p �t Type of Inspection: p e J C� �,r $u3�'�dC Address: _ 3 Date Calle Special Instructions: Date Wanted:? — %v O �d.m. p.m. Requester: Phone .3 ` ZS 4 a ® Approved per applicable codes. orrections required prior to approval. COMMENTS: (: ` ( g--Alc"l •e elf QF ice -4/ J ! /— /- _'J 0tr:J1=-TLRv ieJ/-%'c It4A JJ1,Ie.1 0 tr : J E-- TIA R.) if • ,Aril' 44^'-1( 4-12-- -S�1ALQ 1'S S e - d:fJ AJ i4 A A J /rit khi TIN 46 3pl: Ak ei p ." 11 :s' P l�JeS .T c ..--- 1 Inspect r: Date: El $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 NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit 4DB -363 PERMIT NO. ProjArdc iy k c4 Type of Inspectio n ��l t Addrss o � 6. A Q�-.r Date Calle Jr �� �'(,.I t Special Instruction 0 34 dAsi A ./.."t Y1� " ° � p ds, -`t �'f Date Wanted:. J . . + v p.m. Requester: Phone No: _ ZoCT:,-41g'5-007 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: b i -D tbvF--42_— W<<< -tv'3 e -TA ...e. c? c; ,,,J\ - p4.71- • 4 ( A y'vo,t J,./ 4, 6-a bf. 31%00-l'k , $ V- A . aft" '?.- n 1 ;i .A / d ,if Ao� C p r(: - r �cs,t4-� 0 Q1- �]j d LJeJ / _....---. A a Inspect Date: r-acd E] $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 2- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Projg: jc.of4,L(_.pf. Type of Inspection: y YP St�.S 4 C� �r . 3� Address: Sly -!-A 41F—r Date,Called: I Special Instructions: Date Wanted: -7.--(0-61 C -1'[.I Requester: Requester: ri Phone No: Z4C-1f 3 — 2541 Approved per applicable codes. ElCorrections required prior to approval. COMMENTS:b v til pftf---0`, P�f Or\ DPI`. A -J- C -1'[.I 4rG ri pin ifs ,,i ( 3 L- l-Aei u : XJ M Sic. r� 4�. �. 4.L �` — �3(� S �t .ei ei A Inspeyfor: Date: ( of ri $60.00 REINSPECTION FEE REARED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit 6o-36,3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Proj t J -r A- v ' AlitiC T 'TO Le.lJAi 5rw,,eT-'JC A..I3jirpd� /v Type ofInspection:-' 111 .] l r -ref e S� JF st r "Aa -x AtiN i cry.,: Address: 3 7,4 s/aAoE 13L/ Date Called: J-) Special Instru ns: � r syl� Yf T; D 2 Sr; it 0,�.� env Je,1 . r 1 r Date Wanted: 5. - _ 0 4 m. Requester: Phone No 1/0 :6 _ r/q3 -26-41 Approved per applicable codes. Corrections required prior to approval. COMMENTS:4 /00 4 4,31 itd.k 4 G r. nS 7, A-{ f 'TO Le.lJAi 5rw,,eT-'JC A..I3jirpd� /v P,...Ate tiear. r 41 Lai -Live sr, f n $ r'tC £ S . 4 /ate,' t.fJsr -ref e S� JF st r "Aa -x AtiN i cry.,: md(-Dr Sit j rFr e:to,•(f a l 4race Arait e. ip df- tJAII 4 01' i'D k.1(c, e&.s( Feer -le G(4% 5I\1''ij do MA,''1 ru" A,..y, J-) ptr-i Af rbU;tai J k 1 -- 5%1( Aea 1 I,AfS • i -Lit t:irc v,� f :-?i,-7), .K. l A P p At .� , S l e t...r (Q f )" d l c/) A P (//.,..... tti 67 . Inspect r: 4._ Date: El $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: l • 1 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION L 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 PrAct: (� IA1\I O -t AMef-"°4 Type of Inspection: bjAI ( te00-04 61ogb9U Address: 3Z0 S'rPq&OFR r3 L -- _Special Date Called: ' � tl�i '� I S% ' � w R ! t % Special Instructions: Date Wanted: Iii I o411`1P.m. t Requester: \ tee.+^ Phone No: e-e-,--7613-2.�41Y ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: p A. i VW: i It Silo -4441A( iSbeiry Oevfri e 16 -f-e 7 ' � tl�i '� I S% ' � w R ! t % Era r i? 1 ni 6 J.J 1,%.24j IA 42 Y P c t l -?,u& L o { 1 'v \ vo t i ""S.1 1r iii \ tee.+^ N. I , s pect q r: 60.00 REINSPECTIOEE R paid at 6300 Southcente}}r Blvc Date: fiUIRED. Prlior to inspection, fee must be :,Suite 100. Call to schedule reinspection. Receipt No.: Date: /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 L c8 -J63 Project: 6 0 4 Type of Inspection: G. 9 // f ,,,..5-7//4,77-0-(1 Address: 3.2-0 Sr'4iJaF2 Date Called: Special Instructions: Ae_S546.9 Date Wanted: — - 05 .133 p.m. Requester: Phone No: 206,- 7 3 3-z-`7`% gApproved per applicable codes. El Corrections required prior to approval. COMMENTS: Cm// 4 f.Ai a -44, del h.i1Aej nspect r .44.4, 4 ❑ $ .00 REINSPE ION FE EQUIRED. rior to inspection, fee ust be 300 Southcenter Blv , Suite 10 . Call to schedule rein pection. p dat6 Rece t No.: Dat - Date: 11 INSPECTION NO. INSPECTION RECORD Retain a copy with permit bob -363 1\‘\(_ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 South enter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project: J vJIL Of Anikf 1.(60 Type of Inspection: i R A►M% t-I?fiMN‘JU - LAI Al(a..,..I - A,f vl.e. 7 Address: -3 20 SI–TZ ANDES Date Called: n �O � F '. Ci� i `txj.4 k 1c... 1.,1/4,-,k\ ,Nic-c c� . Special Instructions: Date Wanted: .1 —II _ 0'. '. 1+t4 rJ S� i ‘Kg f p.m. Requester: -` - & l.J Q'L - Phone No: i' . -- " J `Ir -7 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: p a . t-I?fiMN‘JU - LAI Al(a..,..I - A,f vl.e. 7 0\4 -' o i J au (. Arf____, n �O � F '. Ci� i `txj.4 k 1c... 1.,1/4,-,k\ ,Nic-c c� "Se'� c.- LA2 dt i (A i\A.i(j N t S fe @ 'F-► ) 1+t4 rJ S� i ‘Kg f cis AA. <(1 V, .P -` - & l.J Q'L - Date: - ul .00 REINSPECTION FEE REQUII(ED. Prioh to inspection, fee must be p id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit Do8-36 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION I'L 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 UR Project: 8 0 4 Type of Inspection: Fg4 psdi v Co Address: 32o S Ti?"litAXe., Date Called: Special Instructions: Date Wanted: 4,/^3o-6Cy p.m. Requester: Phone No: .2o4, --n - Z.54/L/ /" cAi5 EiApproved per applicable codes. 12ICorrections required prior to approval. Z COMMENTS: AM- - g/4 d % ,1,Y/7, ¢ /7) J sh -t✓ 7 j /" cAi5 e-- - je{tei or Date: 4444", 1 A-/ 70— 07 1416 x.00 REINSPECTIONIEE REQUIRED. Prior to inspection, feemust be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Recei No.: • Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1(2'" 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project,Type -S /4 a/,4,P,/"if of Inspection: , 401/4/6 Address: 3 20 — STS %4) /- Date Called: Special Instructions: Date Wanted: 4/— 2 gi3 - U s' arm p.m. Requester: 1 Phone No: aaG-713-2'�0-/- ElApproved per applicable codes.`Corrections required prior to approval. COMMENTS: _ / /S,...,0"-,..5-%'�j S /Vit / k ' /t/� flJ/ - -'-Dis ',vv spt i Z/ot" R!I `C 1 C I.-- or: It Date: . REINSPECTION F REQUIRtD. Prior to inspection, fee must be .'tat 6300 Southcenter B lvd., Suite 100. Call to schedule reinspection. Reipt No.: Date: r r • INSPECTION RECORD -Retain a copy with permit 4146-363 INSPE ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project: /� 4.4., L d-1 A 4 Type of Inspection: F/2q �►i �tl 6. Address: 32 0 -- i? q /O dl... Date Called: Special Instructions: � ,-- elittAi .l - 1�,4-i,,-4-• Date Wanted: cg) Requester: P2oNg:— 753 z SYy ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: p jo . (o✓;6( Z bs.J•„me..l e— 6.441( .%ash' ('Q r c( Z— b f4lAJF J -'F- 1:11404 "� /-E. ,?'' ,��- 4 pPkovid ; � ,-- elittAi .l - 1�,4-i,,-4-• - , �J� --it--1? Q.44.4./4. - 4` 7 1 ee 1. Date: AbwittC,A.11 2 7- $60 la REINSPECTI014 FEE REQUIIt'ED. Prior to inspection, fee irtust be pa':T.t 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Recei o No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -?6 0 �3 `x-363 Proje&i, or Type of In pection: v4 Address�j it Date Called:J�,Aritgteit Special Instructions: Date Wanted: 124 07 a.m. Requester: Phone No: 0 6a -P i.-(46 / ❑ Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: P44 0 6a -P i.-(46 / a- -ro A A4.11E1414" )6LLP t-'( ( (., iFfvwu1'e}— Date:°Sfi°7 aiy El $60.00 REINSPECTION FEE EQUIRED. Prior to inspec on, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: Date: 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION R' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-'3 1DdS-36�, Pro ct: (31kYN) e- OF NApdiC.1� Type of Inspection:t!\ .%S / _vt W At' fS6/00.%)//414A.. Address: 3 20 S -c f2 Aviv pG Q 8) , Date Called: Special Instructions: 4MvqY Date Wanted: �+ Z 3 — 0 '7 ,1:.-0.H— p.m. Requester: Phone No: &CNC,".-7i3-2sgy ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: H A , shedAl.4r0.w'c j (; r. et z — 2 To % P x T -.- 4---7/// iii t" iv/ ..1,,, ,`i, 7:96 t: 6/�► -' oZ TU G Atl.`S�� Y/ 4q.r/t ik/ / ,i / i `� 44 -/4 l / I�-i�•e ijof;4f6 - Tb %� # c Sii0, �/'► X11 A 'isi 4MvqY specto Date: $ REINSPECTION FEE RE 1 UIRE4(Prior to inspection, fee must be at 6300 Southcenter Blvd., 3Suite//Ij00. Call to schedule reinspection. Recei : t No.: Date: /7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit L) L7 63 PERMIT NO. • It - Probe : A.be ' 714/1"//61 &A -i Type of Inspection: /R //�SAE,f i4j;l/f 44,4 Address: _fid 5—TR R ND F /'/._ Date Called: Special Instructions: ....,441- y �►s lc ss, at.- 5- Date Wanted: x-22- US' p.m. Requester: Phone No;. o - 7 C3 25y'/ 0 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: J2%- X.'$ rill 449W/1 1-afiA/ 1 °'x`9 0.00 REINSPECTIO FEE REQUIRED. at 6300 Southce ter Blvd. Suite pect Prior to inspection, fee must be aid 100. Call to schedule reinspection. Receipt No.: Date: Y INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit X0:163 PERMIT NO. K. (206)431-3670 Probe Type of inspection: Address: .32o _57 i241JO(- Date Called: Special Instructions: Date Wanted: 2 t� —O m. Requester: Phone No: 793-2/-( /-( . ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: P-11 )6 /de i,,.[ (o ,lis -AJ 6 Date: Y-42 ❑ $6 REINSPECTION FEE R } r UIRE6.. Prior to inspection, fee must be p at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit Projekt:of 4- J Type of Inspection: (o -e 4 Zrujo.e` %' /.. W./eI.7 Address: 324 shrA,,t ok/ R Date Called f.. r .z- '" 7 Special Instructions: St 2 s ,4PS @ Z �� #V St1444 4/ %')r'`'11 ' .4- .e...4 erf. 0s- k 2 "o. (. 41"' �-'�o ,tt s0 -G Aati @ n a...)s Date Wanted: .4 - Z! Q O ! ---- a m - p.m. Requester: -r r� r re"..s rsu 4 %) eat , 711 e� 11A-ve Phone No: f 24) (0-- `i 93 314 - 2 �6 i ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS:7 k S 4'�l v • AV' i eye it, Iv tot L31( Zrujo.e` %' /.. W./eI.7 (0i .'71-1) r r . O`C - o dt 5:(ge. (,f, �9 D 3.3 - t P f 0 ....5ke -" S a-64 # 3 f e' .` 5 to -1 77)1+( A s,`/J , JCA; Z;)C Ca 6..1 et, S. k vF -r r� r re"..s rsu 4 %) eat , 711 e� 11A-ve N. /dyer ) A-cE „eel !g.ea s —om r 9,1;-v - ..S (e fC A @nl b1 / t,} c i M*,`` r: /eJe Mtf(?J a, e- u .( :/p -c Insrct'b Date:. ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. .3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit &'8363 PERMIT NO. Proj t: AP 4/Vie Dor 44M/1(4 Type of Inspection: G.r/.9 / / _5—h '4 1144 /s/fP Address: 320 S'J—RA�t/)' < Date Called: Special Instructions: Date Wanted: nte� -6 9 a rp� �-� Requester: Phone No: 4604 --75'3-zsyy 0 Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: 70 r,. 62 skti-z-- &Alb i 3v.€ 2-q f “frilfr Inspector. Date: V— 1G-409 REINSPECTION FEE RE UIRED. 1-ior to inspection, fee must be at 6300 Southcenter Blvd., ', uite 1 Call to schedule reinspection. Re pt No.: Date: so7 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 Da -343 Project: Fm VA T of Inspection: MA/b li j Sktikik 1 Address: 320 r �v kA Date Called: Special Instructions: Date Wanted: AMO p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: fit Z - t tp 1,14t 2 - $o rol gt't• onhl Inspector:j ec Date: oq,o D r7 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee m(lst be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • INSPECTION RECORD Retain a copy with permit INSPECTI'N NO. PERMIT NO. 10 L. - b03 -g6 -6 CITY OF TUKWILA BUILDING DIVISION 401, 6300 Southcenter Blvd., #100, Tukwila, WA 98188 '(206)431-3670 Pro ct: >ANIlt 0g AIM J(C4 Type of Inspection: WAtk 41.0 AtvtinS /S1^44,/ Address: 32.-0 S; R ANf3> B( - Date Called: Special Instructions: Date Wanted: '-1 -- \ 0 - O S P.m. Requester: Phong NoD .3- U to -'1.1 F- z 5 -1-1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: tJ A . Co - c:0 Sof 8OJS_ .T fan Oct r44k -Co.,- .... C. G.12_ ins-KMc (4,4 WS. U- I-6 :-..., .> S w.1- 9 kT S4u2.+-✓ Q+4- sk.5.4 C)..,1 Date: Inspett.r: 0.00 REINSPECTION F REQUIRED. Prior to inspection, fee must be iraid at 6300 Southcenter, - {Gd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit LI- 74 3 PERMIT N CITY OF TUKWILA BUILDING DIVISION 12- 6300 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Pro'ect: p+9N x O r 4,i' P._�.- Type of Ins ction: kg, fi � / N/ 4 X Address: 3.2v - S'i ��,� /4/4i, t4';.1 J ?Y 'G 5Ife.1e Idi /4/ 4 i , Date Called: .,� Special Instructions: / n/Scot/ / ! /G. Date Wanted:`an - f Requester: Phone No: 5‘ -- 755 - 25 4'q Approved per applicable codes. Corrections required prior to approval. COM11jENTS: P4 DRD /r" b,fr'T F,,,m,'1 /A. _ 4fl,Gi/Ledf ?.3- iel • n/7t C„ £ # U L,;11.0. 4 -3.3- /4/4i, t4';.1 J ?Y 'G 5Ife.1e Idi /4/ 4 i , 1-14/'/ 0 1 g,„e rrrP?3rmAb / n/Scot/ / ! /G. A Al4 2ao' 4,4 4r.9,0.erIr. ►JvCI ow.,-- 0 X eld LW? AY" 1,2,96-7 _...„ Date Q '0 REINSPECTIOIaFEE R UIRED. Prior to inspection, fee must be d at 6300 Southcen r Bl d., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 14- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - Project: A 4Aie a, /9/7/V/A Type of nspe5t ion: ezlf- ...SA 4 /x•11/6 9 Address: 1.2 v .._<-117,qradee Date Called: u Special Instructions: Date Wa ted: ,�}j) Requester: -N, Phone No: "7(56 — 3'-259CV roved per applicable codes. El Corrections required prior to approval. COMMENTS: P fA igine5e.....9.44; - 4,-,.../b4- 49,,,N41 c ji(i4 l ?4,),, LAI/eV A/Atti' #AV ee a.)/21-cile-as.-- u -N, pecto 14 Date; , 4•0 49, .00 REINSPECTION FEE ' 01.1j ED. Prior to inspection, fee must be aid at 6300 Southcenter Blv Sbite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO— CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit Dob PERMIT NO. (206)431-3�6 Project: (1 AtJV. o} Ary itl1j Type of Inspection: oo- strA-OhkiC , Address: '320 -r 0 a ioA F r Date Called: Ct c9-w...,o t . 4 Special Instructions: Date Wanted: LI_'7- Oct p.m. Requester: 1(rPs2 '� Phone No: 2.d(0—"743-25 l LI ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: [] 4 VV r) ,E — = —2— (, Lc ).-te-- (-24,..7-c S 14 Ct c9-w...,o t . 4 --_ ;-.1.• f' --51(-(3-S e Co- .45 1(rPs2 '� Pip>1Ale kPA-k h — 1 Inspec Date: .00 REINSPECTION FEE RgQUIRED. Pr or to inspection, fee must be id at 6300 Southcenter BlvddL, Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION IL' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3 7 bog -363 Pro a ' il,� k..._�. ,mel: Imo- f Insp tion: Type to..)r .I�� e �. Address:3'n S �Jt,( n j 13L Date Called: Special Instructions: D3 2.0 ( - d (# irir 0.` :AI 'U a`r' Q c Date Wanted: 2 2c.) a.m. Requester: thoneNo: JOCo -- r14'3 i 4 Approved per applicable codes. El Corrections required prior to approval. COMMENTS:._ �r /a / f�2v,,d } r// / f7/ �• �+'�. SQT' r Date: 2_ 2 r El $60.00 REINS="CTION FEE REQUIRED. Prior to inspection, fee must be paid at 63s, outhcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: *---/1-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 3'8-3G3 Project: - Type of Inspection: A r s: cif 0 A (kis 84 Date Called: re,---(,,, !___, ! . Special Instructions: 0{ 6 2. . ,-v Date Wanted: 2 7.6 ' O f 4 : P Requester: Phone 29) !- _ -2544 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspec,Cor Date: 2, 2,4) z3 ❑ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call tolschedule reinspection. 'Receipt No.: Date: 7_. -7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit Bi -343 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- t: oJt '64_ f . Type oflnspection�i .f,1Cl� AI�6r(ICProj Address: 324 ate C�tled: Special Instructions: Date Wanted: r) r ( �,�y Q� p.m. Requester: Phone No'':`` / r7 ._,3 _75.41 ❑ Approved per applicable codes. Corrections required prior to approval. 11 COMMENTS: rwk pP (,` ,t4 ,),./\ 5 • Inspe tor: Date:, ID $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 12-4,-- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 ‘IOS 36� Proj t: CI A f• OC AN‘fQ e +A Type of Ins ection: 40 Ad ress: '3 2 v S. --v (1 Alv '2 Date Called: Special Instructions: Date Wanted: 1— 9 O a.m: P. Requester: Phone No: 2a(�,, _ -Z314 Li Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: G pe 0 LA L Id.1 Ps-� Insp tor: Date: $6 .00 REINSPECTIONfEE REQUIRED. Prior to inspection, fee must be p. id at 6300 Southcenter Blvd., Su to 100. Call to schedule reinspection. R- --ipt No.: Date: j. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1& 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 D9R- fez3 Proj ftAl4 c 4i r /7,4- Type f Inspec n: t/r-- < - 4, 4:91k,i Adiiress: 320 -/MiVO a Date Called: Special Instructions: Date Wanted.g� / 2 / �C /UCJ a . Requester: Phone No: Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: / 9 4?Date: $ • . ' d REINSP CT ION to inspe REQUI ED. Prior pa tion, fee must be • = i • at 6300 Southcenter lvd., S ite 100. Call to schedule reinspection. Rec-ipt No.: Date: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit .-.3o_ . 7 offs az7 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444,Andover Park East; Tukwila, Wa. 98188 206-575-4407 Project: , p A je o. Ames, f ems, Type of Inspection: ,!;,e Ti .i. I Sprinklers: Address: 32 G ..57"24.44m.t BL .Suite #: Contact Person: ,-r , '? Special Instructions: - Phone No.: e,. - 35‘ - G ]G RI;proved per applicable codes. riCorrections required prior to approval. COMMENTS: Col& 4"iis,, e � +�� / h, Needs Shift Inspection: ` ....:j - Sprinklers: }''` Fire Alarm;: '? Hood & Duct:. /F. " Monitor: • Pre -Fire: Permits:Occupancy Typ . Inspector: ..seta s if Date:. 7//4/ I Hrs.:' / $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from 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 . : Ala.:AgSrastaxa6.1 INSPECTION RECORD Retain a copy with permit Dog 363 r -� PERMIT NUMBERS CITY OF TUKWILA -FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: g4a ' a -c 4 c7ti e,t p--4 6 /3'L -- O lL- . Type of Inspection: rig _ A424✓KIN 4t__ - t or_ 2 3 . LI - U 4 - t/A VLt vV LL 3 - (aK l o9- PO - Par - -TE ces - otL. - 't% , •= i e l) S4 e t,++4 cS o kiti2.. P N -o tJ C Address: 32 0 .srn 4 Nr.: Suite #: 17; £ Contact Person: gie_u - C/F1r? ii=rfe %'-(4r, 7-41 Special Instructions: 1 ,A, a,a 14-404- Phone No.: Zee • 3T - C. 74 4 c- cg -to (:)c-c.uP,--pE--_Notr-,v • i LA) (..9 A--V3lev2u0 141.- Approved per applicable codes. KCorrections required prior to approval. COMMENTS: p--4 6 /3'L -- O lL- . CA - , D6 0 K 6e/ - 01 - Dticr PE 77-- - o g_ - t or_ 2 3 . LI - U 4 - t/A VLt vV LL 3 - (aK l o9- PO - Par - -TE ces - otL. - 't% , •= i e l) S4 e t,++4 cS o kiti2.. P N -o tJ C Pre -Fire: L mof /T - 'vt' . / Ft /0 2> - GK._ Occupancy Type: Y v L r ,z w• i' t of Ere_ (rive& - //6) - o 1 ,__IP' 1.2 iweLLYZ A/,l 1. - 6 il- 1 ,A, a,a 14-404- .6:7 c- cg -to (:)c-c.uP,--pE--_Notr-,v • i LA) (..9 A--V3lev2u0 141.- 0EeD Acid .vee 5 , P,e „...u.c,fL iv.,tip % kJbX 8ax ki- . 4 'W4tTC 41 `s oN F'5 E Needs Shift Inspection: to ;a o Pry f,i Sprinklers: / - wtr-i 4 -may , ;=-t- Fire Alarm: - MaAlum Cf9WA, Hood & Duct: N Monitor: A n _rtJty�� Pre -Fire: Permits: Occupancy Type: Inspector: 4ijaii,liz.4 Dater/j /0 Hrs.: Z $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 Tht - jt 09. 5 -i rm�i PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: (' Type of Inspection: Fire Alarm: Address: 32cj J��p9442e.eL iciyj Suite #: 1 Contact Person: Pre -Fire: Special Instr c 'yns c (.6.4:C e, cue ,7v. Phone No.: t._CS— 310- 2.9g3 proved per applicable codes. nCorrections required prior to approval. COMMENTS: 7,;•frAe /teen v10%ear Psi 2,2. .#401 to/ 6,a, Add -rat_ 4r? e2c" 4 Needs Shift Inspection: - Sprinklers: Fire Alarm: Hood & Duct: Monitor: - Pre -Fire: Permits: _ Occupancy Type: Inspector: so ,r) r Date: 6 / -J D , ills.: - 2 __ . , $80.00 REINSPECTION FEE REQUIRED. You -will receive an invoice from e City of Tukwila Finance Department -T.21 to schedule .a reinspection. Word/Inspection Record Form.Doc 1/13/06 .. T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with perrnit - $'3 c3 ` - s- 001'7 INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: A U -c A Sprinklers: Type of Inspection: v 5 P V-.-1.,.. Address:5 Suite #: 4 L,... Contact Person: Special Instructions: Phone No.: I I Approved per applicable codes. [111 Corrections required prior to approval. COMMENTS: ' iM d 0 IC, 1-15 r 8/0:v Cv,r ?''zk c. 04- re t'v Needs hit Inspection: Sprinklers: Fire Alar : 1 Hood & Duct: . Monitor: Pre -Fire: Permits: 1 ,.' ' Occupancy Type: • Inspectoi;, •,` rAt-i. /5/ Date: 5-%'7/6 1 Hrs.: 1 hQUO tEINSPECTION FEE REQUIRED. You will receive an invoice from oyf Tukwila Finance Department. CaII to schedule a reinspection. 1/70 the • Nig Word/Iipection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 f�N'��"i Information U/'.�! ToBuild On Engineering • Consulting • Testing SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION 10025 SO. TACOMA WAY, SUITE H1 TACOMA WA 98499 (253) 589-1804 • FAX (253) 589-2136 M R 12279 ap� .. � L. PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 4jUL 02 2009 PORTLAND, OR 97217 CONIMJN_Ty (503) 289-1778 • FAX (503) 289-19 LOP e, CLIENT ::.:...:....::.. ADDRESS:.::::::: ATC Associates, Inc. PROJECT NO:::.:.: ' .:: 742-80298 DATE June 12, 2009 6347 Seaview Ave. NW PERMITNO:::::: D08-363 W.O. Seattle, WA. 98107 MUNICIPAL.I: .:::.:::::: :..:: • ukwila P.S.I. ENGINEER::::. BOX ATTENTION.::::: Mr. Terrance McDunner ARCHITECT::::::::'::: 06/19/09 ................ P0.NO::: 37170 CONTRACTOR ::. ::: BK PROJECT :: ::::: Bank of America PROJECT ADDRESS 320 Strander Blvd. - Tukwila COMPRESSION TEST RESULTS SAMPLE I.D. TYPE GROUTED SIZE (L, W, D) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED LBS. P.S.I. A BOX NA 3X3X6 11.13 06/19/09 7 37170 3340 BK B BOX NA 3X3X6 07/10/09 28 C BOX NA 3X3X6 07/10/09 28 D BOX NA 3X3X6 HOLD H DESIGN SLUMP 10 MIXING PLANT GLACIER TRUCK # 7628 TICKET # 275242 STRENGTH 2000 GROUT CEMENT C'SE AGG. FINE AGG. ADMIX MIX # PROPORTIONS 610 880 1991 NA 3445 MORTAR CEMENT C'SE AGG. FINE AGG. ADMIX MIX # PROPORTIONS NA NA NA NA NA ASTM C-1064 ASTM C-1064 TIME 8 WEATHER OVERCAST, 8:30 MORTAR TEMP. NA GROUT TEMP. 65 DATE RECEIVED June 15, 2009 SAMPLED AND TESTED MORTAR GROUT PRISM OTHER IN ACCORDANCE WITH: ❑ ASTM C780 ❑ UBC 21-16 IZI ASTM C1019 RI UBC 21-18 ❑ ASTM C-1314 0 UBC 21-17 ❑ POUR LOCATION AND NOTES: PSI ON SITE PER REQUEST OF CLIENT FOR CONCRETE PLACEMENT, TESTING, AND SAMPLING. AREA POURED WAS THE GARBAGE ENCLOSURE LOCATION ON LINES 6-2/ A -F. EQUIPMENT IDENTIFICATION AND S/Nit: COPIES TO: INSPECTOR: DATE: ITEMS:INsi:/ECT:EO: TO ................ APPROVED: PLANS: ARE::::::::: DAVE BERG June 12, 2009 x CLIENT CONTRACTOR FIELD CONTACT: I DATE: ENGINEER x BUILDING DEPT. ::.CONFORMING:::::: ARCHITECT SUPPLIER : NONCONF.ORMJNG: 'Thu report is provided for the information of the client only. The reproduction of this report. by any method, and its transmittal to a third path. by any means, except in full. without the tali permission of Professional Service Industries, Inc., Is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work ora warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES FR #63702 1T TOTAL HOURS # Date j5.e Information e®To Build On Engineering •Carneatting • liberling SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 ' FAX (425) 248-2401 TACOMA DIVISION 10025 SO. TACOMA WAY, SUITE H1 TACOMA, WA 98499 (253) 589-1804 *FAX (253) 589-2136 PEC. 1 rJUN 25 2009 COMN'UN 7 DEVELOPtd_:IT FR 63702 PORTLAND DIVISION 6032 NO. CUTTER CIR SUITE 480 PORTLAND. OR 97217 (503) 289-1778 * FAX (503) 289-1918 ............ CLIENT:::::::: ADDRESS ATTENTION ATC Associates, Inc. 6347 Seaview Ave. NW ................ PROJECT :NO: 742-80298 DATE June 12, 2009 PERMIT: D08-363 W.O. Seattle, WA. 98107 Mt}NiCipAUT !:::: City of Tukwila 0.10;j09-•:. PROJECT::: : Mr. Terrance McDunner ENGINEER ..... ,. . ARCHITECT CONTRACTOR : : Bank of America PROJECT ADDRESS 320 Strander Blvd. - Tukwila FIELD REPORT This report is provided for the information of the client only The reproduction of this report. by any method, and its transmittal to a third party, by any means, except in full. without the full permission of Professional Service Industries. Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed andlor observations made within the defined scope of Me work. Cerlihcalion shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD A. SMITH TS • 98-1 NAME ON OFF ST OT MILES D. BERG PSI ON SITE PER REQUEST OF CLIENT FOR RE -STEEL INSPECTION AND GROUT PLACEMENT, SAMPLING AND TESTING. 930 AREA POURED WAS THE GARBAGE ENCLOSURE LOCATED ON LINES 6-2 / A -F. STEEL WAS INSPECTED AND APPEARED TO MEET REQUIREMENTS SET FORTH ON JOB SPECIFICATIONS LOCATED AT JOB SITE. CONCRETE WAS PLACED USING A PUMP LINE, APPROXIMATELY 25 YARDS WERE PLACED. CONCRETE WAS CONSOLIDATED USING A HAND VIBRATOR. SAMPLES WERE TAKEN FROM MIDDLE 1/3 OF TRUCK. GROUT BOX IS UNDER THE JOB SHACK. 3.5 • EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS:IN$PECTED:TO: ARPRO.VED:PLANS:ARE:::::: : CONFORMING :: NONCONFORMIN.G.: ' DAVE BERG June 12, 2009 x CLIENT CONTRACTOR FIELD CONTACT:1 I DATE: ENGINEER x BUILDING DEPT. ARCHITECT SUPPLIER This report is provided for the information of the client only The reproduction of this report. by any method, and its transmittal to a third party, by any means, except in full. without the full permission of Professional Service Industries. Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed andlor observations made within the defined scope of Me work. Cerlihcalion shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD A. SMITH TS • 98-1 NAME ON OFF ST OT MILES D. BERG 6 930 3.5 TOTAL HOURS 3.5 Date June 18, 2009 --11 Information ®To Bulk! On . Tiaaftiong SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 REOPYgp F R 58129 MAY 0 ti 2009 TACOMA DIVISION COMMUNITY 10025 SO. TACOMA WAY. SU(DEVELOPMENT TACOMA, WA 98499 (253) 589-1804 ' FAX (253) 589-2136 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778' FAX (503) 289-1918 ADDRESS ATTENTION:::. PROJECT::.: ATC Associates, Inc. PROJECT NO. 6347 Seaview Ave. NW Seattle, WA. 98107 Mr. Terrance McDunner Bank of America PERMIT: NO: . . MUIN}CIPALITY:.... ENGINEER. . ARCHITECT CONTRACTOR ::.:. PROTECT ADDRESS 42-80298 D08-363 TE April 21, 2009 of Tukwila W O. 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the Information of the chent only. The reproduc0on o1 this report by any method. and its transmittal to a tniro party. by any means. except in full, without the full permission of Professional Service Industnes, Inc. is prohibded.• •This cemhcaoon attests to the accuracy of the results obtained from the actual lest performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an Inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES ROGER PINES PSI REPRESENTATIVE ON SITE AT BANK OF AMERICA - TUKWILA FOR VISUAL WELD INSPECTION AS REQUESTED BY CLIENT. VISUAL WELDING INSPECTION WAS PERFORMED ON THE FOLLOWING ASSEMBLIES: 2.5 1. WELDED 3/4" X 5" X 5" PL TO ANGLE CONNECTING W-8 TO 4' X 8" HSS GRID B / LINES 5 TO DRAWING SK -1 DATED 4/10/09. 2. WELDED ANGLE TO SQUARE TUBE FOR TIE BACK FRAMING TO LEDGER, SK -2 3. ROOF STRAPS TO COLUMN TOP PLATE TO PLYWOOD ROOFING, AS TO SK -2 4/1/09 GRID F/ LINE 3-6. 4. BRICK LINTEL LINE F WELDED TABS TOP AND BOTTOM STUBS. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTORS PROJECT DRAWINGS FOR SIZE, PLACEMENT AND QUALITY. TOTAL HOURS AWS ROGER J. PINES CWI 04030331 QC1 EXP. 3/01/10 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS INSPECTED TO : APPROVED PLANS.ARE: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER ROGER PINES April 21, 2009 X — FIELD CONTACT:I DATE: x – CONFORMING - — : NONCONFORMING.:: 'This report is provided for the Information of the chent only. The reproduc0on o1 this report by any method. and its transmittal to a tniro party. by any means. except in full, without the full permission of Professional Service Industnes, Inc. is prohibded.• •This cemhcaoon attests to the accuracy of the results obtained from the actual lest performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an Inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES ROGER PINES 730 10 2.5 TOTAL HOURS 2.5 EDWARD A. SMITH q Date April 30, 2009 Infotion /d ToBuild On Ensbseoring ego Meriting SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 ' FAX (425) 248-2401 RECEIVED TACOMA DIVISION 10025 SO TACOMA WAY, SIIT�EtFit1 0 U 2009 TACOMA, WA 98499 K jjAj 11 (253) 589-1804 • FAX (253) 589.2 MMUN • mR11682 PORTLAND DIVISION 6032 NO CUTTER CIR SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT•::::.' .:: ADDRESS .. ATTENTION. P.O::NO.:.:::: PROJECT;: ATC Associates, Inc. PROJECT:NO.. YDv.t , `e' 42-80298 DATE April 16, 2009 6347 Seaview Ave. NW PERMIT NO_.: _ D08-363 W.O. Seattle. WA. 98107 MUNICI,PALITY.. ukwila P.S.I. :ENGINEER .::. - . — — —_-- Mr. Terrance McDunnerARCHITECT ::...... 3.08 04/23/09 :CONTRACTOR:: Bank of America PROJECT : 320 Strander Blvd. - Tukwila COMPRESSION SAMPLE I.D. TYPE GROUTED SIZE (L, W, 0) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED LBS. P.S.I. A MATRIX NA 2X4 3.08 04/23/09 7 5890 1910 BK B MATRIX NA a nmenve1 , _ _ 05/14/09 28 C MATRIX NA 2X4 05/14/09 28 D MATRIX NA 2X4 HOLD H DESIGN SLUMP 3 MIXING PLANT ON SITE TRUCK # NA TICKET # NA STRENGTH 1800 GROUT CEMENT C'SE AGG. FINE AGG. ADMIX MIX # PROPORTIONS NA NA NA NA NA MORTAR CEMENT C'SE AGG. FINE AGG. ADMIX MIX # PROPORTIONS NA NA NA NA SR21001 R1 ASTM C-1064 ASTM C-1064 TIME 8. WEATHER 8:00 / CLEAR MORTAR TEMP. 50° GROUT TEMP- NA DATE RECEIVED April 20, 2009 SAMPLED AND TESTED MORTAR GROUT PRISM OTHER IN ACCORDANCE WITH ❑ ASTM C780 ❑ UBC 21-16 0 ASTM C1019 123 UBC 21-18 0 ASTM C-1314 0 UBC 21-17 ❑ POUR LOCATION AND NOTES: PSI ON SITE PER REQUEST OF THE CLIENT FOR MORTAR SAMPLING AND TESTING. MORTAR SAMPLED DIRECTLY FROM MIX TUB, MORTAR FOR BRICK VENEER. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR:I DATE: ITEMS INSPECTED TO : APPROVED: PL:ANS.ARE: NONCONFORMING Q DAVE BERG April 16, 2009 x CLIENT CONTRACTOR FIELD CONTACT: IDATE: ENGINEER x BUILDING DEPT. ARCHITECT SUPPLIER..CONFORMING.: -This report is provided for the mformabon of the client only The reproduction of this report. by any method, and its transmittal to a third party, by any means, except in lull, without the full permission of Professional Service Industnes, Inc.. is prohibited - 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work Certification shall not be construed to represent an inspection. approval or acceptance of other associated work ora warranty of design or workability of the specification requirements' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES FR 61951 1T 1, TOTAL HOURS Date W ® Information iirTo Build On !Engineering • CanassfUng 0 Worsting ❑ SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 rI,ILt 7AC SAM • 4f11 7(.7a WED JUN 0 8 2009 TACOMA DIVISION ❑ 10025 SO. TACOMA WAY, SUIT IVIOICY TACOMA, WA 98499 -xQPitatir 253) 589-1804 • FAX (253) 589-2136 MR 50903 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND. OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT ...:.: ADDRESS:::: ::: ATTENTION •. P.O. NO.:. PROJECT..•.::::. ATC Associates, Inc. PROJECT.NO:. •. 42-80298 DATE April 28, 2009 6347 Seaview Ave. NW PERMIT NP.; :.: : .. :: :: D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY • . • ,rl a —._ _ P.S.I. ENGINEER :.. Mr. Terrance McDunner ARCHITECT ::: 20.32 05/26/09 CONTRACTOR::::: 49890 Bank of America PROJECT: ADDRESS:: 320 Strander Blvd. - Tukwila SAMPLE I.D. TYPE GROUTED SIZE (L, W, 0) vv • _vv AREA (SQ. IN.) __ -_ - DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED LBS. P.S.I. A PRISM NO 6X7X4 20.32 05/26/09 28 49890 2460 BK B PRISM NO 6X7X4 21.31 05/26/09 28 55060 2580 BK C PRISM NO 6X7X4 20.44 05/26/09 28 53180 2600 BK DESIGN N/A MIXING PLANT ON SITE TRUCK # N/A TICKET # N/A STRENGTH 1500 SLUMP GROUT CEMENT C'SE AGG. FINE AGG. ADMIX MIX # N/A N/A N/A N/A N/A PROPORTIONS MORTAR CEMENT C'SE AGG. FINE AGG. ADMIX MIX # MUTUAL MATERIALS ASTM C270 TYPES DESIGN MIX N/A PROPORTIONS OVERCAST ASTM C-1064 ASTM C-1064 10AM MORTAR TEMP. 58° GROUT TEMP. N/A DATE RECEIVED April 30, 2009 TIME & WEATHER SAMPLED AND TESTED MORTAR GROUT PRISM OTHER 0 C780 0 UBC 21-16 m ASTM C1019 I✓I UBC 21.18 0 ASTM C-1314 0 UBC 21-17 0 IN ACCORDANCE WITH: ASTM , POUR LOCATION AND NOTES: ON SITE FOR PRISM TEST AND SAMPLING OF BRICK VENEER ALONG GRID F. VERIFIED PLACEMENT OF SIEZMIC VENEER ANCHORS (DA2135) AND HOT DID GALVANIZED PENCIL ROD 9 GAUGE DA8706 FOR REINFORCING. SAMPLE MADE WAS A MORTARED 3 BRICK PRISM WITH 2 1/4" BRICK. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: � � :::::::: .:....... . :: KYLE LYNCH April 28, 2009 ITEMS:INSPECTEO TO APPROVED .PLANS.ARE:,:, x CLIENT CONTRACTOR FIELD CONTACT: IDATE: ^� ENGINEER x BUILDING DEPT. • CONFORMING: ARCHITECT SUPPLIER -- .NONCONFORMING :::::: 'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party. by any means, except in full. without the full permission o1 Professional Service Industries, Inc.. is prohibited • 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH 4 IT TOTAL HOURS 4 Date May 27, 2009 Information �%0MTo Build °'RECEI"wt) Engineering • Consulting• 0 SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425)248-2400FAX (425) 248-2401 JUN 01 20 rI COMwwUNITY DEVELOPMENT TACOMA DIVISION 10025 SO. TACOMA WAY, SUITE H1 TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 FR 58153 ❑ PORTLAND DIVISION 6032 NO CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 ' FAX (503) 289-1918 CLIENT ADDRESS:: ATTENTION: PROJE.CT:::: ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 PROJECT NO. P.......ERMJT'NO': ......... 742-80298 ► ATE May 15, 2009 D08-363 .0. 98498 ................ MUNICIPALITY . wila Mr. Terrance McDunner ENGIN:EER::: ................ ARCHITECT:::;: Bank of America CONTRACTOR: PROJECT.:ADDRESS::..: 320 Strander Blvd. - Tukwila FIELD REPORT PSI REPRESENTATIVE ON SITE AT THE BANK OF AMERICA - TUKWILA FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. 12:30 VISUAL WELDING INSPECTION WAS PERFORMED ON THE DIAPHRAGM X BRACING BELOW THE MECHANICAL WELL ROOF. THE TENSION BARS ARE INSTALLED BETWEEN GRIDS E AND F FROM GRIDS 4.7 TO 5. WELDS WERE AT EACH END WHERE ROD PENETRATES GLULAM AND 3" X 3" X 5/16" R WERE WELDED TO BOTH SIDES OF GLULAM. ANGLE WAS WELDED TO OPPOSITE END OF TRUSS TOP CHORD AND ROD PENETRATE ANGLE AND WELDED WITH 1/4" FILLET TO TENSION ROD. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE - STEEL AND CONTRACTOR'S PROJECT DRAWINGS FOR SIZE, PLACEMENT AND QUALITY. AWS ROGER J. PINES CWI 04030331 QC1 EXPIRES 03/01/2010 TOTAL HOURS EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: 11 DATE: ITEMS INSPECTED:TO:•...: APPROVED: PLANS: ARE:: ..... ........................... . . CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT.CONFORMING SUPPLIER ROGER J. PINES May 15, 2009 x FIELD CONTACT: I I DATE: x X . •:NONCONFORMIN:G: a -This report is provided for the information of the client only. The reproduction o1 this report, by any method, and its transmittal to a third party, by any means, except In full, without the full permission of Professional Service Industnes, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed t0 represent an inspection, approval or acceptance of other associated work or a warranty of design of workability of the specification requirements.• Certified Report by Professional Service Industries: TS -98-1 NAME ON OFF ST OT MILES R. PINES 12:30 2:00 1.5 13 TOTAL HOURS Edward A. Smith n Date May 28, 2009 COMrvitm Field Report Report #: 50566 AA.R. TesUng Laboratory, toe. 71261tiOtb Ave.tl.E., Part 180, Suite 0101, R Phone 425 381.5812 fox 425.661.5481 Client: The Boeing Company P.O. Box 3707 MC 1W-08 Seattle, WA 98124-2207 Contact: Andrew Baird Project Number: 09-138 Permit #: M08-256 Project Name: Boeing 9.101 Chilled Water Consolidatio Address: 9725 Marginal Way S. Inspection Performed: Structural Steel Date: 5/22/2009 Time: 10:30:00 AM Temperature: 62 On site for the following: 1. Inspected welds for pipe support stanchions at roof elevation, grids L119 -N/19. All work per detail and minimum AWS D1.1 requirements. 2. Received WABO license for project welder Dustin D. Williams, license #W09763, expiration 10/1/09. Distribution: ❑ Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer ❑ Distribute Owner ❑ Distribute Municipality ❑ Distribute Other ❑ Distribute Architect ❑ Distribute Other Inspector: Blisserd, Dale Reviewed by: Mike Blackwell All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden c JUN 0 3 2009 COMMUN,TY DEVELOP w NT Field Report Report #: 50565 18 1Av. AL, Perk 180, Sotto C101,Redmond, WA9 25 881.58Pee428.181.5441 Client: The Boeing Company P.O. Box 3707 MC 1W-08 Seattle, WA 98124-2207 Contact: Andrew Baird Project Number: 09-138 Permit #: ( M08-256 Project Name: Boeing 9.101 Chilled Water Consolidatio Address: 9725 Marginal Way S. Inspection Performed: Date: 5/19/2009 Time: 11:30:00 AM Temperature: 64 On site for the following: 1. Inspected 1/4" fillet welds for pipe support stanches at roof elevation. Grids L/15-19. All work per detail and mini mum AWS D1.1 requirements. Distribution: ❑ Distribute Client ❑ Distribute Contractor ❑ Distribute Engineer [1 Distribute Owner ❑ Distribute Municipality ❑ Distribute Other ❑ Distribute Architect [] Distribute Other Inspector: Blisserd, Dale Reviewed by: Mike Blackwell All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc. Reproduction except in full without the written consent of A.A.R. Testing is strictly forbidden Information rg� To Build On Engineering • Conenfting •'Meting Ci SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE. WA 98043 (425) 248-2400 • FAX (425) 248-2401 D A::.«V Simm MAY 2 0 2009 M R 11682 COMMUNITY DEVELOPMENT TACOMA DIVISION 10025 SO. TACOMA WAY, SUITE H1 TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 PORTLAND DIVISION 6032 NO CUTTER CIR. SUITE 480 PORTLAND. OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT:::. ADDRESS .. :: ATC Associates, Inc. PROJECT NO:: 742-80298 DATE April 16, 2009 6347 Seaview Ave. NW PERMIT.NO: D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY :. :::: :'fit of P.S.I. A . ENGINEER NA ATTENTION P:0. NO... Mr. Terrance McDunner ARCHITECT:::::.: : 7 5890 CON1'RACtOR ::::. BK PROJECT Bank of America PROJECT ADDRESS:: 320 Strander Blvd. - Tukwila COMPRESSION TEST RESULTS SAMPLE I.D. TYPE GROUTED SIZE (L, W, D) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED LBS. P.S.I. A . MATRIX NA 2X4 3.08 04/23/09 7 5890 1910 BK B MATRIX NA 2X4 3.09 05/14/09 28 7590 2460 BK C MATRIX NA 2X4 3.09 05/14/09 28 7430 2400 BK D MATRIX NA 2X4 HOLD H DISCARD DESIGN SLUMP 3 MIXING PLANT ON SITE TRUCK # NA TICKET # NA STRENGTH 1800 GROUT CEMENT C'SE AGG. FINE AGG. ADMIX MIX # PROPORTIONS NA NA NA NA NA MORTAR CEMENT C'SE AGG. FINE AGG. ADMIX MIX # PROPORTIONS NA NA NA NA SR21001 R1 ASTM C-1064 ASTM C-1064 TIME & WEATHER 8:00 / CLEAR MORTAR TEMP. 50° GROUT TEMP. NA DATE RECEIVED April 20, 2009 SAMPLED AND TESTED MORTAR GROUT PRISM OTHER IN ACCORDANCE WITH- ❑ ASTM C780 ❑ UBC 21.16 0 ASTM C1019 0 UBC 21-18 ❑ ASTM C-1314 ❑ UBC 21-17 ❑ POUR LOCATION AND NOTES: PSI ON SITE PER REQUEST OF THE CLIENT FOR MORTAR SAMPLING AND TESTING. MORTAR SAMPLED DIRECTLY FROM MIX TUB, MORTAR FOR BRICK VENEER. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS INSPECTED: TO::1. . APPROVED PLANS :ARES:. . CONFORMING H. NONCONFORMIING 0 DAVE BERG April 16, 2009 x CLIENT CONTRACTOR ENGINEER x BUILDING DEPT. FIELD CONTACT: I DATE: ARCHITECT SUPPLIER •Thus report is provided for the information of the client only The reproduction of this report. by any method, and its transmural to a thud party, by any means, except in full, wdhout the full permission of Professional Service Industries, Inc., is prohbded.• 'This certification attests to he accuracy of the results obtained from the actual test performed andlor observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' NAME ON OFF ST OT MILES FR 61951 1T TOTAL HOURS Certified Report by Professional Service Industries: EDWARD SMITH I\ Date May 14, 2009 TS - 98-1 fiInformation SEATTLE DIVISION TACOMA DIVISION MY 14 200T 24113 56TH AVE W 10025 SO. TACOMA WAY, SUITE H1, TN MOUNTLAKE TERRACE, WA 98043 TACOMA, WA 98499 �1LINI tJ �� ELOPAN (425) 248-2400 FAX (425) 248-2401 (253) 589-1804 FAX (253)X89-2136 FR 63481 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 * FAX (503) 289-1918 CLIENT ADDRESS ATTENTION : PROJE.CT:::: ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA 98107 PERMIT: NO: 742-80298 DATE April 28, 2009 D08-363 W.O. MUNICIPALITY: <" City of Tukwila Mr. Terrance McDunner ............ .... .................... .................. ARCHITECT Bank of America CONTRAC'T'OR;::':::;:; PROJECT::ADDRES:S 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full. without the full permission of Professional Service Industries. Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS -98-1 NAME ON OFF ST OT MILES K. LYNCH 4 TOTAL HOURS 4 EDWARD A. SMITH I\ Date April 30, 2009 ON SITE FOR VISUAL WELD VERIFICATION ON THE LIGHT GAUGE STEEL STUD TO UPPER LEDGER ANGLE ALONG GRIDS 2 FROM E TO F. VISUALLY VERIFIED FILLET WELDS ON EVERY THIRD STUD TO BE OF PROPER SIZE, LENGTH AND PROFILE AS PER THE APPROVED PROJECT PLANS, AWS D1.1, AND AWS D1.3. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS INSPECTED:TO ::.:.:..:::: ............... . ....... .. .. APPROVED.PLANS:ARE::: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER KYLE LYNCH April 28, 2009 x FIELD CONTACT: J I DATE: x CONFORMING NONCONFORMING:: 'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full. without the full permission of Professional Service Industries. Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS -98-1 NAME ON OFF ST OT MILES K. LYNCH 4 TOTAL HOURS 4 EDWARD A. SMITH I\ Date April 30, 2009 IIIA ® Information ��o(ToBuild On Q,.gir, .g • Consadting • ilbstIng SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION 10025 SO. TACOMA WAY, SUMUNiTy TACOMA, WA 98499 DEVELOPMENT (253) 589-1804 • FAX (253) 589-2136 RECEIVED MAY 14 2009" E FR 63481 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT:: ADDRESS ATTENTION : P:O :::;: . . PROJECT::: .' ATC Associates, Inc. 6347 Seaview Ave. NW PROJECT: N:O:. PERMIT NO. Seattle, WA. 98107 742-80298 DATE April 28, 2009 D08-363 W.O. 114UNICIRALITY.:.:...:.' City of Tukwila ENGINEER:::•: Mr. Terrance McDunner ARCHITECT Bank of America CONTRACTOR ::::: PROJECT'ADDRESS: 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only. The reproduction of this repon. by any method. and its transmittal to a third party, by any means. except in full, without the lull permission of Professional Service Industnes, Inc., is probibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of Me work. Certification snail not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD A. SMITH TS -98-1 NAME ON OFF ST OT MILES K. LYNCH 4 TOTAL HOURS Date 4 April 30, 2009 ON SITE FOR VISUAL WELD VERIFICATION ON THE LIGHT GAUGE STEEL STUD TO UPPER LEDGER ANGLE ALONG GRID 2 FROM E TO F. VISUALLY VERIFIED FILLET WELDS ON EVERY THIRD STUD TO BE OF PROPER SIZE, LENGTH AND PROFILE AS PER THE APPROVED PROJECT PLANS, AWS D1.1, AND AWS 01.3. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: : ITEMS.INSPECTED:TO.:. APPROVED • NONCONFORMING PLANS ARE: CONFORMING::.'.::::x ; : :. KYLELYNCH April 28, 2009 FIELD CONTACT: I f DATE: x CLIENT CONTRACTOR ENGINEER x BUILDING DEPT. ARCHITECT SUPPLIER 'This report is provided for the information of the client only. The reproduction of this repon. by any method. and its transmittal to a third party, by any means. except in full, without the lull permission of Professional Service Industnes, Inc., is probibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of Me work. Certification snail not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD A. SMITH TS -98-1 NAME ON OFF ST OT MILES K. LYNCH 4 TOTAL HOURS Date 4 April 30, 2009 Information prmiammgmfalls To Build On Eiigiroaring • Consulting • lifsastbsg SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 CLIENT ATC Associates, Inc. ADDRESS 6347 Seaview Ave. NW Seattle, WA. 98107 ATTENTION P:O NO PROJECT' :1 TACOMA DIVISION 10025 SO. TACOMA WAY, SUITE H1 TACOMA, WA 98499 APR 2 4 2009 (253) 589-1804 • FAX (253) 589-2136 CQh:mot4 PROJECT: N:ODEVELQF ..........:.............. MUNICIPALITY:; ENGINEER ........................ RECEIVED FR 61951 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 -80298 DATE D08-363 W.O. City of Tukwila April 16, 2009 Mr. Terrance McDunner C6NTRAC1 OR Bank of America PROJECT:ADDRESS : 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only. The reproduction of this report, by any method. and as transmittal to a third party. by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' NAME ON OFF ST OT MILES D. BERG 6 PSI ON SITE PER REQUEST OF CLIENT FOR MORTOR SAMPLING AND TESI°ING. 4 MORTOR IS FOR NON- STRUCTURAL BRICK VENEER PLACED AROUND STRUCTURE. 1 SET OF SAMPLES WAS MADE. TOTAL HOURS 4 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS:INSPECTED: TO APPROVED PLANS:ARE::::::..:..:.: . . CLIENT ENGINEER ARCHITECT CONTRACTOR DEPT. SUPPLIER DAVE BERG April 16, 2009 x FIELD CONTACT: DATE: : CONFORMING. •:::.: NONCONFORMING, xBUILDING 'This report is provided for the information of the client only. The reproduction of this report, by any method. and as transmittal to a third party. by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' NAME ON OFF ST OT MILES D. BERG 6 10 4 TOTAL HOURS 4 Certified Report by Professional Service Industries: EDWARD SMITH A TS -98-1 Date April 22, 2009 spf"CIXe Information /V ' To Build On Ensvinseirfng • cotnaulai.,g • TbstIng SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE. WA 98043 (425) 248-2400 * FAX (425) 248-2401 TACOMA DIVISION 10025 SO. TACOMA WAY, SUITE H1 TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 RECEIVED APR 17 2M COMMIAtEN nevaantrarr FR 63461 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503)289-1778FAX (503) 289-1918 CLIENT : ADDRESS::::. ATTENTION P.O.: NO PROJECT ATC Associates, Inc 6347 Seaview Ave. NW Seattle, WA. 98107 Mr. Terrance McDunner PROJECT NO: PERMIT: NO.: MUNICIPALITY ENGINEER 74 D08-363 of Tukwil TE April 10, 2009 ARCHITECT Bank of America CONTRACTOR: •:: PROJECT ADDRESS: 320 Strander Blvd. - Tukwila FIELD REPORT 'This report Is provided for the information o1 Ina client only. Tne reproduction o1 tnis report. by any method, and its transmittal to a third party, by any means, except to full, without the full permission of Professional Service Industries, Inc., is prehibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification snail not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES BOOKER, W.T. ARRIVED ON SITE TO OBSERVE AND VERIFY PLACEMENT OF GROUT AT COLUMN BASES. AT A -F/1-6 MATERIAL USED WAS SPEC. CHEM. MULTI-PURPOSE. GROUT CONFORMS WITH ASTM C-1107. PROCEDURE USED WAS PUMP PACKING. THIS PROCEDURE USES GROUT IN A PLASTIC STATE PLACED FROM ONE SIDE POCKET TO REMOVE AIR POCKET AND VOID AND REPEAT FROM OTHER SIDE. MIXING WAS 50 POUNDS OF.DRY MIX 6.30 TO 6.85 PINTS OF WATER MIXED FOR 5 MINUTES. VISUALLY OBSERVED PROCEDURE. THIS PROCEDURE WAS DONE IN ACCORDANCE WITH THE APPROVED DOCUMENTS, STANDARDS AND SPECIFICATIONS. TOTAL HOURS 2 _ EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: - DATE: ITEMS :INSPECTED .TO ........:....... APPROVED: PLANS. ARE :....• ...:....: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER WILLIE T. BOOKER April 10, 2009 x FIELD CONTACT: [ I DATE x :CONFORMING :: 13 NONCONFORMING:: . < .. 'This report Is provided for the information o1 Ina client only. Tne reproduction o1 tnis report. by any method, and its transmittal to a third party, by any means, except to full, without the full permission of Professional Service Industries, Inc., is prehibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification snail not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES BOOKER, W.T. 730 930 2 TOTAL HOURS 2 _ EDWARD A. SMITH \ Date April 14, 2009 t� lv Information / To Build On Englnecariktg•Consulting - ❑ SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION 10025 SO. TACOMA WAY, S TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 tom- at err MAR 3 0 2009 CC JN -T! ❑ k. - 0Ptwc,4T FR 64127 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT ADDRESS.:::: ............. ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 ......... ......... P.R.OJECT NO:: ................... PERMIT NO:: ................ .. MUNICIPALITY ............. 742-80298 DATE March 26, 2009 D08-363 W.O. City of Tukwila ATTENTION Mr. Terrance McDunner NO. PROJECT:::: EN .GIN.EE...R........... ARCHITECT:::::::;:;:: CONTRACTOR Bank of America PROJECT.ADDRESS. 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only, The reproduction of this report, by any method. and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries, Inc.. is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of Me work. Certification shat) not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements - Certified Report by Professional Service Industries: EDWARD A. SMITH TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH ON SITE FOR HIGH STRENGTH BOLTED CONNECTION VERIFICATION ON THE STRUCTURAL STEEL FRAMING BETWEEN GRIDS B AND E.5 FROM 1 TO 5. VERIFIED BOLTS TO BE ASTM A325 TIGHTENED TO A SNUG TIGHT CONDITION, AS PER SECTION 05120 SECTION 3.2-M, WITH FAYING SURFACES IN FULL CONTACT. ITEMS VERIFIED CONFORM TO THE APPROVED PROJECT PLANS AND AISC STANDARDS FOR BOLTED CONNECTIONS. TOTAL HOURS 5 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS INSPECTED:To::'' ........................... ... ... . APPROVED:PLANS:ARE::. CLIENT ENGINEER ARCHITECT BUILDING DEPT. SUPPLIER KYLE LYNCH March 26, 2009 X -CONTRACTOR FIELD CONTACT: I DATE: x CONFORMING . .El NONCONFORMING 'This report is provided for the information of the client only, The reproduction of this report, by any method. and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries, Inc.. is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of Me work. Certification shat) not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements - Certified Report by Professional Service Industries: EDWARD A. SMITH TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH 7 12 5 TOTAL HOURS 5 Date March 27, 2009 P®7Infonnation laavff To Build On Ofreghteteming • - SEATTLE DIVISION 24113 6/711 AVE. W. MOUNTLAKE TERRACE, WA 443 (425) 241.2400 FAX 1425) 241.2401 TACOMA DIVISION A 19'_' � •Ake MAR' 3 0 2009 COMMUP" T/ ();:VLLOPib.E.4T 100255. TACOMA WAY, SUITE 311.1 TACOMA, WA 3453 (253( 41154 FAX (253)45-2131 UT 02925 PORTLAND DIVISION 6032 Al. CUTTER CIR, SUITE 430 PORTLAND. OR 37211 (603) 256.1773 FAX (503) 2011110 ATTENTION: •. R:O; Nes: :::.::: PROJECT" "' ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 Mr. Terrance McDunner Bank of America PROJECT: NO; PERMIT:NO::: MUNICIPALITY: ENGINEER . :;: ARCHIT.ECT:: is . CONTRACTOR: •.• PROJECT ADDRESS 742-80298 DATE;': March 23, 2009 D08-363 City of Tukwila 320 Strander Blvd. - Tukwila REPORTS OF ULTRASONIC INSPECTION TEST METHOD STANDARD NDT- UT MATERIAL ALLOY STEEL WELD JOINT ACCEPTANCE STANDARD AWS D1.1, TABLE 6.2 SEC. F MATERIAL THICKNESS WELD PROCESS CALIBRATION STANDARD 11W - 2 BLOCK MATERIAL LENGTH NS=NEAR SIDE: FS °' EAR S10E: W. TOP FLANGE OF= ObTTOM PUNisE. WBd WEB: N 'SEW= COMPASS DIRECTIONS Ta TOP 86 SOttdM..T.S B. TOP: ANO BOTTOM ELANOE::::::.: . WELD IDENTIFICATION MEETS CODE FAILS CODE INDICATION NUMBER FROM FACE PROCEDURE LEGEND TRANSDUCER ANGLE LEG A - DEFECT LEVEL B - REFERENCE LEVEL C - ATTENUATION FACTOR D - DEFECT RATING SOUND PATH - ANGULAR DISTANCE LENGTH DEPTH FROM SURFACE"A" DISTANCE FROM WELD CENTER "X" DISTANCE FROM WELD END 'n," REFERENCE REPORT NUMBER LINE 1 BETWEEN X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA D.5 AND E TOP X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA D.5 AND E BOTTOM X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA 0.5 AND C.5 TOP X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA D.5 AND C.5 BOTTOM X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA C.5 AND C TOP X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA C.5 AND C BOTTOM X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA C AND B.3 TOP X 0 0 A NA 700 1,2 NA NA NA NA NA NA NA NA NA NA C AND 5.3 BOTTOM X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA LINE B.2 AND LINE 1 TOP X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA LINE B.2 AND LINE 1 BOTTOM X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA LINE B.2 AND LINE 1.4 TOP X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA LINE 8.2 AND LINE 1.4 BOTTOM X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA LINE B.2 AND LINE 1.6 TOP X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA LINE 8.2 AND LINE 1.6 BOTTOM X 0 0 A NA 70° 1,2 NA NA NA NA NA NA NA NA NA NA COPIES TO: FIELD CONTACT: TECHNICIAN: LEVEL II ....... ,........:i:.::•: rJ.:.•• CI[E_NT'.::Q:.:::: CONTRACTOR .::0,16114E8:.::0.::::•'BUILDtNG DEPT: D:'. -.-:••ARCHITECT:•.•.......-. ... MAKE: TRANSDUCER FREQUENCY: ASTM TEST ULTRASONIC TEST (UT) EQUIPMENT EPOCH 3 SN SIZE METHOD: .75" SURFACE 2.25MHZ COUPLANT SILICON (A587) (A435) (A538) -TN. spoil Is provided for Me Information o1 Na client only. The reproduction of tills report, by any method, and Its transmittals to • Mini pats. by any means, except In lull, without Ma written permission o1 Professional Service Industries, Inc. la prohibited' NM certification e0• l0 to the accuracy of the results obtained from Me actual test performed &odor obearvatlons mile within the defined scow of Me work. Certification shall not °e construed to represent Inspection, approval or acceptance of Omer work or a warranty of design of workability of the specl1aation requirements" Codified Reports by Professional Service Industries EDWARD A. SMITH NAME HOURS MILES DATE March 27, 2009 ON OFF ST OT FR 62878 TOTAL HOURS DATE March 27, 2009 fris in Information iblif.e2.1aTo Build On Engineering • Cavesaalt+fng • Terating SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION 10025 SO. TACOMA WAY, SUITE H1 COMIvIUN:T! TACOMA, WA 98499 DEVELOP►1 4T (253) 589-1804 • FAX (253) 589-2136 r g= Ix VIVI MAR 2 6 20090 FR 64574 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778' FAX (503) 289-1918 ADDRESS: ATTENTION ............ ......... ATC Associates, Inc. PROJ:ECT:NQ; 742-80298 DATE March 18, 2009 6347 Seaview Ave. NW PERMIT: NO D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY:::: City of Tukwila ENGINEER: :: ............... Mr. Terrance McDunner ARCHITEC: CONTRACTOR:;: Bank of America `_ ;;_ PROJECT: ADDRESS: FIELD REPORT 320 Strander Blvd. - Tukwila -- ON SITE FOR VISUAL WELD VERIFICAT (� CJP ' ;v _•' 2 ,. ' SE PLATE FILLET WELDS (6) ALONG 6 LINE BETWEEN GRID B.5 AND E, CJP CONNECTIONS ALONG GRID 1, AND A el. -'' .'• • '. ' m Tit€VERS. VERIFIED FILLET WELDS, ROOT PASS GROOVE WELDS, AND COVER PASS GROOVE WELDS TO BE PROPER SIZE, LENGTH, AND PROFILE. VERIFIED CJP CONNECTIONS TO BE FIT UP PROPERLY AS PER SPECIFICATIONS SET BY AWS D1.1. VERIFIED PROPER CERTIFICATION OF WABO WELDER MR. DOUGLAS LINDBLAD # W06197 E EXPIRATION JULY 1,2009 UTILIZING DUAL SHIELD 7100 UCTRA P/N 248000010. 052 DIAMETER E71T FCAW LOT # 85407. ITEMS VERIFED ON THIS DAY CONFORM TO THE APPROVED PROJECT PLANS, RFI # 0034 AND AWS D1.1. TOTAL HOURS 6 EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: I IDATE: ITEMS:INSPECTED:TO APPROVED: PLANS:AREB:::::: CONF.ORMING NONCONFORMING::11111:... :::::::..:::::.::::: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT.. SUPPLIER KYLE LYNCH March 18, 2009 x FIELD CONTACT: DATE: x :.:;. _ .: 'This report is provided for the Information o1 the client only The reproduction of this report, by any method, and its transmittal to a third party. by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an Inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES K.LYNCH 8 2 6 IRT , TOTAL HOURS 6 EDWARD SMITHDate March 20, 2009 in% Win Information Engineering/e Z rr To Build On • Consulting • • SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 r...., 1— • r r — ri, '•A 4 • TACOMADIVISIoMll S 412009 10025 SO. TACOMA Y, UITE H TACOMA, WA 98479�Iyj�J COMN,r{ (253) 589-1804 • FA3C b1 R52-r24386+I1P FR 64575 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT ADDRESS :. . .............. ATTENTION:::::: PO:NO PROJECT ATC Associates, Inc. PROJECT NO. 742-80298 DATE March 19, 2009 6347 Seaview Ave. NW Seattle, WA. 98107 MUNICIPALITY: • D08-363 W.O. City of Tukwila Mr. Terrance McDunner ENGINEER:::: : ..... ......... ............... ARCHITECT:::: ................. Bank of America CONTRACTOR PROJECT' ADDRESS: 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full. without the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD A. SMITH TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH 7 ON SITE FOR VISUAL WELD VERIFICATION ON HSS 6X1/2 WELD SLEEVES (5 LOCATIONS 10 CONNECTIONS) ALONG GRID 1 FROM B TO E. 2 VISUALLY VERIFIED BUTT WELDS FOR PROPER SIZE AND PROFILE AS PER DETAIL 14/SO4.02 OF THE APPROVED PLANS AND AWS D1.1. 1130 230 3 TOTAL HOURS 5 EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: DATE: ITEMS INSPECTEb:TO ::..... APPROVED: PLANS: ARE: ::::::::::::. :.. . . CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER KYLE LYNCH March 19, 2009 x FIELD CONTACT:1 I DATE: x CONFORMING .. NONCONFORMING: 'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full. without the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD A. SMITH TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH 7 9 2 1130 230 3 TOTAL HOURS 5 Date March 20, 2009 Information iff.Ei To Build On : Engineering • Consulling• Meting El SEATTLE DIVISION TACOMA DIVISION MAR 2 4 2009 ❑ 24113 56TH AVE W 10025 SO. TACOMA WAY, SUITE 111 MOUNTLAKE TERRACE, WA 98043 TACOMA, WA 98499 COMnGJN•T f nE/ELOPuwEtiT (425) 248-2400 • FAX (425) 248-2401 (253) 589-1804 • FAX (253) 589-218 FR 64575 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 ' FAX (503) 289-1918 CLIENT::::::'..:.:::..:: ATC Associates, Inc. 6347 Seaview Ave. NW PRO;JECT:NO::: 742-80298 DATE March 19, 2009 PERMrr D08-363 W.O. ATTENTION:::: P:O.NO:............ PROJECT Seattle, WA. 98107 MUNICIPALITY City of Tukwila Mr. Terrance McDunner ARCHITECT.. CONTRACTOR.: Bank of America PROJECT: ADDRESS. 320 Strander Blvd. - Tukwila FIELD REPORT -This report is provided for the information of the client only The reproduction of this report, by any method. and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.• 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD A. SMITH TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH ON SITE FOR VISUAL WELD VERIFICATION ON HSS 6X1/2 WELD SLEEVES (5 LOCATIONS 10 CONNECTIONS) ALONG GRID 1 FROM B TO E. VISUALLY VERIFIED BUTT WELDS FOR PROPER SIZE AND PROFILE AS PER DETAIL 14/SO4.02 OF THE APPROVED PLANS AND AWS D1.1. 2 1130 230 3 TOTAL HOURS 5 EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: DATE: I TEMS:INSPECTED :TO ::::::::::::.:::::::.::::.. APPROVED: PLANS: ARE;.: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER KYLE LYNCH March 19, 2009 x FIELD CONTACT: 1 I DATE: x CONFORMING la NONCONFORMING: .111111 -This report is provided for the information of the client only The reproduction of this report, by any method. and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.• 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD A. SMITH TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH 7 9 2 1130 230 3 TOTAL HOURS 5 Date March 20, 2009 riMW".11 Information NiTiTo Build On E..,ofefe • Consufffng • Mating rrr °)57823 MAR 17 2009 SEATTLE DIVISION +j TACOMA DIVISIONS r�,,II,�� ND77DIVISION 24113 56TH AVE W 10025 SO. TACOMA WAY. SUITE H1 DE9 L 2'NOIUTTER CIR. SUITE 480 MOUNTLAKE TERRACE, WA 98043 TACOMA, WA 98499 PORTLAND. OR 97217 (425) 248-2400 • FAX (425) 248-2401 (253) 589.1804FAX (253) 589-2136 (503)289-1778' FAX (503) 289-1918 CLIENT::::: ADDRESS .: ATTENTION. . 'PROJECT. ATC Associates, Inc. PROJECTNO:: 742-80298 DATE February 12, 2009 6347 Seaview Ave. NW Seattle, WA. 98107 PERMIT:NO:: : MUNICIPALITY::: D08-363 W.O. ENGINEER :-: ::::::: : City of Tukwila Mr. Terrance McDunner ARCHITECT::. . Bank of America CONTRACTOR PRO:IECTADDRESS: 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SO. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI 1 4X8 12.47 02/26/09 14 48430 3880 BK 3 2 4X8 12.47 03/12/09 28 58220 4670 BK 2 3 4X8 12.47 03/12/09 28 57420 4600 BK 2 4 4X8 12.47 HOLD H DISCARD SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. 8 WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH- FIELD SPECIMENS ASTM C-31' ® 'Excl. Sec. 10.1.2 SUNNY 950AM,49' (Temp. DATE CAST 72 SLUMP ASTM C-143 0 Recording) 12 -Feb -09 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM 21 C-231 0 C-1064 0 C-39 Il DESIGN MILES 203 STRENGTH 4000 NEO CAP ASTM C-1231 IRJ SAMPLE TYPE ADMIXTURE MBNC534 34.2 OTHER ASTM CYLINDER CEMENT FLY ASH 489 C'SE AGG. 7/8 1567 3/8 298 FINE AGG. WATER ADDED ADMIXTURE HOT MBPOLY997 1516 242/10 GAL 34.2 OZ ADMIXTURE OZ N/A I II CONC. TEMP. 129608 730 SLUMP SLUMP 6 ins. AIR N/A % QUANTITY MIX # RECEIVED: 72 OF 109 Cu. Yd. 156 TICKETS SUPER PLASTICIZED N/A 06450F6 AND NOTES: DATE February 13, 2009 CONCRETE SLAB ON GRADE. INTERNAL SLAB FOR BUILDING LINES A TO F FROM LINES 2 TO 5. PLACED VIA PUMP TRUCK AND CONSOLIDATED WITH H/F VIBRATION. SAMPLING TAKEN APPROXIMATELY D/3. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: 1TEMS:INSPECTED:TO ......................... APPROVED ::: CONFORMING. NONCONFORMING:;` • :::< ...... . ..... PLANS:ARE:i:::::.::> CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER JOHN HOOVER February 12, 2009 x - x FIELD CONTACT: DATE: Es •:;: 'This report is provided for the information of the client only. The reproduction o1 this report, by any method, and its transmittal to a third party. by any means, except in full, without the full permission of Professional Service Industries, Inc.. Is prohibited.' NAME ON OFF ST OT MILES J.HOOVER 6 1230 6.5 'This certification attests to the accuracy of the results obtained hom the actual test performed and/or observations made within the defined scope of the work Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 TOTAL HOURS 6.5 Date March 12, 2009 fjIIn�CR 70409 formation .'el To Build Onr7-r-4➢9,•� - �• 7beling VISION M MA IVISION ❑ SEATTLE 24113 6THIAVE W 10 25 SO.DTACOMA WAY, SUITE H1 MAR 1 200136032 NO. CUTTER CIR. SUITE 480 MOUNTLAKE TERRACE, WA 98043 TACOMA, WA 98499��AeLVt�JN' T•( PORTLAND, OR 97217 (425) 248.2400' FAX (425) 248-2401 (253) 589-1804 • FAX (253) 589-21361 r ^-....-744.1 (503) 289-1778 * FAX (503) 289-1918 CLIENT.. ADDRESS ATTENTION . PROJECT: ATC Associates, Inc. PROJECT. NO. 742-80298 DATE February 5, 2009 6347 Seaview Ave. NW Seattle, WA. 98107 PERMIT: 008-363 W.O. Mr. Terrance McDunner MUNICIPALITY. • ENGINEER.:::::: City of Tukwila ARCHITECT::. CONTRACTOR: Bank of America PROJECT ADDRESS 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.48 02/12/09 7 58930 4720 BK 3 B 4X8 12.48 03/05/09 28 75910 6080 BK 2 C 4X8 12.48 03/05/09 28 79780 6390 BK 3 D 4X8 12.48 HOLD H DISCARD SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. & WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH: FIELD SPECIMENS ASTM C-31• m 'Excl. Sec. 10.1.2 OVERCAST 1:00, 46° (Temp. DATE CAST FLY SLUMP ASTM C-143 El Recording) 05 -Feb -09 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM 0 C-231 0 C-1064 Il C-39 El DESIGN MILES STRENGTH 4000 NEO CAP ASTM C-1231 SAMPLE TYPE ADMIXTURE NA OTHER ASTM CYLINDER CEMENT 492/75 C'SE AGG. 1873 FINE AGG. WATER ADDED ADMIXTURE POLY 997 1473 220 LB 34 OZ ADMIXTURE NA I II CONC. TEMP. k 219380 60 SLUMP SLUMP 3 1/2 ins. AIR NA % QUANTITY MIX # RECEIVED: 6 Cu. Yd. M076 TICKET SUPER PLASTICIZED NA 06450F6 AND NOTES: DATE February 6, 2009 ON SITE FOR CONCRETE PLACEMENT INTO FOOTINGS (2) ON GRID 1 BETWEEN B & C, AND PIERS (6) ALONG GRID 1 BETWEEN GRIDS 8 & F. CONCRETE WAS PLACED AND SAMPLED FROM THE TRUCK CHUTE WITH CONSOLIDATION ACHIEVED BY MECHANICAL VIBRATION. REINFORCING STEEL WAS VERIFIED AND CONFORMS TO THE APPROVED PROJECT PLANS. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS APPROVED NONCQNFORMING:::':: TO .; ". PLANS ARE>::. . . CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIERCO•NFORMING•:•:•:::: KYLE LYNCH February 5, 2009 x x FIELD CONTACT: I DATE: X: Thts report is provided for the information of the client only. The reproduction of this report, by any method. and as transmittal to a third party. by any means, except in full, without the full permission of Professional Service Inaustnes. Inc., is prohibited.' This certification attests to the accuracy of the results obtained from the actual test performed anwor observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the speafication requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 AME ON OFF ST OT MILES K. LYNCH 12 330 3.5 1RT TOTAL HOURS 3.5 Date March 6, 2009 �G Irmation fW J TonfoBuild On Enghssorktg • Ca+> 9 • Th.Ung E SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 RFT, ES) MAR 2 ®, 2009 TACOMA DIVISION 10025 SO. TACOMA WAY, SUITE H1 TACOMA, WA 98499 (253) 589.1804' FAX (253) 589-2136 I� COMititJN.T( CL•9l fLl FR 64572 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 .CLIENT ' ADDRESS:: '; ATTENTION::: 1::'::':': :P O ft10 _ ATC Associates, Inc. PROJECT NO:. ' ' ' ; ATE March 16, 2009 6347 Seaview Ave. NW PERMIT NO. , D08-363 -O. Seattle, WA. 98107 MUNICIPALITY.• ': City ofTbkwila ENGINEER Mr. Terrance McDunner ARCHITECT •' CONTRACTOR :;:: 'PROJECT :;; Bank of America PROJECT ADDRESS :: 320 Strander Blvd. - Tukwila 'This report is provided for the Information o1 the client only. The reproduction of Nis report, by any method. and its transmittal to a third party. by any means, except in full, without the lull permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test pertonned and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' - Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH ON SITE FOR VISUAL WELD START UP VERIFICATION OF ROOF FRAMING STRUCTURAL STEEL. VERIFIED FIT UP, OF CJP CONNECTIONS ALONG GRID LINE 1, AS PER AWS D1.1. WELD OPERATIONS WERE CANCELED ON THIS DAY DUE TO HEAVY PRECIPITATION AND HIGH WINDS. IRT TOTAL HOURS 4 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER KYLE LYNCH March 16, 2009 ITEMS:INSPECTEY:TO'y .:: APPRQVED:PLANS:ARE:.:. x FIELD CONTACT: I I DATE: x CONFORMING . X ::::NONCONFORMING.:.0 'This report is provided for the Information o1 the client only. The reproduction of Nis report, by any method. and its transmittal to a third party. by any means, except in full, without the lull permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test pertonned and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' - Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH 8 12 4 IRT TOTAL HOURS 4 EDWARD SMITH k Date March 17, 2009 MWril Information To Build On Engineering • Consulting • 7b.ting C R 70411 SEATTLE DIVISION j 44 TACOMA DIVISION PORTLAND DIVISION pppp�ry��Bep 24113 56TH AVE W 10025 SO TACOMA WAY, SUITE H1 6032 NO. CUTTER CIR. SUITENAR 05 2009 MOUNTLAKE TERRACE, WA 98043 TACOMA, WA 98499 PORTLAND, OR 97217 (425) 248-2400FAX (425) 248-2401 (253) 589.1804' FAX (253) 589-2136 (503) 289.1778' FAX (503) 2890 CLIENT : ADDRESS ATTENTION::.::.: PROJECT: »: ATC Associates, Inc. PROJECT NO. )IVIMUN/Ty 742-80298 DATE February 3, 2009 r 6347 Seaview Ave. NW PERMIT NO.:. D08-363 W.O. Seattle, WA. 98107 Mr. Terrance McDunner MUNICIPALITY: ENGINEER... . City of Tukwila ARCHITECT cONT�►c�r0� ::::: . Bank of America PROJECT ADDRESS.... 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SO. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4x8 12.44 02/10/09 7 57920 4660 BK 3 B 4x8 12.44 03/03/09 28 76470 6150 BK 3 C 4x8 12.44 03/03/09 28 75850 6100 BK 2 D 4x8 12.44 HOLD H DISCARD SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. & WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH: FIELD SPECIMENS ASTM C-31' ID 'Exc.! Sec. 10.1.2 FOG, 36u, 8:30 (Temp DATE CAST 78 SLUMP ASTM C-143 0 Recording) 03 -Feb -09 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM 0 C-231 0 C-1064 0 C-39 0 DESIGN HOLROYD STRENGTH 5000 NEO CAP ASTM C-1231 0 SAMPLE TYPE ADMIXTURE NA OTHER ASTM CONCRETE CEMENT FLY ASH 442 C'SE AGG. 1893 FINE AGG. WATER ADDED ADMIXTURE WRA 1389 220 25.6 OZ ADMIXTURE NA I II CONC. TEMP. 325944 67° SLUMP SLUMP 5 1/4 ins. AIR NA % QUANTITY MIX # RECEIVED: 11 OF 11 Cu. Yd. 375 TICKET* RATIO SUPER PLASTICIZED NA 5551 FW AND NOTES: WIC= .42 DATE February 4, 2009 PERFORMED CONCRETE PLACEMENT WATCH AND TEST THIS PLACEMENT WAS AT NEW TRUCK SCALE EAST AND WEST RAMPS, ALSO TANK SUPPORTS. CONCRETE WAS PLACED BY PUMP AND MECHANICALLY CONSOLIDATED. EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: DATE: ITEMS 1NS.PECTEDTO APPROVED.PL.ANS.ARE:: ::.: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER WILLIE BOOKER February 3, 2009 x x FIELD CONTACT: DATE: . CONFORMIN.G NONCONFORMING : :_=_ mi 'This report is provided for the Inlormadon of the client only. The reproduction o1 thua report. by any method, and its transmdtal to a third party. by any means. except in full. without the lull permission of Professional Service Industries. Inc., is prohibrted.' 'This certification attests to die accuracy of the results obtained from the actual test performed andlor observations made within the defined scope of Ore work Certification shall not be construed to represent an inspection, approval or acceptance of other associated work ora warranty of design or workability or the specifcabon requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES FR #55461 TOTAL HOURS Date March 3, 2009 Whir Information ®To Build On Engineering •Tbsting - MAR 0 5 NO SEATTLE DIVISION TACOMA DIVISION COMMUNITY 24113 56TH AVE W 10025 SO TACOMA WAY, SUIDIEVELOPMENT MOUNTLAKE TERRACE. WA 98043 TACOMA, WA 98499 (425) 248-2400 • FAX (425) 248-2401 (253) 589-1804 FAX FAX (253) 589-2136 C R 57823 PORTLAND DIVISION 6032 NO. CUTTER CIR SUITE 480 PORTLAND OR 97217 (503) 289-1778 • FAX (503) 289-1918 ADDRESS ATTENTION P.O.NO::': • •PROJECT:::• ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 Mr. Terrance McDunner PROJECT :NO: :. PERMIT NO. MUNICIPALITY ENGINEER: : ARCHITECT 742-80298 DATE February 12, 2009 D08-363 W.O. City of Tukwila CONTRACTOR::: ... . ... ....... Bank of America PROJECT ADDRESS 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI 1 4X8 12.47 02/26/09 14 48430 3880 BK 3 2 4X8 12.47 03/12/09 28 3 4X8 12.47 03/12/09 28 4 4X8 12.47 HOLD H SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP & WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH FIELD SPECIMENS ASTM C-31• Il •Excl Sec. 10.1 SUNNY 950AM,49u 2 (Temp DATE CAST 72 SLUMP ASTM C-143 El Recording) 12 -Feb -09 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM El C-231 ❑ C-1064 El C-39 2 DESIGN MILES 203 STRENGTH 4000 NEO CAP ASTM C-1231 0 SAMPLE TYPE ADMIXTURE MBNC534 34.2 OTHER ASTM CYLINDER CEMENT FLY ASH 489 C'SE AGG. 7/8 1567 3/8 298 FINE AGG. WATER ADDED ADMIXTURE HOT MBPOLY997 1516 242/10 GAL 34.2 OZ ADMIXTURE OZ N/A I II CONC. TEMP. A 129608 73o SLUMP SLUMP 6 ins. AIR N/A % QUANTITY MIX # RECEIVED: 72 OF 109 Cu. Yd. 156 TICKET SUPER PLASTICIZED N/A 06450F6 AND NOTES: DATE February 13, 2009 CONCRETE SLAB ON GRADE. INTERNAL SLAB FOR BUILDING LINES A TO F FROM LINES 2 TO 5. PLACED VIA PUMP TRUCK AND CONSOLIDATED WITH H/F VIBRATION. SAMPLING TAKEN APPROXIMATELY D/3. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: I DATE: ITEMS' INSPECTED:TO . APPROVED PLANS ARE:- • CLIENT CONTRACTOR JOHN HOOVER February 12, 2009 x - ~ENGINEER ARCHITECT x BUILDING DEPT. SUPPLIER FIELD CONTACT: DATE: . CONFORMING 'NONCONFORMING mg ED •This report i5 provided for the information of the client only The reproduction of this report, by any method and as transmittal to a third party. by any means, except In full without the full permission of Professional Service Industnes, Inc i5 prohibited • 'This certification attests to the accuracy of Me results obtained from the actual test performed and/or observations made within the defined scope of the work Certification shall not be construed to represent an mspeclion. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements - Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES J.HOOVER 6 1230 6.5 TOTAL HOURS 6.5 Date February 17, 2009 ar ��s Information To Build On • - SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 :A/Earl FR 64116 FEB 2 2009 TACOMA DIVISI�r UNIT +f 10025 S(A °^ i' icatrPE H1 w TACOMA, WA'. 98499 (253) 589-1804 • FAX (253) 589-2136 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT: :ADDRESS ATTENTION P.O. . .............. :PROJECT: ATC Associates, Inc. PROJECT: NO::: : 742-80298 DATE February 11, 2009 6347 Seaview Ave. NW D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY: ................ City of Tukwila ENGINEER: : Mr. Terrance McDunner .................. ARCHITECT:::: Bank of America CONTRACTOR:. PROJECT:ADDRESS 320 Strander Blvd. - Tukwila FIELD REPORT 'This report Is provided for the information of the client only. The reproduction of this report, by any method. and Its transmittal to a third party, by any means. except to full. without the lull permission of Professional Service Industnes, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of Me work. Certification shah not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability 01 the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES J. KUPFERSCHMID 11:15 PSI ON SITE FOR REINFORCING STEEL INSPECTION,REINFORCING STEEL FOR SLAB AT GRID LINES A, 2-4.7/ A -F, 4.7/ A -F, 2/ AND F. 2-4.7 2.75 WAS INSPECTED. REINFORCING STEEL CONFORMED TO PLANS (SHEETS S02.11/S4.01 DETAILS 2, 7, 8, 9, 11 AND 13/ AND S4.02 DETAIL 3). EXCEPT: HOLD DOWN (HD10) ANCHOR BOLTS (7/8" WITH 10" EMBEDMENT) NOT YET INSTALLED. NOTE: NOT READY FOR INSPECTION AT GRID LINES A, 4.7-5/ A -F, 5/ A -F, 4.7/ AND F, 4.7-5 RE -INSPECTION REQUIRED. NOTE: RE -INSPECTION REQUIRED FOR ANCHOR BOLT PLACEMENT AT HOLD DOWNS. TOTAL HOURS 2.75 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS:INSPECTED APPROVED PLANS CONFORMING .:::::::.X:: NONCONFORMING TO ARE: :.:::.... . CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER. JOHN KUPFERSCHMID February 11, 2009 x FIELD CONTACT:I I DATE: x _ ... 'This report Is provided for the information of the client only. The reproduction of this report, by any method. and Its transmittal to a third party, by any means. except to full. without the lull permission of Professional Service Industnes, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of Me work. Certification shah not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability 01 the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES J. KUPFERSCHMID 11:15 2:00 2.75 TOTAL HOURS 2.75 Date February 19, 2009 (Information To Build On o Consulting • 7bstlng SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425)248-2400• FAX (425) 248-2401 FEB I TACOMA DIVISION .iiItJJN.T-I 10025 SO TACOMA WAY, SLWE Fitt2trchtiiidiT TACOMA, WA 98499 (253) 589-1804 FAX (253) 589-2136 C R 70409 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND. OR 97217 (503) 289-1778' FAX (503) 289-1918 CLIENT :..:. ADDRSES:. ATTENTION P.Q:..;NO...: ; PROJECT:.: ATC Associates, Inc. PROJECT NO ..:::::::::::: 742-80298 DATE February 5, 2009 6347 Seaview Ave. NW PERMIT'. NO : :::: :: ::::.::':; :;: D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY::::: >:.:::::: City of Tukwila PSI ENGINEER: 4X8 Mr. Terrance McDunner ARCHITECT::::. 7 58930 CONTRACTOR .. ... . . BK Bank of America PROJECTADDRESS;:;:;.::::: 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) • DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.48 02/12/09 7 58930 4720 BK 3 B 4X8 12.48 03/05/09 28 C 4X8 12.48 03/05/09 28 D 4X8 12.48 HOLD H SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. 8 WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH. FIELD SPECIMENS ASTM C -3r El 'Excl. Sec. 10.1.2 OVERCAST 1:00, 46u (Temp DATE CAST FLY SLUMP ASTM C-143 El Recording) 05 -Feb -09 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM El C-231 0 C-1064 Il C-39 II DESIGN MILES STRENGTH 4000 NEO CAP ASTM C-1231 m SAMPLE TYPE ADMIXTURE NA OTHER ASTM CYLINDER CEMENT 492/75 C'SE AGG. 1873 FINE AGG. WATER ADDED ADMIXTURE POLY 997 1473 220 LB 34 OZ ADMIXTURE NA I II CONC. TEMP. t 219380 60 SLUMP SLUMP 3 1/2 ins. AIR NA % QUANTITY MIX # RECEIVED: 6 Cu. Yd. M076 TICKET SUPER PLASTICIZED NA 06450F6 AND NOTES: DATE February 6, 2009 ON SITE FOR CONCRETE PLACEMENT INTO FOOTINGS (2) ON GRID 1 BETWEEN B & C, AND PIERS (6) ALONG GRID 1 BETWEEN GRIDS B & F. CONCRETE WAS PLACED AND SAMPLED FROM THE TRUCK CHUTE WITH CONSOLIDATION ACHIEVED BY MECHANICAL VIBRATION. REINFORCING STEEL WAS VERIFIED AND CONFORMS TO THE APPROVED PROJECT PLANS. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS INSPECTED APPROVED TO PLANS ARE: .::Ill CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER KYLE LYNCH February 5, 2009 x x FIELD CONTACT: DATE: : CONFORMING NONCONFORMING:• In -Thu repos is provided for the information o1 the client only. The reproduction o1 tNs report. by any method. and its transmittal to a third party. by any means. except in fut. w4hout the lull permission of Professional Service Industries, Inc., is prohibited. - 'Thu certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requvements.- Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH 12 330 3.5 1RT TOTAL HOURS Date 3.5 r,� a in Information Build On Engineering • Co • sbeling SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 FAX (425) 248-2401 rce- 'MAR 04 TACOMA DIVISION COMiw�11J:1 10025 SO. TACOMA WAY. SUITIMVELOP►r.clJT TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 FR 69604 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT. • ..= ADDRESS::::: ATTENTION F:O: NO:::: PROJECT ATC Associates, Inc. PROJECT:N 42-802 6347 Seaview Ave. NW Seattle, WA. 98107 Mr Terrance McDunner Bank of America ATE February 12, 2009 D08-363 W. it of Tukwila ENGINEER. ARCHITECT CONTRACTOR PROJECT:ADDRESS 320 Strander Blvd. - Tukwila 'This report is provided for the information o1 the client only The reproduction of this report by any method. and its transmittal to a INrd pang, by any means. except in lull, without the full permission of Professional Service Industries. Inc.. rs prohibited.' 'This certification attests to the accoracy of the results obtained from the actual lest performed and/or observations made within the defined scope of the work Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty al design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES SEE CR 57823 TOTAL HOURS EDWARD A. SMITH h Date February 25, 2009 ON SITE TO PERFORM RESTEEL IN SLAB ON GRADE AT REQUEST OF CONTRACTOR. PURPOSE WAS TO VERIFY COMPLETION OF MISSED ITEMS DURING INSPECTION ON 2-11-09. 1) MESH ALONG A -LINE WAS IN PLACE PRIOR TO CONCRETE PLACEMENT. 2) HOLD DOWNS WERE IN PLACE PRIOR TO CONCRETE PLACEMENT. LOCATIONS ARE AT C/2.2, A/2, D.1, F/2, F/4.1 AND F/4.3. AT TIME OF CONCRETE ARRIVAL WAS READY FOR CONCRETE PLACEMENT. EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: ff DATE: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT.CONFORMING SUPPLIER J. HOOVER February 16, 2009 ITEMS INSPECTED TO. .: APPROVED PLANS ARE: x FIELD CONTACT: I DATE: x NONCONFORMING : • 'This report is provided for the information o1 the client only The reproduction of this report by any method. and its transmittal to a INrd pang, by any means. except in lull, without the full permission of Professional Service Industries. Inc.. rs prohibited.' 'This certification attests to the accoracy of the results obtained from the actual lest performed and/or observations made within the defined scope of the work Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty al design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES SEE CR 57823 TOTAL HOURS EDWARD A. SMITH h Date February 25, 2009 ��® Information To Build On EnabseerIng •Cansultrng • lbsting SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 FEB 19 2009 Lvi,alLINT( TACOMA DIVISION OEVgLgOitlititT El 10025 SO. TACOMA WAY, SUITE 1 TACOMA, WA 98499 (253) 589-1804' FAX (253) 589-2136 CR 70411 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503)289.1778FAX (503) 289-1918 CLIENT ..•:.. ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 PROJECT NO: PERMIT tib: ATTENTION Mr. Terrance McDunner P.ROJECT:::.. Bank of America MUNICIPALITY: ENGINEER 742-80298 DATE February 3, 2009 D08-363 W.O. City of Tukwila ARCHITECT. CONTRACTOR PROJECTADDRESS 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4x8 12.44 02/10/09 7 57920 4660 BK 3 B 4x8 12.44 03/03/09 28 C 4x8 12.44 03/03/09 28 D 4x8 12.44 HOLD H SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. & WEATHER PROPORTIONS: . TYPE OF CEMENT TRUCK POUR LOCATION WITH: FIELD SPECIMENS ASTM C-31' El 'Excl. Sec. 10.1.2 FOG, 36°, 8:30 (Temp. DATE CAST 78 SLUMP ASTM C-143 ® Recording) 03 -Feb -09 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM IO C-231 ❑ C-1064 ID C-39 m DESIGN HOLROYD STRENGTH 5000 NEO CAP ASTM C-1231 ID SAMPLE TYPE ADMIXTURE NA OTHER ASTM CONCRETE CEMENT • FLY ASH 442 C'SE AGG. 1893 FINE AGG. WATER ADDED ADMIXTURE WRA 1389 220 25.6 OZ ADMIXTURE NA I II CONC. TEMP. t 325944 67° SLUMP SLUMP 5 1/4 ins. AIR NA % QUANTITY MIX # RECEIVED: 11 OF 11 Cu. Yd. 375 TICKET RATIO SUPER PLASTICIZED NA 5551 FW AND NOTES: W/C= .42 DATE February 4, 2009 PERFORMED CONCRETE PLACEMENT WATCH AND TEST THIS PLACEMENT WAS AT NEW TRUCK SCALE EAST AND WEST RAMPS, ALSO TANK SUPPORTS. CONCRETE WAS PLACED BY PUMP AND MECHANICALLY CONSOLIDATED. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ,ITEMS INSPECTED TiR APPROVED:PLANS ARE: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER WILLIE BOOKER February 3, 2009, x x FIELD CONTACT: DATE: CONFORMING NONCONFQRMINO :.:: 'This report is provided for the bdormation of the client only. The reproduction of this report, by any method, end its transmittal to a hind party, by any means, • except in full, without the hA permission o1 Professional Service Industries, Inc., is prohibited -This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES FR #55481 TOTAL HOURS Date �����' ® Information Build On Engineering• - SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425)248-2400' FAX (425) 248-2401 V RrCE' ) t. FEB 2 0 2009 TACOMA DIVISION OMMUNtTY 10025 SO. TACOMA WAY. SUIT ELOPMENT TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 CR 72125 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503)289-1918 CLIENT:•:: . ADDRESS.: ATTENTION P.O. NO PROJECT ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 PROJECT:N PERMIT:NO::::: .............. 742-80298 DATE January 20, 2009 D08-363 W.O. MUNICIPALFTY: Mr. Terrance McDunner ENGINEER ::: ` : ................ .................. ARCHITECT<::: . .............. ... City of Tukwila CONTRACTOR:: Bank of America PROJECT ADDRESS: 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.48 01/27/09 7 55200 4420 BK 2 B 4X8 12.48 02/17/09 28 70060 5610 BK 3 C 4X8 12.48 02/17/09 28 74220 5650 BK 3 D 4X8 12.48 HOLD H DISCARD SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. 8 WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH FIELD SPECIMENS ASTM C-31' El 'Excl. Sec. 10.1 CLOUDY, 1:06 PM 2 (Temp DATE CAST SLUMP ASTM C-143 10 Recording) 20 -Jan -09 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM E21 C-231 0 C-1064 El C-39 PI DESIGN MILES #201 STRENGTH 4000 PSI NEO CAP ASTM C-1231 21 SAMPLE TYPE ADMIXTURE N/A OTHER ASTM CONCRETE CEMENT DESIGN/ ACTUAL 564/564 C'SE AGG. 1860/1852 FINE AGG. WATER ADDED ADMIXTURE POLY 997 1420/1416 254/238 34.0/ 33.6 ADMIXTURE NC 534 67.7/67 I II CONC. TEMP. 218611 69° SLUMP SLUMP 4 1/2 ins. AIR 2.1 % QUANTITY MIX# RECEIVED: 10 Cu. Yd. M048 TICKET# 0.42 SUPER PLASTICIZED N/A 06450F6 AND NOTES: W/C= DATE January 21, 2009 GRADE BEAMS AT GRIDLINES C.5- E.5, 1/ E, 2-4/ AND E- 8.3, 2. SAMPLE AT 6 YARDS OF 32 YARDS TOTAL PLACED. SAMPLE LOCATION WAS AT GRIDLINES E, 2-4 AND E- B.3, 2 (BOTTOM 1.5 OF GRADE BEAMS). CONCRETE WAS PLACED BY PUMP (BOOM TRUCK) AND MECHANCAILLY CONSOLIDATED. ZERO GALLONS OF WATER WERE ADDED AT THE SITE OUT OF 19 GALLONS ALLOWABLE. SEE FR #62895 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: I DATE: ITEMS INSPECTED: TO::'.:. APPROVED.PLANS ARE,'::.: :.:... . CONFORMING:.: ••• NONCONFORMtNG . :. .: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER JOHN KUPFERSCHMID January 20, 2009 x x FIELD CONTACT: I DATE: .KA •This report is provided for the information of the client only. The reproduction of this report, by any method, and Its transmittal to a third party, by any means. except in full, without the hill permission of Professional Service Industries, Inc.. is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work ora wananty of design or workability of the specification requirements' Certified Report by Professional Service Industries: TS -98-1 NAME ON OFF ST OT MILES FR 62895 TOTAL HOURS EDWARD SMITH Date February 17, 2009 anTaXill Information te.�� ToBuild On Engineering • Consulting • Meting ❑ SEATTLE DIVISION 24113 56T1-1 AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION 02 2009' ¢OMIMiUMW,,' 10025 SO. TACOMA WA ,xSU. kePN;Er1l1R TACOMA, WA 98499 (253) 589-1804 * FAX (253) 589-2138 E FR 63014 PORTLAND DIVISION 6032 NO CUTTER CIR SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT :::: ADDRESS`. ATTENTION :P.O. NO.:; PROJECT: ATC Associates, Inc. PROJECT: NO: 6347 Seaview Ave. NW Seattle, WA. 98107 Mr. Terrance McDunner PERMIT NO.::::::: MUNICIPAcLITY ............... ... 742-80298 DATE February 20, 2009 D08-363 W.O. City of Tukwila ENGINEER.: Bank of America ARCHITECT :::.: CONTRACTOR PROJECT: ADDRESS :: 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only. The reproduction of this report, by any method. and as transmittal to a third party, by any means, except in full. wahout the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not he construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability 01 the specification requirements - Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES N. JACKSON PSI ON SITE FOR INSPECTION OF DOWEL INTO EPDXY PLACEMENT AS REQUESTED BY CLIENT. EPDXY EXPIRATION DATE IS 10/2009. HILTI HIT RE 500—SD WAS THE TYPE OF EPDXY USED FOR PLACEMENT. INSPECTION IS FOR FIVE DOWELS PLACED IN EPDXY. HOLES FOR PLACEMENT ARE 12" DEEP 7/8" IN DIAMETER. ALL THREAD RODS ARE 18" LONG, 3/4" DIAMETER. INSPECTION OF PLACEMENT OF DOWELS INTO EPDXY WAS FOUND TO CONFORM TO PLANS AND SPECIFICATION TO THE BEST OF INSPECTORS KNOWLEDGE. TOTAL HOURS 3.5 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: 1 DATE: NICK JACKSON February 20, 2009 ETEMS.INSPECTED TO: APPROVED PLANS ARE: x CLIENT ENGINEER ARCHITECT - CONTRACTOR BUILDING DEPT. SUPPLIER FIELD CONTACT: DATE: .: CONFORMING x _ NONCONFORMING ❑ 'This report is provided for the information of the client only. The reproduction of this report, by any method. and as transmittal to a third party, by any means, except in full. wahout the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not he construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability 01 the specification requirements - Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES N. JACKSON 930 100 3.5 TOTAL HOURS 3.5 Date February 24, 2009 ��� n Information Lte.y9 ToBuild On �ring•Committing Tinting - MAR 02 Mg SEATTLE DIVISION m TACOMA DIVISION 9n}iI�k:1P1iT'Q 24113 56TH AVE W 10025 SO. TACOMA WAAY, SU�€kitilwICrlff so MOUNTLAKE TERRACE, WA 98043 TACOMA, WA 98499 (425) 248-2400' FAX (425) 248-2401 (253) 589-1804' FAX (253) 589-2136 CR 71966 PORTLAND DIVISION 6032 NO CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT. ADDRESS::: : AUENTEQN .:::::::: ATC Associates, Inc. PROJECT NO; 742-80298 DATE January 28, 2009 6347 Seaview Ave. NW D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY City of Tukwila Mr. Terrance McDunner ........................... ARCfi1TECT Bank of America *CONTRAC:TOR ........ : PROJECTAUDRESS :: 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.43 02/04/09 7 68900 5540 BK 2 B 4X8 12.43 02/25/09 28 86210 6940 BK 3 C 4X8 12.43 02/25/09 28 88700 7140 BK 3 D 4X8 12.43 HOLD H DISCARD SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. 8 WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH: FIELD SPECIMENS ASTM C-31• 0 'Excl. Sec. 10.1.2 O.C, 8:30, 40" (Temp. DATE CAST SLUMP ASTM C-143 0 Recording) 28 -Jan -09 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM 0 C-231 0 C-1064 0 C-39 0 DESIGN MILES STRENGTH 4000 NEO CAP ASTM C-1231 0 SAMPLE TYPE ADMIXTURE GLEN 218 OTHER ASTM CONCRETE CEMENT 549 CSE AGG. 3/8 1705 FINE AGG. WATER ADDED ADMIXTURE POLY 997 1583 221 44 OZ ADMIXTURE OZ N/A I II CONC. TEMP. at 618897 68° SLUMP SLUMP 5 1/4 ins. AIR N/A % QUANTITY MIX # RECEIVED: 11 OF 11 Cu. Yd. M136 TICKET RATIO= SUPER PLASTICIZED N/A 740063 AND NOTES: W/C .40 DATE January 29, 2009 VAULT SLAB ON DECK A -F/ 5-6 PERFORMED CONCRETE PLACEMENT WATCH AND TEST CONCRETE WAS PLACED BY PUMP AND MECHANICALLY CONSOLIDATED. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS: INSPECTED APPROVED :CONFORMING.:::::;.Ea : -NONCONFORMING TO ... . PLANS: ARE:.:: ..: • CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER WILLIE BOOKER January 28, 2009 x _ x FIELD CONTACT: DATE: 'This report is provided for the information of the client only The reproduction of this report, by any method, and its transmittal to a third party, by any means. except n full, without the fug permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work Certification shag not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES FR 681365 TOTAL HOURS Date February 25, 2009 o II Information 9 To Build On Engineering • Consulting • 'Mating MAR 02 2009 SEATTLE DIVISION E TACOMA DIVISION C0// MiC(�.�I1NrTf 24113 56TH AVE W 10025 SO. TACOMA �%J��Sff11101 "T MOUNTLAKE TERRACE. WA 98043 TACOMA, WA 98499 (425)248.2400• FAX (425) 248-2401 (253)589-1804• FAX (253) 589-2136 CR 71967 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503)289-1778• FAX (503) 289-1918 CLIENT ............:.:..,• APORESS• • ATTENTION: PROJECT ATC Associates, Inc 6347 Seaview Ave. NW PROJECT NO:•:•::• PERMIT: NO..... 742-80298 DATE January 28, 2009 D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY:: ENGINE. City of Tukwila Mr. Terrance McDunner ARCHITECT;: CONTRACTOR Bank of America PROJECT ADDRESS 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.43 02/04/09 7 48400 3890 BK 2 B 4X8 12.43 02/25/09 28 69250 5570 BK 3 C 4X8 12.43 02/25/09 28 67600 5440 BK 2 D 4X8 12.43 HOLD H DISCARD SAMPLE AND TESTED IN ACCORDANCE TIME. TEMP. & WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH: FIELD SPECIMENS ASTM C-31' 0 'Excl. Sec. 10.1.2 O.C, 9:45, 43u (Temp. DATE CAST SLUMP ASTM C-143 0 Recording) 28 -Jan -09 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM 0 C-231 0 C-1064 0 C-39 0 DESIGN MILES STRENGTH 4000 NEO CAP ASTM C-1231 0 SAMPLE TYPE ADMIXTURE NC 34 OTHER ASTM N/A CONCRETE CEMENT FLY ASH 73/489 C'SE AGG. 2049 FINE AGG. WATER ADDED ADMIXTURE POLY 997 1418 230 34 OZ ADMIXTURE 534 OZ I 11 CONC. TEMP. 218913 64° SLUMP SLUMP 6 1/4 ins. AIR N/A % QUANTITY MIX # RECEIVED: 10 OF 10 Cu. Yd. M006 TICKET* .41 SUPER PLASTICIZED N/A 6450F6 AND NOTES: W/C= DATE January 29, 2009 GRADE BEAMS 3.3-5/E, 2/EF, 2-5/F PERFORMED CONCRETE PLACEMENT, WATCH AND TEST. CONCRETE WAS PLACED BY PUMP AND MECHANICALLY CONSOLIDATED. EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: DATE: tTEMS:1NSPECTED:TO:•:::' APPROVED:PLANS:'ARE:: : CONFORMING:. PPNOV• EDPLANS'::.. `...: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER WILLIE BOOKER January 28, 2009 x x FIELD CONTACT: DATE: • :Li 'This report is provided for the Information o1 the client only. The reproduction of this report, by any method, and its transmittal to a thud party, by any means. except in full, without the full permission of Professional Service Industries. Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work Certification shad not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES FR #61365 TOTAL HOURS Date February 25, 2009 ill Information v .. f ToBuild On > R CE!VED Enna • Matings • Mating ( i•QT El SEATTLE DIVISION Y TACOMA DIVISION FEB 0 9 2009 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425)248-2400' FAX (425) 248-2401 10025 SO. TACOMA WAY. SUITE H1 TACOMA. WA 98499 nCOM OPN TY pf8LENT (253) 589-1804 • FAX (253) 59 CR 72041 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778' FAX (503) 289-1918 CLIENT:::: ADDRESS •.• ..................... ...................... PROJECT: ATC Associates, Inc. PROJECT:NO: : 6347 Seaview Ave. NW Seattle, WA. 98107 PERMIT: NO. MUNICIPALITY: 742-80298 '';ATE January 8, 2009 D08-363 .0. Iia Mr. Terrance McDunner Bank of America CONTRACTOR :::::::::::: ............. .............. PROJECTADDRESS::::::`::::• 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.47 01/15/09 7 60650 4860 BK 2 B 4X8 12.47 02/05/09 28 84660 6790 BK 3 C 4X8 12.47 02/05/09 28 87370 7010 BK 3 D 4X8 12.47 HOLD H DISCARD SAMPLE AND TESTED FIELD SPECIMENS SLUMP SAMPLING AIR TEMP BREAK NEO CAP OTHER IN ACCORDANCE WITH: ASTM ASTM ASTM ASTM ASTM ASTM ASTM ASTM C-31• Il C-143 El C-172 El C-231 0 C-1064 0 C-39 © C-1231 0 'Excl. Sec. 10.1.2 (Temp Recording) TIME, TEMP. & OVERCAST DATE MIXING DESIGN SAMPLE WEATHER 2:00, 52' CAST 08 -Jan -09 PLANT MILES STRENGTH 4000 TYPE CYLINDER PROPORTIONS: CEMENT C'SE AGG. FINE AGG. WATER ADDED ADMIXTURE ADMIXTURE ADMIXTURE POLY 997 NC 534 486/74 1864 1544 216 LB 34 OZ 68 OZ N/A TYPE OF CEMENT I II CONC. TEMP. 64° SLUMP 3 3/4 ins. AIR N/A % QUANTITY 20 OF 100 Cu. Yd. TRUCK M092 TICKET t 218125 SUPER PLASTICIZED SLUMP N/A MIX # 06450F6 POUR LOCATION AND NOTES: DATE RECEIVED: January 9, 2009 ON SITE FOR CONCRETE PLACEMENT INTO GRADE BEAMS ALONG 5 FROM A TO F, ALONG 6 FROM A TO F, ALONG A FROM 2 TO 6, ON B.3 FROM 2 TO 3.3, AND ALONG 3.3 FROM A TO 8.3. CONCRETE WAS PLACED BY BOOM PUMP, SAMPLED FROM THE TRUCK CHUTE, AND CONSOLIDATED MECHANICALLY. RE -STEEL WAS VERIFIED ON FR #61999. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS: 1NS:PECTED:TO : .................... APPROVED PLAN_ S: ARE::.: :.-.:CONFQRMIN.G:::::::.:kJ ......... ...... KYLE LYNCH January 8, 2009 x CLIENT - CONTRACTOR ENGINEER x BUILDING DEPT. FIELD CONTACT: DATE: ARCHITECT - SUPPLIER N.ONCONFORMING:: - 1111 'This report Is provided for the information of the client only. The reproduction of this report, by any method, and Its transmittal to a third party, by any means, except In hilt, without the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements. - Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH 11 4 4.5 0.5 1RT 1 TOTAL HOURS 4.5 0.5 Date February 5, 2009 ,� o Information Build On Er>gIneeelfng • ConauttIng • Tbewn9 SEATTLE DIVISION TACOMA DIVISION FEB 0 9 2007, 24113 58TH AVE W 10025 SO. TACOMA WAY, SUITE H1 MOUNTLAKE TERRACE, WA 98043 TACOMA WA 98499 MIT( DEVELOPMENT (425) 248.2400' FAX (425) 248-2401 (253) 589-1804 • FAX (253) 589-2138 CR 71967 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 ADDRESSS::::: ATTENTION .............. ............... PROJECT:::: . ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 PROJECT.NO.• .::::::::::742-80298 ATE January 28, 2009 PORMIT:NO:.::::::::::::::': D08-363 0 MUNICIPALITY G of Tukw ENGINEEi2............ Mr. Terrance McDunner ARCHITECT:: Bank of America CONTEtACTOR ' • PROJECT ADDRESS:: 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.43 02/04/09 7 48400 3890 BK 2 B 4X8 12.43 02/25/09 28 C 4X8 12.43 02/25/09 28 D 4X8 12.43 HOLD H SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. & WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH. FIELD SPECIMENS ASTM C-31• 0 'En!. Sec 10.1.2 O.C, 9:45, 43° (Temp. DATE CAST SLUMP ASTM C-143 El Recording) 28 -Jan -09 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM El C-231 0 C-1064 0 C-39 El DESIGN MILES STRENGTH 4000 NEO CAP ASTM C-1231 El SAMPLE TYPE ADMIXTURE NC 34 OTHER ASTM CONCRETE CEMENT FLY ASH 73/489 C'SE AGG. 2049 FINE AGG. WATER ADDED ADMIXTURE POLY 997 1418 230 34 OZ ADMIXTURE 534 OZ N/A I II CONC. TEMP. A 218913 64° SLUMP SLUMP 6 1/4 ins. AIR N/A % QUANTITY MIX # RECEIVED: 10 OF 10 Cu. Yd. M006 TICKET .41 SUPER PLASTICIZED N/A 6450F6 AND NOTES: W/C= DATE January 29, 2009 GRADE BEAMS 3.3-5/E, 2/EF, 2-5/F PERFORMED CONCRETE PLACEMENT, WATCH AND TEST. CONCRETE WAS PLACED BY PUMP AND MECHANICALLY CONSOLIDATED. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: fTEMS:1NS.PECTED:TO APPROVED:PLANS:A:RE::,.. :;NONCONFORMING'• : : : : . . CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIERCONFORMING:::::: WILLIE BOOKER January 28, 2009 x x FIELD CONTACT: DATE: 1110 'This report is provided for the information o1 the client only. The reproduction o1 this report. by any method, and its transmittal to a third party, by any means. except in fug without the full permission of Professional Service Indusmes, Inc., Is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the apeclficadon requirements.• Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES FR #61365 TOTAL HOURS Date Information Build On Engng • Consulting • TbsfSng El SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248.2400' FAX (425) 248-2401 3Ps-(\K- khueim fry. L -.ted 1r. r... ' FEB 11 200E TACOMA DIVISION 10025 SO. TACOMA WAY, SUITE H1 COMMUNITY TACOMA, WA 98499 DEVELOPMENT (253) 589-1804FAX (253) 589-2138 CR 71966 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND. OR 97217 (503)289-1778' FAX (503)289-1918 CLIENT,:. ... ADDRESS::::::.::: .` ..'. ATTENTION - : P.O. NO: PROJECT ` ATC Associates, Inc. PROJECT NO.. 7' -: 1 ° :• DATE January 28, 2009 6347 Seaview Ave. NW PERMIT: NO..,: :::::::::.::: D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY < CI - • •wila 4X8 ENGINEER: 02/04/09 Mr. Terrance McDunner ARCHITECT:::.::.•. : CONTRACTOR:..... ..... . 5540 BK Bank of America PROJECTADDRESS ::.:::: 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SO. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.43 02/04/09 7 68900 5540 BK 2 B 4X8 12.43 02/25/09 28 C 4X8 12.43 02/25/09 28 D 4X8 12.43 HOLD H SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. & WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH. FIELD SPECIMENS ASTM C-31* 0 'Excl. Sec. 10.1.2 O.C, 8:30, 40° (Temp. DATE CAST SLUMP ASTM C-143 0 Recording) 28 -Jan -09 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM 0 C-231 0 C-1064 0 C-39 0 DESIGN MILES STRENGTH 4000 NEO CAP ASTM C-1231 0 SAMPLE TYPE ADMIXTURE GLEN 218 OTHER ASTM CONCRETE CEMENT 549 C'SE AGG. 3/8 1705 FINE AGG. WATER ADDED ADMIXTURE POLY 997 1583 221 44 OZ ADMIXTURE OZ N/A I II CONC. TEMP. t 618897 68° SLUMP SLUMP 5 1/4 ins. AIR N/A % QUANTITY MIX # RECEIVED: 11 OF 11 Cu. Yd. M136 TICKET RATIO= SUPER PLASTICIZED N/A 740063 AND NOTES: W/C .40 DATE January 29, 2009 VAULT SLAB ON DECK A -F/ 5-6 PERFORMED CONCRETE PLACEMENT WATCH AND TEST CONCRETE WAS PLACED BY PUMP AND MECHANICALLY CONSOLIDATED. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS: tNS:PECTED:TO APPROVED CONFORMING NONCONFORMING::.: . .................. :: PLANS:AR. E; CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER WILLIE BOOKER January 28, 2009 x x FIELD CONTACT: I DATE: iiii ... . .......... 'This report is provided for the information of the client only The reproduction of this report, by any method, and its transmittal to a third party. by any means, except in lull. without the lull permission of Professional Service Industries, Inc., Is prohibned.- 'This cerbficadon attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES FR #61365 TOTAL HOURS Date remigga Information fet To Build On Engin • IC •s • resting SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE. WA 98043 (425) 248-2400 • FAX (425) 248-2401 RECE'D'ED AIL/ 2009 10025e(OMMIAt SUITE H1 TAdDSVEL 9S `JT (253) 589-1804 • FAX (253) 589-2136 FR 63132 PORTLAND DIVISION 6032 NO CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT:' ADDRESS:. ATTENTION. P.O NO.. ' PROJECT :. ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 Mr. Terrance McDunner Bank of America PROJECT: N:O. : PERMIT: NO:.:.:.:. MUNICIPALITY: ENGINEER ARCHITECT:::::. 742-80298 DATE January 27, 2009 D08-363 W.O. CONTRACTOR.. City of Tukwila PROJECT.ADDRESS 320 Strander Blvd. - Tukwila IELD REPORT 'This report is provided for the information of the client only The reproduction of this report. by any method. and ns transmittal to a third party, by any means, except in full. without the full permission of Professional Service Industnes• Inc.. is prohibited • 'This certihcatiOn attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specdicabon requirements' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH 10 2 ON SITE FOR REINFORCING STEEL VERIFICATION ON SLAB SECTION FROM A TO F BETWEEN 6 & 5, GRADE BEAMS ON F FROM 6 TO 2, ON 2 FROM F TO E, ON E FROM 3.3 TO 5, AND THE VAULT SLAB. VERIFIED REINFORCING STEEL FOR PROPER SIZE, GRADE, SPACING, CLEARANCES, AND SECURITY FROM DISPLACEMENT AS PER THE APPROVED PROJECT PLANS. TOTAL HOURS 4 EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: DATE: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER KYLE LYNCH January 27, 2009 ITEMS:INSPECTED TO...: APPROVED.'PLANS ARE: : x FIELD CONTACT: I DATE: CONFORMING X x NONCONFORMING 'This report is provided for the information of the client only The reproduction of this report. by any method. and ns transmittal to a third party, by any means, except in full. without the full permission of Professional Service Industnes• Inc.. is prohibited • 'This certihcatiOn attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specdicabon requirements' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES K. LYNCH 10 2 4 IRT TOTAL HOURS 4 Date January 30, 2009 jiTa j Information fJ To Build On Engineeeng • - SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION 10025 SO TACOMA WAY. SUITE HI TACOMA. WA 98499 (253)589-1804' FAX (253) 589-2136 RECEIVED FEB 0 4 2009 DEVELLOPT CR 72125 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND. OR 97217 (503)289-1778' FAX (503) 289-1918 CLIENT ADDRESS ATTENTION: RO: NO. . PROJECT: ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 Mr. Terrance McDunner Bank of America :PROJECT NO. PERMIT N0. MUNICIPALITY ENGINEER ARCHITECT CONTRACTOR 742-80298 DATE January 20, 2009 D08-363 W.O. City of Tukwila PROJECT ADDRESS • 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.48 01/27/09 7 55200 4420 BK 2 B 4X8 12.48 02/17/09 28 C 4X8 12.48 02/17/09 28 D 4X8 12.48 HOLD H SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. 8 WEATHER PROPORTIONS. TYPE OF CEMENT TRUCK POUR LOCATION WITH FIELD SPECIMENS ASTM C -3r 0 'Excl. Sec 10.1 CLOUDY, 1:06 PM 2 (Temp DATE CAST SLUMP ASTM C-143 0 Recording) 20 -Jan -09 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM I1 C-231 0 C-1064 0 C-39 0 DESIGN MILES #201 STRENGTH 4000 PSI NEO CAP ASTM C-1231 0 SAMPLE TYPE ADMIXTURE N/A OTHER ASTM CONCRETE CEMENT DESIGN/ ACTUAL 564/564 C'SE AGG. 1860/1852 FINE AGG. WATER ADDED ADMIXTURE POLY 997 1420/1416 254/238 34.0/ 33.6 ADMIXTURE NC 534 67.7/67 I II CONC. TEMP. # 218611 69° SLUMP SLUMP 4 1/2 ins. AIR 2.1 % QUANTITY MIX # RECEIVED: 10 Cu. Yd. M048 TICKET 0.42 SUPER PLASTICIZED N/A 06450F6 AND NOTES: W/C= DATE January 21, 2009 GRADE BEAMS AT GRIDLINES C.5- E.5, 1/ E. 2-4/ AND E- 8.3. 2. SAMPLE AT 6 YARDS OF 32 YARDS TOTAL PLACED. SAMPLE LOCATION WAS AT GRIDLINES E. 2-4 AND E- B.3. 2 (BOTTOM 1.5 OF GRADE BEAMS). CONCRETE WAS PLACED BY PUMP (BOOM TRUCK) AND MECHANCAILLY CONSOLIDATED. ZERO GALLONS OF WATER WERE ADDED AT THE SITE OUT OF 19 GALLONS ALLOWABLE. SEE FR #62895 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: : . ITEMS INSPECTED APPROVED.PLANS ::::::: .CONFORMING NONCONFORMING: TO::::: ARE:: :... . . . CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER JOHN KUPFERSCHMID January 20, 2009 x x FIELD CONTACT: I DATE: 'This report Is provided for the inlormabon of the client only. The reproduction of this report. by any method. and its bansmdtal to a third party, by any means, except in full. without the full permission of Professional Service Indusmes. Inc , is prohibited' -This cemficatinn attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work Cerbficabon shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES FR 62895 TOTAL HOURS Date --gren Information ®°i FI TTo Build On En • Coessaeleng •sbsting SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE. WA 98043 (425) 248-2400' FAX (425) 248-2401 RECEIVED TACc E lIS9N4 2009 10025 SOCTe 1 AJ '{.SUITE H1 TACOn6 s®PtarslT (253) 589-1804 • FAX (253) 589-2136 E FR 61365 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND. OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT.:. _::::: >: ADDRESS:.: ATTENTION : P -ONO:... PROJECT.:::: .......... ..... ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 Mr. Terrance McDunner Bank of America PROJECT -NO. PERMITNO::.::::: ..... ... ... .... MUNICIPALITY ENGINEER ::::.::::: 742-80298 DATE January 28, 2009 D08-363 W.O. City of Tukwila ARCHITECT : CONTRACTOR PROJECT:ADDRESS.. 320 Strander Blvd. - Tukwila FIELD REPORT -This report is provided for the information of the client only The reproduction of this report, by any method. and its transmittal to a third party. by any means. except in hill. without the lull permission of Professional Service Industries. Inc.. is prohibited • This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated worn or a warranty of design or workability of the specification requirements - Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES W. BOOKER PERFORMED PRE -CONCRETE PLACEMENT VISUAL OBSERVATION FOR FOOTING. A -F/ 5-6 SLAB GRADE BEAMS 3.3-5/ E, 2/ E -F, 2 + 5/ F. FOUND NO IMPEDIMENT TO PLACEMENT. 4 TOTAL HOURS 4 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS. INSPECTED: TO : APPROVED PLANS ARE: :. CONFORMING:::. INFO: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER WILLIE BOOKER January 28, 2009 x - FIELD CONTACT: I DATE: x - NONCONFORMING III -This report is provided for the information of the client only The reproduction of this report, by any method. and its transmittal to a third party. by any means. except in hill. without the lull permission of Professional Service Industries. Inc.. is prohibited • This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated worn or a warranty of design or workability of the specification requirements - Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES W. BOOKER 630 1030 4 TOTAL HOURS 4 Date January 30, 2009 Aprr-1,,g177 Information / . .9 ToBuild On Engi oorksg • cw..erting • 7bottng CEIVED .1A} 12 2009 El SEATTLE DIVISION M TACOMA DIVISION t JNIT_Y 24113 58TH AVE W 10025 SO. TACOMA WAY, Sl(}TE W4•+e0 t iff MOUNTLAKE TERRACE, WA 98043 TACOMA, WA 98499 (425) 248-2400 • FAX (425) 248-2401 (253) 589-1804 • FAX (253) 589-2136 CR 71979 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 ADDRESS:: ............ . . ... ATTENTION : P.O: NO: :•: : ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 PROJECT: NO. PERMIT: NO: ' ::;: : 742-80298 DATE D08-363 W.O. December 8, 2008 MQNICIPALITY::::: City of Tukwila ENGINEER::: Mr. Terrance McDunner ARCfitTECT:' ............ .. Bank of America PROJECT ADDRESS 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SO. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.45 12/15/08 7 39320 3160 BK 3 e 4X8 12.45 01/05/09 28 67150 5390 BK 3 C 4X8 12.45 01/05/09 28 66190 5320 BK 2 D 4X8 12.45 HOLD H DISCARD SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. & WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH: FIELD SPECIMENS ASTM C-31• 2 'Excl. Sec. 10.1 1:00, 50', COOL 2 (Temp. DATE CAST SLUMP ASTM C-143 2 Recording) 08 -Dec -08 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM 2 C-231 0 C-1064 2 C-39 Q DESIGN STONEWAY STRENGTH 4000 NEO CAP ASTM C-1231 2 SAMPLE TYPE ADMIXTURE ADVA= 106 OTHER ASTM CONCRETE CEMENT 450 C'SE AGG. 1943 FINE AGG. WATER ADDED ADMIXTURE WRA= 1428 815 216 OZ. ADMIXTURE OZ. N/A I II CONC. TEMP. E 100677 64° SLUMP SLUMP 6" ins. AIR N/A % QUANTITY MIX # RECEIVED: 3 OF 140 Cu. Yd. 486 TICKET SUPER PLASTICIZED N/A 448174 AND NOTES: DATE December 9, 2008 GRID LINE B THRU E. PILING 25 TO PILING 36. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: J DATE: ITEMS: tNSPECTED.TO APPROVER .. CONFORMING N.ONCONFORMING::::: : : PLANS` ARE.: :::::.. ........ ...::.:.: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER WENDELL BAGBY December 8, 2008 x x FIELD CONTACT: DATE:.. : Li El 'This report is provided for the information o1 the client only. The reproduction o1 this report, by any method, and its transmittal to a third party. by any means, except in W. without the full permission of Professional Service Industries. Inc.. is prohibited.' 'This certification attests to the accuracy of dhe results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements • Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES FR 61891 TOTAL HOURS EDWARD SMITH n Date January 6, 2009 11747X11 Information ite.MiaToBuild On Engineering • Consulting • Westing SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE. WA 98043 (425)248-2400' FAX (425) 248-2401 R 1"'EIVED CR 71978 JAN 12 2009 TACOMA DIVISION >UNHTY 10025 SO. TACOMA WAY, SUIa.H4 to r. TACOMA. WA 98499 r.,4 (253) 589-1804 • FAX (253) 589-2136 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND. OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT, ADDRESS: : : ATTENTION P:ONO PROJECT: ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 PROJECT: N.O:.:. 742-80298 DATE December 8, 2008 PERMIT: NO D08-363 W.O. MUNICIPALITY:: ENGINEER : City of Tukwila Mr. Terrance McDunner ARCHITECT :::... CONTRACTOR: j Bank of America PROJECT ADDRESS:: 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.45 12/15/08 7 38480 3090 BK 3 B 4X8 12.45 01/05/09 28 63690 5120 BK 3 C 4X8 12.45 01/05/09 28 95410 5250 BK 2 D 4X8 12.45 HOLD H DISCARD SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. & WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH: FIELD SPECIMENS ASTM C-31' 121 'Excl. Sec. 10.1.2 11:40, 40u, COOL (Temp. DATE CAST SLUMP ASTM C-143 0 Recording) 08 -Dec -08 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM 0 C-231 0 C-1064 IiI C-39 El DESIGN STONEWAY STRENGTH 4000 NEO CAP ASTM C-1231 IZI SAMPLE TYPE ADMIXTURE WRA= 212 OTHER ASTM CONCRETE CEMENT 450 C'SE AGG. 1943 FINE AGG. WATER ADDED ADMIXTURE ADVA= 1428 815 106 OZ. ADMIXTURE OZ. N/A I II CONC. TEMP. t 100148 63° SLUMP SLUMP 6" ins. AIR N/A % QUANTITY MIX # RECEIVED: 2 OF 100 Cu. Yd. 428 TICKET RATIO= SUPER PLASTICIZED N/A 448174 AND NOTES: W/C 0.434 DATE December 9, 2008 GRID LINE A- 4.5 TO A.2 TO E.4. PILING 12 TO PILING 158. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: 1TEMS:INS ............................... ............................. APPROVED:PLANS.ARE::::: ;'.COORMING : NF ::•:NONCONFORMING:.:: PECTED :TO : •.::::.:. ....... ....... . >::•:< CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER WENDELL BAGBY December 8, 2008 x x FIELD CONTACT: DATE: 'This report ie provided for the information o1 the client only. The reproduction of this report, by any method. and its transmittal to a third party. by any means, except in full, without the full permission of Professional Service Industries, Inc., is protybded.' 'This certification attests to the accuracy of the results obtained from the actual test performed andfor observations made within the defined scope of the work Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability or the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES FR 61891 • TOTAL HOURS EDWARD SMITH N. Date January 6, 2009 //��rm'Wi Information IlleMUTo Build On Engineering•f- SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION RECEIVED JAN 12 2009 10025 SO. TACOMA WAY. SUIDGv(,rr1tjUNn-y TACOMA, WA 98499 DEVELOPMENT (253) 589-1804' FAX (253) 589-2136 CR 71977 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778' FAX (503) 289-1918 ADDRESS: . ............... ATTENTION::::: ........... ... PROJECT. . ATC Associates, Inc. 742-80298 DATE December 8, 2008 6347 Seaview Ave. NW Seattle, WA. 98107 Mr. Terrance McDunner ....................... MUNICIPALITY D08-363 W.O. City of Tukwila ENGINEER. .. . ::' ..... ... Bank of America ARCHITECT:::::: A TR CONCTO: R :::: ........................ PROJECT ADDRESS:::: 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.45 12/15/08 7 43630 3500 BK 2 B 4X8 12.45 01/05/09 28 69600 5590 BK 3 C 4X8 12.45 01/05/09 28 69610 5590 BK 2 D 4X8 12.45 HOLD 1-1 DISCARD SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. & WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH: FIELD SPECIMENS ASTM C-31' El 'Excl. Sec. 10 10:20, 40u, COLD 1.2 (Temp DATE CAST SLUMP ASTM C-143 El Recording) 08 -Dec -08 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM El C-231 0 C-1064 El C-39 El DESIGN STONEWAY STRENGTH 4000 NEO CAP ASTM C-1231 El SAMPLE TYPE ADMIXTURE WRD= 21 OTHER ASTM CONCRETE CEMENT 450 C'SE AGG. 1943 FINE AGG. WATER ADDED ADMIXTURE ADVA= 1428 815 106 OZ. ADMIXTURE OZ. N/A I II CONC. TEMP. 100083 64° SLUMP SLUMP 6" ins. AIR N/A % QUANTITY MIX # RECEIVED: 1 OF 50 Cu. Yd. 427 TICKET* SUPER PLASTICIZED N/A 448174 AND NOTES: DATE December 9, 2008 GRID LINE F.2 TO F.6 TO A-6. PILING 4 TO PILING 24. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS INSPECTED:TO: APPROVED: CcNWORMING NONCONFORMING.::: PLANS: ARE: . .:... . CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER WENDELL BAGBY December 8, 2008 x x FIELD CONTACT: I DATE: mi 'This report is provided for the information of the client only. The reproduction of this report, by any method. and its transmittal to a Curd party, by any means, except in full, without the full permission of Professional Service Industries, Inc., Is prohibited.' NAME ON OFF ST OT MILES FR 61891 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made wdhin the defined scope of the work Certification shall not be construed to represent an inspection, approval or acceptance of other associated work ora warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 TOTAL HOURS Date January 6, 2009 rarNTrin Information If ToBuild On Engineering • Consulting • TbsUng SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 FAX (425) 248-2401 RS ENO) 3AN 0 6 2.009 TACOMA .a• ; OtaIRT 10025 SO.• •MA WAY, SUITE H1 TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 FR 62776 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778' FAX (503) 289-1918 :CLIENT: ADDRESS:.: ........... ... ATTENTION.::: : NO ............... :PROSECT ATC Associates, Inc. PROJECT: NO:: : 6347 Seaview Ave. NW PERMIT NO........;. 742-80298 DATE December 11, 2008 D08-363 W.O. Seattle, WA. 98107 MUNIICIPALITY: City of Tukwila ENGINEER ................. Mr. Terrance McDunner .................. ARCHITECT .::: : CONTRACTOR:: Bank of America PROJECT:ADDRESS 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries. Inc., is prohibited' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of otner associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH NAME ON OFF ST OT MILES R. PINES PSI REPRESENTATIVE ON SITE AT THE BANK OF AMERICA- TUKWILA FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. VISUAL WELD INSPECTION WAS PERFORMED ON 37 PILE CAPS TO CONCRETE FILLED 12" X .312 PIPE PILES. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA STRUCTURAL WELDING CODE- STEEL AWS D1.1 AND CONTRACTORS PROJECT DRAWINGS FOR SIZE, PLACEMENT AND QUALITY. IRT TOTAL HOURS 2 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: . ITEMS: INSPECTED :TO. .• ....... . APPROVED: PLANS: ARE:::`' CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER ROGER PINES December 11, 2008 x FIELD CONTACT: I I DATE: x CONFORMING : , ... X ... ,....... . NONCONFORMING 11111 'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries. Inc., is prohibited' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of otner associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH NAME ON OFF ST OT MILES R. PINES 12:00 2:00 2 IRT TOTAL HOURS 2 TS -98-1 Date December 30, 2008 Information Build On Engbsoorkpg•- RECEIVED AN 0 6 2009 D VUNITY ELOP 1T El SEATTLE DIVISION TACOMA DIVISION El PORTLAND DIVISION 24113 56TH AVE W 10025 SO. TACOMA WAY, SUITE H1 6032 NO. CUTTER CIR. SUITE 480 MOUNTLAKE TERRACE, WA 98043 TACOMA, WA 98499 PORTLAND, OR 97217 (425) 248-2400 • FAX (425) 248-2401 (253) 589-1804 • FAX (253) 589-2136 (503)289-1778' FAX (503) 289-1918 CR 71978 CLIENT:::::: ::::« : ATC Associates, Inc. ADDRESS::: 6347 Seaview Ave. NW ........ ............ ATTENTION:: PROJECT :::::: Seattle, WA. 98107 PROJECT NO: PERMIT. NO:: : 742-80298 DATE D08-363 W.O. December 8, 2008 MUNICIPA►:ITY•` ' '' City of Tukwila ENGINEER:. Mr. Terrance McDunner ARCHITECT:: Bank of America CONTRACTOR` PROJECTADDRESS :::::: 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.45 12/15/08 7 38480 3090 BK 3 B 4X8 12.45 01/05/09 28 C 4X8 12.45 01/05/09 28 D 4X8 12.45 HOLD H SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. & WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH: FIELD SPECIMENS ASTM C-31' 0 'Excl. Sec. 10.1.2 11:40, 40u, COOL (Temp. DATE CAST SLUMP ASTM C-143 0 Recording) 08 -Dec -08 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM 0 C-231 0 C-1064 0 C-39 0 DESIGN STONEWAY STRENGTH 4000 NEO CAP ASTM C-1231 0 SAMPLE TYPE ADMIXTURE WRA= 212 OTHER ASTM CONCRETE CEMENT 450 CSE AGG. 1943 FINE AGG. WATER ADDED ADMIXTURE ADVA= 1428 815 106 OZ. ADMIXTURE OZ. N/A I II CONC. TEMP. 100148 63° SLUMP SLUMP 6" ins. AIR N/A % QUANTITY MIX # RECEIVED: 2 OF 100 Cu. Yd. 428 TICKETS RATIO= SUPER PLASTICIZED N/A 448174 AND NOTES: W/C 0.434 DATE December 9, 2008 GRID LINE A- 4.5 TO A.2 TO E.4. PILING 12 TO PILING 158. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS:INSPECTED:TO ::::: •::........ . . APPROVED.PLANS::ARE:::: , ::::::::::: . . ..:................:::: . . .. CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER WENDELL BAGBY December 8, 2008 x x FIELD CONTACT: DATE: CONFORMING .... .................. :::::NONCONFORMING:::: :: E 111 ' This report is provided for the information of the client only. The reproduction o1 this report, by any method. and its transmittal to a third party. by any means. except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' ' This certification attests to the accuracy Of the results obtained from the actual test performed and/or observations made within the defined scope of the work Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES FR 61891 TOTAL HOURS Date WWI Information Build On e„a r eeIir g • Consulting • Th.ting SEATTLE DIVISION 24113 58TH AVE W MOUNTLAKE TERRACE, WA 98043 (425)248-2400' FAX (425)248-2401 RECEIVED CR 71979 IJAN 0 6 2009 TACOMA DIVISION MIWUNITY 10025 SO. TACOMA WAY, SI.3PMENT TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778' FAX (503) 289-1918 CLIENT: ADDRESS::::: > ATC Associates, Inc. PROJECT:NO:::;:::::::::::: PERMIT: NO:::::::: : '::::: 742-80298 DATE December 8, 2008 6347 Seaview Ave. NW D08-363 W.O. ATTENTION P.O. NO:.:. PROJECT :::: Seattle, WA. 98107 MUNICIPALITY City of Tukwila A ENGINEER I :: 12.45 Mr. Terrance McDunner ARCHITECT 39320 3160 CONTRACTOR .....:::::::: 3 Bank of America PROJECT ADDRESS :::::: 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SO. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.45 12/15/08 7 39320 3160 BK 3 B 4X8 12.45 01/05/09 28 C 4X8 12.45 01/05/09 28 D 4X8 12.45 HOLD H SAMPLE AND TESTED FIELD SPECIMENS SLUMP SAMPLING AIR TEMP BREAK NEO CAP OTHER IN ACCORDANCE WITH: ASTM ASTM ASTM ASTM ASTM ASTM ASTM ASTM C-31' El C-143 E C-172 El C-231 0 C-1064 El C-39 E C-1231 Il 'Excl. Sec. 10.1.2 (Temp. Recording) TIME, TEMP. & DATE MIXING DESIGN SAMPLE WEATHER 1:00, 50', COOL CAST 08 -Dec -08 PLANT STONEWAY STRENGTH 4000 TYPE CONCRETE PROPORTIONS: CEMENT C'SE AGG. FINE AGG. WATER ADDED ADMIXTURE ADMIXTURE ADMIXTURE WRA= ADVA= 450 1943 1428 815 216 OZ. 106 OZ. N/A TYPE OF CEMENT I II CONC. TEMP. 64° SLUMP 6" ins. AIR N/A % QUANTITY 3 OF 140 Cu. Yd. TRUCK 486 TICKET t 100677 SUPER PLASTICIZED SLUMP N/A MIX # 448174 POUR LOCATION AND NOTES: DATE RECEIVED: December 9, 2008 GRID LINE B THRU E. PILING 25 TO PILING 36. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS:INSPECTED TO -„: ':. • ..... - APPROVED PLANS ARE: WENDELL BAGBY December 8, 2008 x CLIENT CONTRACTOR FIELD CONTACT: DATE: ENGINEER x BUILDING DEPT. :CONFORMING:.::: NONCONFORMING:::: 11111 MN ARCHITECT SUPPLIER 'This report is provided for the information of the client onty. The reproduction of this report, by any method, and its transmittal to a Iniad party, by any means, except in N0, without the full permission of Professional Service Industries, Inc., is prohibited.' 'Thu certification attests to tine accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work Certification sha0 not ba construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES FR 61891 TOTAL HOURS Date p,�. Information glikMeffirb Build On Eirgi •o• • Coruscating • Mailing SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE. WA 98043 (425) 248-2400 • FAX (425) 248-2401 RECEIVED JAN 0 6 2009 COMMUNITY TACOMA DIVISION DEVELOPMENT 10025 50. TACOMA WAY, SUITE H1 TACOMA, WA 98499 (253) 589-1804' FAX (253) 589-2136 CR 71977 El PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND. OR 97217 (503) 289-1778 • FAX (503) 289-1918 ADDRESS>: . ATTENTION :::: PROJECT:::: ...... ATC Associates, Inc. PROJECT NO:•:•: 742-80298 DATE December 8, 2008 6347 Seaview Ave. NW Seattle, WA. 98107 PERM1T:NO:;:;:;:;: MUNICIPALITY ENGJNEEN D08-363 W.O. City of Tukwila Mr. Terrance McDunner ARCHITECT.'. Bank of America PROJECT ADDRESS: 320 Strander Blvd. - Tukwila SAMPLE I.D. SIZE (IN.) AREA (SQ. IN.) DATE TESTED AGE AT TEST ULTIMATE STRENGTH CHECKED FRACTURE TYPE LBS. PSI A 4X8 12.45 12/15/08 7 43630 3500 BK 2 B 4X8 12.45 01/05/09 28 C 4X8 12.45 01/05/09 28 D 4X8 12.45 HOLD H SAMPLE AND TESTED IN ACCORDANCE TIME, TEMP. & WEATHER PROPORTIONS: TYPE OF CEMENT TRUCK POUR LOCATION WITH: FIELD SPECIMENS ASTM C-31' IZI 'Excl. Sec. 10.1.2 10:20, 40°, COLD (Temp. DATE CAST SLUMP ASTM C-143 El Recording) 08 -Dec -08 SAMPLING ASTM C-172 MIXING PLANT AIR TEMP BREAK ASTM ASTM ASTM IZI C-231 0 C-1064 0 C-39 0 DESIGN STONEWAY STRENGTH 4000 NEO CAP ASTM C-1231 Vl SAMPLE TYPE ADMIXTURE WRD= 21 OTHER ASTM CONCRETE CEMENT 450 C'SE AGG. 1943 FINE AGG. WATER ADDED ADMIXTURE ADVA= 1428 815 106 OZ. ADMIXTURE OZ. N/A I I) CONC. TEMP. A 100083 64° SLUMP SLUMP 6" ins. AIR N/A % QUANTITY MIX # RECEIVED: 1 OF 50 Cu. Yd. 427 TICKET SUPER PLASTICIZED N/A 448174 AND NOTES: DATE December 9, 2008 GRID LINE F.2 TO F.6 TO A-6. PILING 4 TO PILING 24. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS INSPECTED:T.O::.:..:::.::;>:.:.:...: APPROVED:PLANS:ARE>:.:.:':':':':'::':'> CONFORMING::::::::-: NONCONFORMIN.G::::::: - ..: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER WENDELL BAGBY December 8, 2008 X x FIELD CONTACT: DATE: 'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in lull, without the full permission of Professional Service Industries, Inc., is prohibited' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS 98-1 NAME ON OFF ST OT MILES FR 61891 TOTAL HOURS Date fagi Information �V ToBuild On E k coring • Consufting • Thisffitg SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 RECEIVED DEC 112 2008 TACOMA DIVISION ((��((��MM/�y��� ��pp���� 10025 SO. TACOMA tCl�L:SUrLE i7:TY E '. TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 FR 62751 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT::: ATC Associates, Inc. PROJECT NO. 742-80298 DATE November 17, 2008 'ADDRESS AT:TENTION:: ; .` :P:O. NO............... : ::::: 6347 Seaview Ave. NW PERMIT NO, ..•.•........ D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY :::.::::::: City of Tukwila TOTAL HOURS ENGINEER Mr. Terrance McDunner ARCHITECT CONTRACTOR :: : :PROJECT ••• EQUIPMENT IDENTIFICATION AND S/N#: Bank of America PROJECT ADDRESS 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the Information of the client only. The reproduction of this report, by any method. and Its transmittal to a third party, by any means, except in fug, without the full permission of Professional Service Industries, Inc., Is prohibited 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINES PSI REPRESENTATIVE ON SITE AT DEWITT CONSTRUCTION INC. FOR VISUAL WELDING INSPECTION AS REQUIRED BY CLIENT. PERFORMED 100% VISUAL WELD INSPECTION ON 20 SINGLE BEVEL BUTT WELDS TO BOTTOM PLATE OF 1 INCH AND 50 SINGLE V BUTT WELDS ON 12 INCH X .312 CARBON STEEL ASTM 252 PIPE. PIPE WELDER WAS DENNIS L. BARKER W00958 EXPIRATION JANUARY 2009 FCAW WITH BACKING. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTORS PROJECT DRAWINGS AND GENERAL NOTES FOR SIZE PLACEMENT AND QUALITY. TOTAL HOURS 9.5 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: • ' ' .ITEMS.INSPECTED. TO ............ APPRQVED:PLANS-ARE;.: • CLIENT CONTRACTOR ROGER PINES November 17, 2008 x FIELD CONTACT: I II DATE: ENGINEER ARCHITECT x BUILDING DEPT. SUPPLIER •'•'•CONFORMING • • .. NONCONFORMING;: ....... . • 'This report is provided for the Information of the client only. The reproduction of this report, by any method. and Its transmittal to a third party, by any means, except in fug, without the full permission of Professional Service Industries, Inc., Is prohibited 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINES 5:00 2:30 9.5 245 TOTAL HOURS 9.5 Date November 20, 2008 rir% Wiril Information �1ILToBuild On Engineering • C ns..rrins • Testing SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 RECEIVED DEC i 12 2008 TACOMA DIVISION COMMUNITY 10025 SO. TACOMA woEtvErEopmENT TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 FR 62753 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 :CLIENT • :ADDRESS:: ATTENTION: ............... ............... PROJECT ATC Associates, Inc PROJECTNO: 742-80298 DATE November 19, 2008 6347 Seaview Ave. NW D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY. City of Tukwila ENGINEER:: : Mr. Terrance McDunner ARCHITECT ........ _ CONTRACTOR >: Bank of America PROJECT:ADDRESS:. 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full, without the lull permission o1 Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual lest performed and/or observations made within the dented scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty or design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES R. PINE PSI REPRESENTATIVE ON SITE AT DEWITT CONSTRUCTION INC. FOR VISUAL WELD INSPECTION AS REQUESTED BY CLIENT. PERFORMED 100% VISUAL INSPECTION ON 17 SINGLE BEVEL BUTT WELDS TO 1" BOTTOM PLATE AND 20 SINGLE V BUTT WELD PIPE SPLICES ON 12" ID X .312 WALL THICKNESS CARBON STEEL ASTM 252 PIPE. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTOR PROJECT DRAWING AND GENERAL NOTES FOR SIZE PLACEMENT AND QUALITY. TOTAL HOURS 7 AWS ACI ROGER J PINES 4030331 CWI EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS:INSPECTED: TO ............. APPROVED: PLANS: ARE: :: ' . .:: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER ROGER PINES November 19, 2008 x FIELD CONTACT: DATE: x CONFORMING X NONCONFORMING .('.'.':� 'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full, without the lull permission o1 Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual lest performed and/or observations made within the dented scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty or design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES R. PINE 5 12 7 246 TOTAL HOURS 7 Date November 20, 2008 dirInformation ie.�! To Build On iEngh,..i tg • Cov • Matting SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 ' FAX (425) 248-2401 RECEIVED TACOMA DIVISION DEC' 2 200 10025 SO. TACOMA WAY, SUr OMMUNITY TACOMA, WA 98499 DEVELOPMENT (253) 589-1804 • FAX (253) 589-2136 FR 62757 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 .CLIENT :ADOR:ESS : ATTENTION: PO NO:. PROJECT:::: ATC Associates, Inc. 6347 Seaview Ave. NW PROJECT NO. PERIVMIT NO.... 742-80298 DATE November 21, 2008 D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY' City of Tukwila ENGINEER . . Mr. Terrance McDunner ARCHITECT :•:: : CONTRACTOR Bank of America PROJECT ADDRESS ::: 320 Strander Blvd. - Tukwila FIELD REPORT This report is provided for the information of the client only. The reproduction of tors report, by any method, and its transmittal to a third party, by any means. except in full, without the full permission of Professional Service Industries, Inc., is prohibited' This cenificalion attests to the accuracy of the results obtained from the actual test performed andfor observations made within the defined scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINES PSI REPRESENTATIVE ON SITE AT DEWITT CONSTRUCTION FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. PERFORMED 100% VISUAL WELD INSPECTION ON 40 SINGLE V BUTT WELDS ON 12" ID .312 WALL THICKNESS ASTM 252 CARBON STEEL PIPE. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE- STEEL AND CONTRACTORS PROJECT DRAWINGS FOR SIZE PLACEMENT AND QUALITY. TOTAL HOURS 7 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: CLIENT ENGINEER ARCHITECT BUILDING DEPT. SUPPLIER ROGER PINES November 21, 2008 ITEMS:INSPECTED TO APPROVED PLANS ARE:.';:;:;:::: x r. -CONTRACTOR FIELD CONTACT: I DATE: x - :: CONFORMING: X :NONCONFORMING • This report is provided for the information of the client only. The reproduction of tors report, by any method, and its transmittal to a third party, by any means. except in full, without the full permission of Professional Service Industries, Inc., is prohibited' This cenificalion attests to the accuracy of the results obtained from the actual test performed andfor observations made within the defined scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINES 5:00 12:00 7 245 TOTAL HOURS 7 Date November 25, 2008 g i Information �� ToBuild On Enginesrir g • Cov LdItng • ThatIng ❑ SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION RECEIVED DEC i 12 2008 10025 SO. TACOMA WAY, SUITE H1 TACOMA, WA 98499 nnCCOMMUNiT1f (253) 589-1804 • FAX (253ToB9�Z7580PMEHT FR 62760 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 :CLIENT.. ADDRESS .......... ....................... ........................ ATTENTION:::: P.O.i; NO.::':::;::: PROJECT .. ::'::::: ::; ATC Associates, Inc. PROJECT:N:O::: ':::::::::: 742-80298 DATE November 25, 2008 6347 Seaview Ave. NW PPRMIT:NQ::::::::::: D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY:: ::.. : City of Tukwila ENGINEER. :.. ... .. . . ...................... 6.5 Mr. Terrance McDunner ARCHITECT:::::::::: C0N7RAC7OR::: Bank of America PROJECT:ADDRESS :: 320 Strander Blvd. - Tukwila This report Is provided for the Information of the client only. The reproduction of this report. by any method, and its transmittal to a third party, by any means. except in full, without the full permission of Professional Service Industries, Inc.. is prohibited.' This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINES PSI REPRESENTATIVE ON SITE AT BANK OF AMERICA 320 STRANDER BLVD. FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. VISUAL WELDING INSPECTION WAS PERFORMED ON 3 PILES # P-1, P-5 AND P-21 USING A SINGLE BEVEU WITH BACKING RING/ BUTT JOINTS WITH MULTIPASS STRINGERS ON 12" ID X .312 WALL THICKNESS. ASTM 252 PIPE. CHECKED FIT UP #P-1 #P-5 AND #P-21. VISUALLY INSPECTED ROOT PASS #P-1 #P-5 AND #P-21. FINAL VISUAL WELD INSPECTION WAS PERFORMED ON #P-1 #P-5 AND #P-21. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE STEEL AND CONTRACTORS PROJECT DRAWINGS FOR SIZE PLACEMENT AND QUALITY. WELDERS CERTIFICATION MARK L. ALCOCK W02905, FCAW- W/B, SMAW UNLIMITED FCAW PIPE/ PLATE. TOTAL HOURS 6.5 EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: DATE: • .• ITEMS INSPECTED TO ''' ' APPROVED:PLi,ANS:AREc::::::::::: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER ROGER PINES November 25, 2008 x FIELD CONTACT: I I DATE: x CONFORMING X ::NONCONFORMING::(:':':' • This report Is provided for the Information of the client only. The reproduction of this report. by any method, and its transmittal to a third party, by any means. except in full, without the full permission of Professional Service Industries, Inc.. is prohibited.' This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINES 10:30 5:00 6.5 12 TOTAL HOURS 6.5 Date December 1, 2008 iplibW11 Information Build On eng/nesang • Consulting • Matting ❑ SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION 10025 SO. TACOMA WAY, TACOMA, WA 98499 (253) 589-1804 • FAX (253) RECEIVED DEC 112 2008 ❑ SUITE HIOMMUNITY DEVELOPMENT 589-2136 FR 61874 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 ADDRESS: ATTENTION 0..( 1:140. PROJECT: ATC Associates, Inc. PROJECT: NO.:: 742-80298 DATE November 26, 2008 6347 Seaview Ave. NW PERMIT NO..::::: D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY ENGINEER.... . City of Tukwila Mr. Terrance McDunner ARCHITECT CONTRACTOR.`:: Bank of America PROJECT ADDRESS • 320 Strander Blvd. - Tukwila FIELD REPORT This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' NAME ON OFF ST OT MILES S. SAMAK 7:00 12:30 TOTAL HOURS 5.5 Certified Report by Professional Service Industries: EDWARD SMITH Date December 2, 2008 TS - 98-1 PSI ON SITE FOR UT TEST ON STEEL CASING FOR OPEN SHAFT PILES AS REQUESTED BY CLIENT. A 5% OF SHOP WELD HAS BEEN TESTED AND 15% OF FIELD WELD TESTED AT PILES # 22, 23, AND 24. ALL C.J.P. WELD FOUND CORRECT AND MEET THE REQUIREMENTS OF AWS D1.1 T6.2 AND SECTION F SEE UT REPORT # 02900 FOR NDT- UT TESTING. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS:INSPECTED: TO:::::::::::'::': APPROVED: PLANS: ARE:•::::: : • ::::: CLIENT ENGINEER CONTRACTOR BUILDING DEPT. SEAN SAMAK November 26, 2008 x _ FIELD CONTACJ DATE: x CONFORMING X ARCHITECT - SUPPLIER :.:NONCONFORMING:::: ....................................... This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' NAME ON OFF ST OT MILES S. SAMAK 7:00 12:30 TOTAL HOURS 5.5 Certified Report by Professional Service Industries: EDWARD SMITH Date December 2, 2008 TS - 98-1 Imo Information lir.e.WToBuild On Engineering •Consufting•7b.>n► SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION 10025 SO. TACOMA WAY, SUIJv):,.' l TACOMA, WA 98499 REVEL II'Iit-HT (253) 589-1804' FAX (253) 589-2136 RECEIVED DEC 12 2008 E FR 62761 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT ADDRESS AT:TENTION': ................... PROJECT>....... . ATC Associates, Inc. PROJECT:NO::: 742-80298 DATE November 26, 2008 6347 Seaview Ave. NW PERMIT: D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY: City of Tukwila ENGINEER ...... . Mr. Terrance McDunner Bank of America ARCHITECT::: CONTRACTOR PROJECT:ADDRESS 320 Strander Blvd. - Tukwila FIELD REPORT This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in lull, without the full permission of Professional Service Industries, Inc., is prohibited' This certification attests to the accuracy of me results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an Inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINES PSI REPRESENTATIVE ON SITE AT BANK OF AMERICA- TUKWILA FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. VISUAL WELDING INSPECTION WAS PERFORMED ON 5 PILES, # P-22, P-23, P-24, P-16, AND P-17. WITH A SINGLE BEVEL/ WITH BACKING RING/ BUTT JOINT USING MULTIPASS STRINGERS ON 12" ID X .312 WALL THICKNESS ASTM 252 PIPE. CHECKED FIT -UP P-22, P-23, P-24, P-16 AND P-17 PILES. VISUALLY INSPECTED ROOT PASS P-22, P-23, P-24, P-17 AND P-16 PILES FINAL VISUAL WELD INSPECTION WAS PERFORMED ON P-22, P-23, P-24, P-16 AND P-17 PILES. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE- STEEL AND CONTRACTOR PROJECT DRAWINGS FOR SIZE PLACEMENT AND QUALITY. TOTAL HOURS 5 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: . CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER ROGER PINES November 26, 2008 ITEMS:INSPECTED: T0:::::: APPROVED:P.LANS:AREc ' x FIELD CONTACT:1 I DATE: x :?.:.CONFORMING : NONCONFORMING ..Q This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in lull, without the full permission of Professional Service Industries, Inc., is prohibited' This certification attests to the accuracy of me results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an Inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINES 7:00 12:00 5 1RT TOTAL HOURS 5 Date December 1, 2008 apr,-,rern Information � To Build On Engb es.inU • C1o+ H • 1lbertn g ❑ SEATTLE DIVISION 24113 09TH AVE. W. MOUNTLAKE TERRACE, WA 59043 44231 243.2400 FAx (425) 245.2401 RECEIVED DEC 112 2003 ETACOMA DIVISION 10025 S. TACOMA WAY, SUITE sN-1 TACOMA, WA 53499 1293) 555-1904 FAX 12511 555.253* ir.iiatiffUNIT LlaBABISPKIMIT UT 02900 ❑ PORTLAND DIVISION 4032 N. CUTTER CIR, SUITE O90 PORTLAND, OR 97217 (303)239-1770 FAX (501) MAST ADDRE$$:: ATT.ENTtON:: PROJECT: ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA 98107 Mr. Terrance McDunner Bank of America PROJECT- P$RMIT NO,- MUNICIPALITY. • . ENGINEER::: ARCHITECT: CONTRACTOR :: PROJECT ADDRESS :: 742-80298 E2ATE:. November 26, 2008 D08-363 City of Tukwila 320 Strander Blvd. - Tukwila " V V TEST METHOD STANDARD N/A MATERIAL ALLOY N/A WELD JOINT N/A ACCEPTANCE STANDARD N/A MATERIAL THICKNESS N/A WELD PROCESS N/A CALIBRATION STANDARD N/A MATERIAL LENGTH N/A NS=NEAR:SIDE. FS= FAR SIOE:.TF=_ TOP FLANGE. BF='BOTTOM FLANGE....=:N/EB, N. S. E. W. COMPASS DIRECTIONS T= TOP B.:80TTOM:.T.B BRiTORANO BOTTOM RANGE WELD IDENTIFICATION MEETS CODE W 0 0 U co J LL INDICATION NUMBER FROM FACE PROCEDURE LEGEND TRANSDUCER ANGLE f, A - DEFECT LEVEL B- REFERENCE LEVEL C - ATTENUATION FACTOR 0 - DEFECT RATING SOUND PATH - ANGULAR DISTANCE LENGTH DEPTH FROM SURFACE"A" DISTANCE FROM WELD CENTER "X" DISTANCE FROM WELD END "Y" REFERENCE REPORT NUMBER FIELD WELDS #22 X 0 0 A 70° 1,2 N/A NIA NIA N/A N/A N/A N/A N/A N/A NIA PILE #33 X 0 0 A 70° 1,2 N/A N/A N/A N/A N/A N/A N/A N/A NIA N/A PILE #24 X 0 0 A 70° 1,2 N/A NIA NIA N/A NIA N/A NIA N/A NIA N/A SHOP WELD 01 X 0 0 A 70° 1,2 N/A N/A NIA NIA N/A N/A NIA N/A NIA N/A WELD 02 X 0 0 A 70° 1,2 N/A N/A NIA N/A N/A NIA N/A NIA NIA N/A WELD #3 X 0 0 A 70° 1,2 N/A N/A NIA N/A N/A N/A NIA N/A NIA N/A WELD 04 X 0 0 A 70° 1,2 N/A N/A N/A NIA NIA N/A N/A NIA NIA N/A WELD 05 X 0 0 A 70° 1,2 NIA N/A N/A NIA NIA N/A N/A N/A NIA N/A WELD 06 X 0 0 A 70° 1,2 NIA N/A N/A NIA NIA NIA NIA N/A WA NIA WELD 07 X 0 0 A 70° 1,2 N/A NIA NIA NIA NIA N/A NIA N/A NIA N/A WELD #8 X 0 0 A 70° 1,2 NIA N/A NIA NIA N/A NIA N/A NIA N/A N/A COPIES TO: FIELD CONTACT: TECHNICIAN: SEAN SAMAK LEVEL II •• - - - - a CLIENT Q - - CONTRACTOR a •;•;�: ; ; -ENGINEER- 0-'--'BUILDN -DEPT, ARCHITECT ' ' ' ' ' - ' - - . • . • MAKE: TRANSDUCER FREQUENCY: ASTM ULTRASONIC TEST (UT) EPOCH 4 EQUIPMENT SN SIZE TEST METHOD: .75" SURFACE 2.25 MH2 COUPLANT SILICON (A587) (A435) (A538) This report Is provided for UI. InlormatIon of N. client Only. The naprpducd°. of thls noon, by any method, and It, InnsmiMls to. third party, by any means, .sept In full, without N. wnit,n permission of Prof.saMnal Service Industries, Inc. Is prohibited - Ube 0.11IDPt100 attests 10 the eccura00 of the result. obtained from 1he actual test performed endo, ob..rv.Uons made .11h1n the defined scow of the work. C.nlnca0on shall not be construed to represent Inspection, approval or acceptance el other work or • warranty of d.slon or wer*abillty of the epeclncaUon requirement, - Certified Reports by Professional Service Industries 1.440.1 NAME HOURS MILES EDWARD SMITH DATE December 2, 2008 ON OFF ST OT FR 61874 TOTAL HOURS EDWARD SMITH DATE December 2, 2008 WInformation / A ToTo Build On Engineering • Colnsufting • Tb.0 g SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 RECEIVED DEC 12 2008 MI TACOMA DIVISION 10025 SO. TACOMA WAY IV'�I' TACOMA, WA 98499 MEAT (253) 589-1804 • FAX (253) 589-2136 FR 61873 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT ADDRESS::::: ATC Associates. Inc. PROJECT: NO:: : 742-80298 DATE December 1, 2008 AT:TENTION:::::::::: :::.:..:.:.: : PROJECT 6347 Seaview Ave. NW Seattle, WA. 98107 PERMIT NO::: ::::.:.::::::: D08-363 City of Tukwila W.O. ENGINEER::' Mr. Terrance McDunner ............CT..... ARCHITE:`:: : CONTRACTOR Bank of America PROJECT ADDRESS 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES S. SAMAK 6:30 PSI ON SITE FOR NDT-UT TESTING AS REQUESTED BY CLIENT. 5 UT TEST FOR 10% OF SHOP WELD WAS PERFORMED AND 10% OF FIELD WELD. 50 ALL C.J.P. CONNECTIONS PASS UT TESTING. ATTACHED UT REPORT #02901. TOTAL HOURS 5 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ::: ITEMS:INSPECTED: TO.:::. ::...:: APPROVED: PLANS: ARE:• . CONFORMING . . CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER SEAN SAMAK December 1, 2008 x FIELD CONTACT: I ( DATE: x NONCONFORMING ^ LJ. 'This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES S. SAMAK 6:30 11:30 5 50 TOTAL HOURS 5 Date December 3, 2008 17 Information /r ToBuild On Engineering • Comas/Ong • Tb Una ❑ SEATTLE DIVISION 24113 5511 AVE. W. MOUNTLAKE TERRACE. WA 55043 1425) 245-2400 FAX (425) 248.2401 RECEIVED DEC 1220/08 ®TACOMA DIVISIONCOMMUNI1' 10027 S. TACOMA WAY. SUITE 01-1 DEVELOPMENT TACOMA, WA 15495 (253) 555.1504 FAX (253) 555.2136 UT 02901 PORTUN0 01VISI0N 6032 N. CUTTER CIR, SUITE 4460 PORTLAND, OR 97217 1503)259.105 FAX (505) 259.1915 CLIENT::• •••••.. •' ADDRESS: •: ATTENTION: ; :::... ' ' PROJECT::::. ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 Mr. Terrance McDunner Bank of America PROJECT NO..:: PERMIT:NO, MUNICIPALITY ENGINEER'''' ARCHITECT: CONTRACTQR-- PROJECTADDRESS:: 742-80298 December 1, 2008 D08-363 City of Tukwila 320 Strander Blvd. - Tukwila TION TEST METHOD STANDARD NDT-UT MATERIAL ALLOY STEEL WELD JOINT C.J.P. ACCEPTANCE STANDARD AWS D1.1 T6.2 MATERIAL THICKNESS 1/4" WELD PROCESS CALIBRATION STANDARD IIW-2 BLOCK MATERIAL LENGTH .- -- NS=NEAPSIDE.FSFAR SIDE:.TF=: TOPFLANGE.:BF='BGTTOM FLANGE: WB=WEB: N:.$'E..W='COMPASS DIRECTIONS T='TOP B=' BOTTOM; TBBF=?OP. AND NOTTOM FLANGE•:-:•:': WELD IDENTIFICATION MEETS CODE FAILS CODE z 0 Hh a U El F °z z FROM FACE PROCEDURE LEGEND TRANSDUCER ANGLE I LEG A - DEFECT LEVEL B - REFERENCE LEVEL C - ATTENUATION FACTOR D - DEFECT RATING SOUND PATH - ANGULAR DISTANCE LENGTH DEPTH FROM SURFACE"A" DISTANCE FROM WELD CENTER "X" DISTANCE FROM WELD END "Y" REFERENCE REPORT NUMBER PILE 017 X N/A N/A A 70° 1,2 WELD 09 X N/A N/A A 70° 1,2 010 X N/A N/A A 70° 1,2 011 X NIA N/A A 70° 1,2 012 X N/A N/A A 70° 1,2 013 X N/A N/A A 70° 1,2 014 X N/A N/A A 70° 1,2 015 X N/A N/A A 70° 1,2 016 X N/A NIA A 70° 1,2 PASS UT TEST COPIES TO: FIELD CONTACT: TECHNICIAN: SEAN SAMAK LEVEL 11 - - - - - .' ' '-'•-' CUENT ❑ ' :.'.CONTRACTOR �•; . ENGINEER ED .'•:BUILDING DEPTI .........:::::•::•:•:: •'•"•" " • " • " ' " " " " " " " MAKE: TRANSDUCER FREQUENCY: ASTM ULTRASONIC TEST (UT) EPOCH4 EQUIPMENT SN SIZE TEST METHOD: 75" SURFACE 2.25MH2 COUPLANT SILICON (A587) (A435) (A538) Thi. span I. provided for the Information of the 000nt only. Tne reproduction of 34s report by any method, and IO Uapem1Sate tea third parry, by any moans. accept In NII, without Ne wnwn permission of Professional S.rvM0. Indy.t...Inc. Is promblte4' MI* certification attests to the accuracy of W r.5 45 obtelnad ham the actual test performed andfor observations made within the 4.00.4 .cope of the work. Certification .hall not be construed to raprn.m Inspection, approval or Acceptance of other work or warranty of design or workability of the epec10aa0on requirements' Certified Reports by Professional Service Industries .401 NAME HOURS MILES EDWARD SMITH DATE December 3, 2008 ON OFF ST OT FR 61873 TOTAL HOURS EDWARD SMITH DATE December 3, 2008 m Information t' To Build On Engineering • Consulting • Mating RECEIVED FR 62765 DEC 12 2008 El SEATTLE DIVISION M TACOMA oivisi DMMUN11. Y 24113 56TH AVE W 10025 SO TACIMIKIPPXOIT MOUNTLAKE TERRACE, WA 98043 TACOMA, WA 98499 (425) 248-2400 • FAX (425) 248-2401 (253) 589-1804 • FAX (253) 589-2136 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 ATC Associates, Inc. ADDRESS 6347 Seaview Ave. NW ATTENTION NO: Seattle, WA. 98107 PROJECT NO 742-80298 DATE December 2, 2008 PERMIT NO::::: D08-363 W.O. MUNICIPALITY:::. City of Tukwila ENGINEER» Mr. Terrance McDunner :PROJECT:- . ...... Bank of America ARCHITECT GONTRACFOR ::::• PROJECT:ADDRESS:: 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information o1 the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full, without the full permission o1 Professional Service Industries, Inc., is prohibited.' ?his certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.* Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R.PINES PSI REPRESENTATIVE ON SITE AT THE BANK OF AMERICA-TUKWILA FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. VISUAL WELDING INSPECTION WAS PERFORMED ON 5 PILES, PILE #P-4, P -15B, P-12, P-13, AND P-14. (1) ONE SPLICE PER PILE IN THE FIELD WITH SINGLE BEVEL / WITH BACKING BUTT JOINT, MULITPASS STRINGERS OF 70 XX SERIES FCAW CORED WIRE, ON 12" X 3.12 ASTM 252 PIPE. NEW WELDER WAS CARY FLANIGAN-CERTIFIED FCAW TO AWS D1.4 FOR REBAR WELDING, EXPIRATION DATE 04-09 BY PSI PORTLAND OREGON . ALL WELDS ARE CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTOR PROJECT DRAWINGS FOR SIZE PLACEMENT AND QUALITY. AWS QC1 ROGER PINES 4030331 CwI EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS. INSPECTED: TO .......:::::: APPROVED PLANS ARE; • CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER ROGER PINES December 2, 2008 x FIELD CONTACT: ( I DATE: CONFORMING X > NONCONFORMING 0 x 'This report is provided for the information o1 the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full, without the full permission o1 Professional Service Industries, Inc., is prohibited.' ?his certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.* Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R.PINES 12 530 3.5 13 TOTAL HOURS 3.5 Date December 9, 2008 ais Information PZ2LILTo Build On Engineering • Consulting lt•g - Meting SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 RECEIVED DEC 12 2008 TACOMA DIVISION r�- t1i; 10025 SO. TA TACOMA, WA �yy JAIL (253) 589-1804' FAX (253) 589-2136 FR 62766 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT : :ADDRESS:::: ATTENTION:: :PROJECT ATC Associates, Inc. 742-80298 DATE December 3, 2008 6347 Seaview Ave. NW Seattle, WA. 98107 PERMIT NQ•::::: MUNICIPALITY: < ................... D08-363 W.O. City of Tukwila ENGINEER.. Mr. Terrance McDunner ARCHITECT CONTRACTOR::: Bank of America PROJECT. ADDRESS:: 320 Strander Blvd. - Tukwila FIELD REPORT This report is provided for the information of the client only. The reproduction o11ms report, by any method, and its transmittal to a third party, by any means, except In full, without the full permission of Professional Service Industries, Inc., is prohibited.' This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R.PINES PSI REPRESENTATIVE ON SITE AT THE BANK OF AMERICA - TUKWILA FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. CONTINUOUS VISUAL WELDING INSPECTION WAS PERFORMED ON 5 PILE SPLICES. USED PER QUALIFIED SINGLE BEVEL / WITH BACKING BUTT JOINT, MULITPASS STRINGERS OF 10 THOUSAND LB TENSILE STRENGTH FLUX CORED WIRE ON 12" X .310 WALL. ASTM 252 CARBON STEEL PIPE CHECK FIT -UP ON FOLLOWING PILES, #P-7, P-8, P-9, P-10, AND P-6. VISUAL PERFORMED ON ROOT PASS ON FOLLOWING PILES P-7, P-8, P -9,P-10 AND P-6. FINAL VISUAL WELD INSPECTION WAS PERFORMED ON THE FOLLOWING PILES P -7,P-8, P-9, P-10, AND P-6. ALL WELDING CONFORMS TO THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTOR PROJECT DRAWING FOR SIZE PLACEMENT AND QUALITY. - AWS QC1 ROGER PINES 4030331 CWI EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: DATE: : ETEMS:INSPECTED APPRQVED:PL :NS TO ARE: ::.:.::::.:. CLIENT ENGINEER ARCHITECT BUILDING DEPT. SUPPLIER ROGER PINES January 12, 1900 x —'CONTRACTOR FIELD CONTACT: I DATE: CONFORMING.... NONCONFORMING:: • x This report is provided for the information of the client only. The reproduction o11ms report, by any method, and its transmittal to a third party, by any means, except In full, without the full permission of Professional Service Industries, Inc., is prohibited.' This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R.PINES 1230 6 5.5 13 - TOTAL HOURS 5.5 Date December 9, 2008 inin Information �Le To Build On Engineering • CC.psi g •/biding SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION RECEIVED DEC 12 20001 uMitiIUNITCYp! 10025 SO. TACOMA WAY iMi PMENlT TACOMA, WA 98499 (253) 589-1804 ' FAX (253) 589-2136 FR 62769 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT >'::::< :::.. ...................... ADDRESS:. :. ATTENTION .::::::: >:: P:O.NO.:•:. PROJECT ATC Associates, Inc. PROJECT. NO 742-80298 DATE December 4, 2008 6347 Seaview Ave. NW PERMIT NO. ` D08-363 W.O. Seattle, WA. 98107 .. MUNICIPALITY . . :::::::::::::: City of Tukwila ENGINEER AWS Mr. Terrance McDunner ARCHITECT ::::::: 4030331 CONTRACTOR Bank of America PROJECT:ADDRESS :: 320 Strander Blvd. - Tukwila This report is provided for the information of the client only. The reproduction of this report, by any method. and its transmittal to a Third party, by any means, except in full, without the full permission of Professional Service Industnes, Inc., is prohibited.' This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an Inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R.PINES PSI REPRESENTATIVE ON SITE AT BANK OF AMERICA-TUKWILA FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. VERIFIED WELDING CERTIFICATION FOR EUGENE KARKANEN TO AWS D1.1 STRUCTURAL WELDING CODE, FCAW WITH / BACKING IN 1-2-3G AND 1-2-3F POSITIONS. VISUAL WELDING INSPECTION WAS PERFORMED ON 7 PILES, ONE SPLICE PER PILE IN THE FIELD WITH A SINGLE BEVEL / WITH BACKING BUTT JOINT USING MULITPASS STRINGERS OF E71T-8-H16 FCAW CORED WIRE ON 12" X .312 ASTM 252 PIPE. PILES COMPLETED AS OF WELDING TODAY #P-25, P-26, P-27, P-28, P-29, P-30 AND P-32. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTORS PROJECT DRAWINGS FOR SIZE PLACEMENT AND QUALITY. AWS QC1 ROGER PINES 4030331 EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: DATE: • CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER ROGER PINES December 4, 2008 ITEMS: INSPECTED: TO:::::::::::: APPROVED PLANS.ARE:• :. x _ FIELD CONTACT: I I DATE: x :::-:.CONFORMING._ NONCONFORMING This report is provided for the information of the client only. The reproduction of this report, by any method. and its transmittal to a Third party, by any means, except in full, without the full permission of Professional Service Industnes, Inc., is prohibited.' This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an Inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R.PINES 1030 1230 2 31 TOTAL HOURS Date December 9, 2008 Information f ! To Build On Lnginosrtiig • Consulting • Vesting ❑ SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 RECEIVED DEC 12 2008 TACOMA DIVISION 10025 SO. TACOMA WAY.GOVINIUNI Y TACOMA, WA 98499 DEVELOPMENT (253) 589-1804 FAX (253) 589-2136 FR 62770 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 ADDRESS:::::: ATTENTION : PROJECT::. ATC Associates, Inc. PROJECT: .................... 742-80298 DATE December 5, 2008 6347 Seaview Ave. NW PERMIT:NO::::. : D08-363 W.O. Seattle, WA. 98107 MUNICIPALITY ENGINEER :::::::::::: City of Tukwila Mr. Terrance McDunner ARCHITECT . . . CONTRACTOR: Bank of America PROJECT ADDRESS.: 320 Strander Blvd. - Tukwila REPORT 'This report is provided for the information of me client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full, without the lull permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINES PSI REPRESENTATIVE ON SITE AT BANK OF AMERICA-TUKWILA FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. VISUAL WELDING INSPECTION WAS PERFORMED ON 37 PILE CAPS OF 1 INCH PLATE WITH REBAR, SECTION SO4.02-12. VISUAL WELDING INSPECTION WAS PERFORMED ON 6 PILES, ONE FIELD SPLICE PER PILE USING SINGLE BEVEL / WITH BACKING, BUTT JOINT, WITH MULTIPASS STRINGERS OF E71T-8-H16 FCAW CORED WIRE ON 12" X 312 WALL ASTM 252 PIPE. PILE SPLICES COMPLETED AS OF TODAY #31, #33, #34 #35, #36 AND #11. ALL 37 PILE SPLICES HAVE BEEN COMPLETED. ALL WELDS ARE IN CONFORMANCE WITH VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTORS PROJECT DRAWINGS FOR SIZE PLACEMENT AND QUALITY. AWS AC1 ROGER J PINES 4030331 CWI EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: DATE: : : CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER. ROGER PINES December 5, 2008 ITEMS INSPECTED:TO APPROVE•D: PLANS:AREt:•:::: • . x FIELD CONTACT: DATE: x :CONFORMING. ::N.ONCONFORMING ::::::::::::::.:.>:.:: 'This report is provided for the information of me client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in full, without the lull permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINES 9 230 5.5 35 TOTAL HOURS 5.5 Date December 9, 2008 . I! a Information EWTo Build On Enyph me. vg • CostsuI ng • 7bsUns SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 REcEIVED TACOMA DIVISIOTfED 12 2008 10025 SO. TACOMA v+�rtjl@Iq aiNIT1( TACOMA, WA 98443EVE_OP T (253) 589-1804 • FAX (253) 589-2136 FR 62770 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 * FAX (503) 289-1918 CLIENT ADDRESS ATTENTION P:O.NO. .PROJECT ATC Associates, Inc. PROJECT: NO: : 742-80298 DATE December 5, 2008 6347 Seaview Ave. NW Seattle, WA. 98107 PERMIT NQ.:::::::: W.O. MUNICIPALITY: ................. City of Tukwila ENGINEER': Mr. Terrance McDunner ................. ARCHITECT ;: CONTRACTOR::: Bank of America PROJECT:ADDRESS: 320 Strander Blvd. - Tukwila FIELD REPORT This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party. by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES R. PINES PSI REPRESENTATIVE ON SITE AT BANK OF AMERICA-TUKWILA FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. VISUAL WELDING INSPECTION WAS PERFORMED ON 37 PILE CAPS OF 1 INCH PLATE WITH REBAR, SECTION SO4.02-12. VISUAL WELDING INSPECTION WAS PERFORMED ON 6 PILES, ONE FIELD SPLICE PER PILE USING SINGLE BEVEL / WITH BACKING, BUTT JOINT, WITH MULTIPASS STRINGERS OF E71T-8-H16 FCAW CORED WIRE ON 12" X 312 WALL ASTM 252 PIPE. PILE SPLICES COMPLETED AS OF TODAY #31, #33, #34 #35, #36 AND #11. ALL 37 PILE SPLICES HAVE BEEN COMPLETED. ALL WELDS ARE IN CONFORMANCE WITH VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTORS PROJECT DRAWINGS FOR SIZE PLACEMENT AND QUALITY. AWS ACI ROGER J PINES 4030331 CWI EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: 1TEMS:INSP.ECTED APPROVED. PLANS CONFORMING NONCONFORMING TO ARE:. . ............. :X 0 :: ; ::::;:::: ROGER PINES December 5, 2008 FIELD CONTAC: DATE: x CLIENT CONTRACTOR ENGINEER x BUILDING DEPT. ARCHITECT SUPPLIER This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party. by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES R. PINES 9 230 5.5 35 TOTAL HOURS 5.5 EDWARD SMITH k Date December 9, 2008 riArdErn Information t" To Build On E,,gh,..ring • Consulting • Wasting SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 RECEIVED DEC( 12 2008 TACOMA DIVISION 10025 SO. TACOMA WAY, SUITEBOMMU, ' TACOMA, WA 98499 DEVELOPNL'.T (253) 589-1804 • FAX (253) 589-2136 FR 62769 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT:::: 'ADDRESS::: AT:TENTION::::•: .P:O:NO:........ PROJECT...: ............... ATC Associates, Inc. PROJECT: NO: : 742-80298 DATE December 4, 2008 6347 Seaview Ave. NW PERMIT NO.:: W.O. Seattle, WA. 98107 MUNICIPALITY:: City of Tukwila ENGINEER::: : Mr. Terrance McDunner ARCHITECT :.::. : CONTRACTOR Bank of America PROJECT:ADDRESS 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information o1 the cuenl only. The reproduction of tnis report, by any method. and its transmittal to a third party, by any means, except in full, without the full permission o1 Professional Service Industnes, Inc., is prohibited.* -This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES R.PINES 1030 PSI REPRESENTATIVE ON SITE AT BANK OF AMERICA-TUKWILA FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. 2 VERIFIED WELDING CERTIFICATION FOR EUGENE KARKANEN TO AWS D1.1 STRUCTURAL WELDING CODE, FCAW WITH / BACKING IN 1-2-3G AND 31 1-2-3F POSITIONS. VISUAL WELDING INSPECTION WAS PERFORMED ON 7 PILES, ONE SPLICE PER PILE IN THE FIELD WITH A SINGLE BEVEL / WITH BACKING BUTT JOINT USING MULITPASS STRINGERS OF E71T-8-H16 FCAW CORED WIRE ON 12" X .312 ASTM 252 PIPE. PILES COMPLETED AS OF WELDING TODAY #P-25, P-26, P-27, P-28, P-29, P-30 AND P-32. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS 01.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTORS PROJECT DRAWINGS FOR SIZE PLACEMENT AND QUALITY. AWS QC1 ROGER PINES 4030331 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS:INSPECTED TO APPROVED PLANS:ARE: . ' . . •,': CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER _ ROGER PINES December 4, 2008 x FIELD CONTACT: I I DATE: x . : CONFORMING 0 : NONCONFORMING 0 'This report is provided for the information o1 the cuenl only. The reproduction of tnis report, by any method. and its transmittal to a third party, by any means, except in full, without the full permission o1 Professional Service Industnes, Inc., is prohibited.* -This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES R.PINES 1030 1230 2 31 TOTAL HOURS Date December 9, 2008 I� ' Information /!.tr To Build On E ghie•virg • Consulting • nh.wg ❑ SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 *FAX (425) 248-2401 RECEIVED DECI 12 2008 TACOMA DIVISION 10025 SO. TACOMA WAY, ISM • TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 FR 62766 PORTLAND DIVISION 6032 NO CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 FAX (503) 289-1918 CLIENT : ADDRESS : :: ATTENTION P:O:.NO:..... . PROJECT' : ATC Associates, Inc PROJECT NO. 742-80298 DATE December 3, 2008 6347 Seaview Ave. NW PERMfT: NO W.O. Seattle, WA. 98107 MUNICIPALITY City of Tukwila Mr. Terrance McDunner ENGINEER ARCHITECT=: Bank of America C.ONTRACT.OR ...... PROJECT. ADDRESS: 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only. The reproduction of this report, by any metnod. and as transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industnes, Inc., is prohibited' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the dented scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R.PINES PSI REPRESENTATIVE ON SITE AT THE BANK OF AMERICA - TUKWILA FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. CONTINUOUS VISUAL WELDING INSPECTION WAS PERFORMED ON 5 PILE SPLICES. USED PER QUALIFIED SINGLE BEVEL / WITH BACKING BUTT JOINT, MULITPASS STRINGERS OF 10 THOUSAND LB TENSILE STRENGTH FLUX CORED WIRE ON 12" X .310 WALL. ASTM 252 CARBON STEEL PIPE CHECK FIT -UP ON FOLLOWING PILES, #P-7, P-8, P-9, P-10, AND P-6. VISUAL PERFORMED ON ROOT PASS ON FOLLOWING PILES P-7, P-8, P -9,P-10 AND P-6. FINAL VISUAL WELD INSPECTION WAS PERFORMED ON THE FOLLOWING PILES P -7,P-8, P-9, P-10, AND P-6. ALL WELDING CONFORMS TO THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTOR PROJECT DRAWING FOR SIZE PLACEMENT AND QUALITY. AWS QC1 ROGER PINES 4030331 CWI EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS.INSPECTED TO • APPROVED PLANS ARE:.: : CONFORMING - ROGER PINES January 12, 1900 FIELD CONTACT:( I DATE x CLIENT CONTRACTOR ENGINEER x BUILDING DEPT. NONCONFORMING;: .. .:...: .- ARCHITECT _ SUPPLIER 'This report is provided for the information of the client only. The reproduction of this report, by any metnod. and as transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industnes, Inc., is prohibited' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the dented scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R.PINES 1230 6 5.5 13 TOTAL HOURS 5.5 k Date December 9, 2008 aprThWilf Information ihZe'ZTo Build On Engineering• - SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION RECEIVED DECD 12 2008 10025 SO. TACOMA WAY, SUITE H1 TACOMA, WA 98499 GOMMUNt pAAMPkit--!;� (253) 589-1804 • FAX (253) 5 FR 62765 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT ADDRESS ::•.• ::< ATTENTION:.... PROJECT :.:::::: ATC Associates, Inc PROJECT NO. 742-80298 DATE December 2, 2008 6347 Seaview Ave. NW Seattle, WA. 98107 PERMIT NO. MUNICIPALITY:: W.O. City of Tukwila ENGINEER `: Mr. Terrance McDunner ARCHITECT Bank of America CONTRACTOR PROJECT.:ADDRESS::: 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only. The reproduction of this report, by any method. and its transmittal to a third party. by any means, except in full, without the full permission of Professional Service Industries, Inc.. is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES R.PINES PSI REPRESENTATIVE ON SITE AT THE BANK OF AMERICA-TUKWILA FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. VISUAL WELDING INSPECTION WAS PERFORMED ON 5 PILES, PILE #P-4, P -15B, P-12, P-13, AND P-14. (1) ONE SPLICE PER PILE IN THE FIELD WITH SINGLE BEVEL / WITH BACKING BUTT JOINT, MULITPASS STRINGERS OF 70 XX SERIES FCAW CORED WIRE, ON 12" X 3.12 ASTM 252 PIPE. NEW WELDER WAS CARY FLANIGAN-CERTIFIED FCAW TO AWS D1.4 FOR REBAR WELDING, EXPIRATION DATE 04-09 BY PSI PORTLAND OREGON . ALL WELDS ARE CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTOR PROJECT DRAWINGS FOR SIZE PLACEMENT AND QUALITY. AWS QC1 - - ROGER PINES 4030331 CWI EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS INSPECTED.TO APPROVED: PLANS: ARE: ::::::::::::: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER ROGER PINES December 2, 2008 x FIELD CONTACT: L DATE: x >:CONFORMING... : :: NONCONFORMING 'This report is provided for the information of the client only. The reproduction of this report, by any method. and its transmittal to a third party. by any means, except in full, without the full permission of Professional Service Industries, Inc.. is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: TS - 98-1 NAME ON OFF ST OT MILES R.PINES 12 530 3.5 13 TOTAL HOURS 3.5 EDWARD SMITH k Date December 9, 2008 �� Informatio ild nn =fit ToBuO Enukteporing•ConsuitIng •Meting SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 08-3h3 RECEIVED TACOMA DIVISION CC 9 El SO. TACOMA WAY, SUI 0 2008 TACOMA, WA 98499 COMMUN,TY (253) 589-1804 • FAX (253) 589-21BEVELOPMENT FR 61873 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND. OR 97217 (503) 289-1778 * FAX (503) 289-1918 CLIENT:: ` • ADDRESS : ATTENTION ' :. P.O..NO:::::' :PROJECT::: ". '• • ' ATC Associates, Inc. PROJECT NO: 742-80298 DATE December 1, 2008 6347 Seaview Ave. NW PERMIT:NO:' ;;:::::::;: W.O. Seattle, WA. 98107 MUNICIPALITY : • City of Tukwila ENGINEER:* 5 Mr. Terrance McDunner ARCHITECT:::::: CONTRACTOR Bank of America PROJECT:ADDRESS : 320 Strander Blvd. - Tukwila 'Thu report is provided for the information of the client only The reproduction o1 this report, by any method, and its transmittal to a third party. by any means, except In full, without the full permission of Professional Service Industries, Inc.. is prohibited.* 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of Me work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES S. SAMAK 6:30 PSI ON SITE FOR NDT-UT TESTING AS REQUESTED BY CLIENT. 5 UT TEST FOR 1 O% OF SHOP WELD WAS PERFORMED AND 1 O% OF FIELD WELD. 50 ALL C.J.P. CONNECTIONS PASS UT TESTING. ATTACHED UT REPORT #02901. TOTAL HOURS 5 EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: DATE: ITEMS INSPECTED TO:::: APPROVED PLANS ARE:::: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER SEAN SAMAK December 1, 2008 x FIELD CONTACT: I DATE: x r CONFORMING LI NONCONFORMING 'Thu report is provided for the information of the client only The reproduction o1 this report, by any method, and its transmittal to a third party. by any means, except In full, without the full permission of Professional Service Industries, Inc.. is prohibited.* 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of Me work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES S. SAMAK 6:30 11:30 5 50 TOTAL HOURS 5 Date December 3, 2008 '�1Information IIre l' To Build On Enginegoring • Consasitilng • Martha ❑ SEATTLE DIVISION 24113 55TH AVE. W. MOUNTLAKE TERRACE, WA 90043 (435)245-2400 FAX (425) 241-2401 RECEIVED DEC! O 9 2008 TACOMA DW(SION 10025 S. TACOMA WAY, SUITE 041-1 COMMUNITY TACOMA, WA 95450 DEVELOPMENT (252( 5941554 FAX (252( 554.21 9 UT 02901 PORTLAND DIVISION 5032 N. CU1TER C1, SUITE 1/4110 PORTLAND, OR 1731? 1502(209-1773 FAX (502)235.1915 ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA. 98107 Mr. Terrance McDunner Bank of America PROJECT NO. PERMIT NO. MUNICIPALITY-_ .. ENGINEER' CONTRACTOR PROJECT ADDRESS 742-80298 DATEc. - December 1, 2008 City of Tukwila 320 Strander Blvd. - Tukwila N TEST METHOD STANDARD NDT-UT MATERIAL ALLOY STEEL WELD JOINT C.J.P. ACCEPTANCE STANDARD AWS D1.1 T6.2 MATERIAL THICKNESS 1/4" WELD PROCESS CALIBRATION STANDARD IIW-2 BLOCK MATERIAL LENGTH NS=NEAR SIDE. FS' FAR SIDE. IT=TOP FLANGE.9F' BOTTOM FLANGE: WB= WB N' -..'E: W''COMPASS DIRECTIONS T.' TOP Bo'BOTTOM: T BBF' TOP AND BOTTOM FLANGE WELD IDENTIFICATION MEETS CODE FAILS CODE INDICATION NUMBER FROM FACE PROCEDURE LEGEND ' TRANSDUCER , ANGLE C7 w A - DEFECT LEVEL B - REFERENCE LEVEL C - ATTENUATION FACTOR D - DEFECT RATING SOUND PATH - ANGULAR DISTANCE LENGTH DEPTH FROM SURFACE"A" DISTANCE FROM WELD CENTER "X" DISTANCE FROM WELD END "Y" REFERENCE REPORT NUMBER PILE #17 X N/A N/A A 70° 1,2 WELD #9 X N/A N/A A 70° 1,2 #10 X NIA N/A A 70° 1,2 #11 X N/A N/A A 70° 1,2 #12 X N/A N/A A 70° 1,2 #13 X N/A NIA A 70° 1,2 014 X N/A N/A A 70° 1,2 #15 X WA N/A A 70° 1,2 018 X N/A N/A A 70° 1,2 PASS UT TEST COPIES TO: FIELD CONTACT: TECHNICIAN: SEAN SAMAK LEVEL 11 . , , , , .. . .......... .CUENT .•.0.•. - .:-CONTRACTOR � is '--- --ENOINEER'•'-CO '.'-'BUILDING DEPT, ARCHITECT - - - - , MAKE: TRANSDUCER FREQUENCY: ASTM TEST ULTRASONIC TEST (UT) EQUIPMENT EPOCH4 SN .- SIZE METHOD: .75" SURFACE 2.25 MH2 COUPLANT SILICON (A587) (A435) (A538) 'This report 4 provided for ted Infomuibn of MO cllant Only. Ths reproduction 01 this report, by any method, and 0a tren5mltuts to 3 MINI pans, by any means, except In full without the written pemXselon of Professional Service Industries. Inc. is prohibited - ties certification almb to the accuracy of the molts obtained from ted actual test performed .miler observations nude within We defined scope of the wort. Certification shall not be construed to represent Impaction, .93rovel or acceptance of other work oro warranty of design or A00u511117 of the specification requirements. Certified Reports by Professional Service Industries NAME HOURS MILES EDWARD SMITH DATE December 3, 2008 ON OFF ST OT FR 61873 TOTAL HOURS EDWARD SMITH DATE December 3, 2008 a i Inforrnation /4Y To Build On Engineering • cone,rw,s • Dieting SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 RECEIVED DEC 0 5 2008 TACOMA DIvlslgtQMMUNITY 10025 SO. TACtIEVEJARMENT TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2138 FR 61874 zoe- 3(03 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 wi .• • (503) 289-1778 • FAX (503) 289-1918 :CLIENT : :ADDRESS: ATTENTION::: .. . :::: PROJECT. ATC Associates, Inc. 6347 Seaview Ave. NW PROJECT. NO. 742-80298 DATE November 26, 2008 PERMIT NO: W.O. Seattle, WA. 98107 MUNICIPALITY. City of Tukwila R ENGINEE ............. Mr. Terrance McDunner ARCHITECT CONTRACTOR.:.. Bank of America PROJECT:ADDRESS . . 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information o1 the client only. The reproduction o1 this report, by any method, and its transmittal to a third party. by any means, except in full, without the full permission o1 Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES S. SAMAK 7:00 12:30 TOTAL HOURS 5.5 Date December 2, 2008 PSI ON SITE FOR UT TEST ON STEEL CASING FOR OPEN SHAFT PILES AS REQUESTED BY CLIENT. A 5% OF SHOP WELD HAS BEEN TESTED AND 15% OF FIELD WELD TESTED AT PILES # 22, 23, AND 24. ALL C.J.P. WELD FOUND CORRECT AND MEET THE REQUIREMENTS OF AWS D1.1 T6.2 AND SECTION F SEE UT REPORT # 02900 FOR NDT- UT TESTING. EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: .... ITEMS :INSPECTED: TO:.......... APPROVED:PLANS'ARE::.:::•::::: CONFORMI::::;:::X ::N.ONCONFORMING ::::: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER SEAN SAMAK November 26, 2008 x FIELD CONTACT: I ( DATE: x 'This report is provided for the information o1 the client only. The reproduction o1 this report, by any method, and its transmittal to a third party. by any means, except in full, without the full permission o1 Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES S. SAMAK 7:00 12:30 TOTAL HOURS 5.5 Date December 2, 2008 To Bf �i Infouilrmation /I.! d On Engineering • Conourting • Ibisting El SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 FAX (425) 248-2401 TACOMA DIVISION RECEIVED DEC, 0 5 2006 COMMUNITY DEVELOPMENT 10025 SO. TACOMA WAY, SUITE H1 TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 FR 62761 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND. OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT .............. ..... ADDRESS ATTENTION: P:O: NO :PROJECT ATC Associates, Inc. 6347 Seaview Ave. NW Seattle, WA 98107 PROJECT:NO 742-80298 DATE W.O. November 26, 2008 MUNICIPALITY: City of Tukwila ENGINEER.:;:;:: Mr. Terrance McDunner ARCHITECT ..: CONTRACTOR Bank of America PROJECT:ADDRESS: 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only. The reproduction o1 this report, by any method. and its transmittal to a third party. by any means. except in full, without the full permission of Professional Service Industries, Inc., Is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES R. PINES PSI REPRESENTATIVE ON SITE AT BANK OF AMERICA- TUKWILA FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. VISUAL WELDING INSPECTION WAS PERFORMED ON 5 PILES, # P-22, P-23, P-24, P-16, AND P-17. WITH A SINGLE BEVEU WITH BACKING RING/ BUTT JOINT USING MULTIPASS STRINGERS ON 12" ID X .312 WALL THICKNESS ASTM 252 PIPE. CHECKED FIT -UP P-22, P-23, P-24, P-16 AND P-17 PILES. VISUALLY INSPECTED ROOT PASS P-22, P-23, P-24, P-17 AND P-16 PILES FINAL VISUAL WELD INSPECTION WAS PERFORMED ON P-22, P-23, P-24, P-16 AND P-17 PILES. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE- STEEL AND CONTRACTOR PROJECT DRAWINGS FOR SIZE PLACEMENT AND QUALITY. TOTAL HOURS 5 EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: DATE: :':': .: • CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER ROGER PINES November 26, 2008 ITEMS INSPECTED TO ...:::.......: > APPROVED PLANS ARE:::: x FIELD CONTACT: ff DATE: x CONFORMING _• Li _ NONCONFORMING 0 'This report is provided for the information of the client only. The reproduction o1 this report, by any method. and its transmittal to a third party. by any means. except in full, without the full permission of Professional Service Industries, Inc., Is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES R. PINES 7:00 12:00 5 IRT TOTAL HOURS 5 Date December 1, 2008 A Information /til ToBuild On Engineering • CaneadUng • SEATTLE DIVISION 24113 58TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION RECEIVED DEC 0 5 2008 COMMUNITY DEVELOPMENT 10025 SO. TACOMA WAY, SUITE H1 TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2136 FR 62760 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 :CLIENT.::, ... ;. ;. ,.. . ADDRESS::::::::.:: .............. ATTENTION: :PROJECT... . ATC Associates, Inc. PROJECT NO. 742-80298 DATE November 25, 2008 6347 Seaview Ave. NW Seattle, WA. 98107 PERMIT NO:::::::: ................. MUNICIPALITY' ................ ENGINEER : >: ............... W.O. City of Tukwila Mr. Terrance McDunner ARCHITECT : : CONTRACTOR Bank of America PROJECT: ADDRESS 320 Strander Blvd. - Tukwila FIELD REPORT This repos is provided for the Information of the client only The reproduction of this report, by any method, and its transmittal to a third party, by any means, except in lull, without the full permission of Professional Service Industries, Inc., is prohibited' This certification attests to the accuracy of the results obtained from the actual lest performed and/or observations made within the dented scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.• Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES R. PINES PSI REPRESENTATIVE ON SITE AT BANK OF AMERICA 320 STRANDER BLVD. FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. VISUAL WELDING INSPECTION WAS PERFORMED ON 3 PILES # P-1, P-5 AND P-21 USING A SINGLE BEVEL/ WITH BACKING RING/ BUTT JOINTS WITH MULTIPASS STRINGERS ON 12" ID X .312 WALL THICKNESS. ASTM 252 PIPE. CHECKED FIT UP #P-1 #P-5 AND #P-21. VISUALLY INSPECTED ROOT PASS #P-1 #P-5 AND #P-21. FINAL VISUAL WELD INSPECTION WAS PERFORMED ON #P-1 #P-5 AND #P-21. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE STEEL AND CONTRACTORS PROJECT DRAWINGS FOR SIZE PLACEMENT AND QUALITY. WELDERS CERTIFICATION MARK L. ALCOCK W02905, FCAW- W/B, SMAW UNLIMITED FCAW PIPE/ PLATE. - TOTAL HOURS 6.5 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: CLIENT CONTRACTOR ROGER PINES November 25, 2008 ITEMS:INSPECTED:TO:: `:::::::::: APPROVED PLANS'AREc` . x - FIELD CONTACT: I, DATE: ... • .:: : ENGINEER ARCHITECT x BUILDING DEPT. SUPPLIER CONF:ORMING:::::::::::X :•:::: ::• : n Information 47b Build On E,.ga,esirkw • Consulang • Meting SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 RECEIVED DEC 0 5 2000 TACOMA DIVISION C MMUNITY ❑ 10025 SO. TACOMA WAY, SOLOPMENT TACOMA, WA 98499 (253) 589-1804 • FAX (253) 589-2138 FR 62757 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT :: . ADDRESS::: ATTENTION:: P.O NO PROJECT: < ATC Associates, Inc. PROJECT:N:O:. : 742-80298 DATE November 21, 2008 6347 Seaview Ave. NW PERMIT: NO.;:::: W.O. Seattle, WA. 98107 MUNICIPALITI(: City of Tukwila Mr. Terrance McDunner ARCHITECT CONTRACTOR Bank of America PROJECT:ADDRESS :: 320 Strander Blvd. - Tukwila FIELD REPORT ?his report is provided for the information of the client only. The reproduction of this report, by any method. and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINES PSI REPRESENTATIVE ON SITE AT DEWITT CONSTRUCTION FOR VISUAL WELDING INSPECTION AS REQUESTED BY CLIENT. PERFORMED 100% VISUAL WELD INSPECTION ON 40 SINGLE V BUTT WELDS ON 12" ID .312 WALL THICKNESS ASTM 252 CARBON STEEL PIPE. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE- STEEL AND CONTRACTORS PROJECT DRAWINGS FOR SIZE PLACEMENT AND QUALITY. • TOTAL HOURS 7 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ITEMS:INSPECTED: APPROVED:PLANS CONFORMING:::' .ONCONFORMING::::..:; TO:::::: ARE: LI .:.:.:.:.:.:.:::.::: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER ROGER PINES November2l, 2008 x FIELD CONTACT: DATE: x - ?his report is provided for the information of the client only. The reproduction of this report, by any method. and its transmittal to a third party, by any means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINES 5:00 12:00 7 245 • TOTAL HOURS 7 Date November 25, 2008 �A iZ�''n Information LPe.a! ToBuild On ens # • ,g • Mating ❑ SEATTLE DIVISION 24113 SETH AVE. W. MOUNTLAKE TERRACE, WA 35043 (425)245-2400 FAX (425)245 2401 RECEIVED DEC. 0 5 2008 TACOMA DMSION COMMUNITY 10025 S. TACOMA WA,AYOO PMENT TACOMA, WA 5505E (253)S82-1504 FAX (253) 550.313E UT 02900 ❑ PORTLAND DIVISION 5032 N. CUTTER CIR, SUITE 5050 PORTLAND, OR MIT (003) 255.1713 FAX (553) 250.1515 CLIENT:. . ACOREgS:.:: ATC Associates, Inc. ATTENTION. PO, NQ:-----• PROJECT: 6347 Seaview Ave. NW Seattle, WA. 98107 Mr. Terrance McDunner Bank of America PROJECT NO. MUNICIPALITY.•: ENGW EER:::: : ARCHITECT' '• CONTRACTOR PROJECT ADDRESS-':' ' 742-80298 November 26, 2008 City of Tukwila 320 Strander Blvd. - Tukwila REPORTS OF ULTRASONIC INSPECTION TEST METHOD STANDARD N/A MATERIAL ALLOY N/A WELD JOINT N/A ACCEPTANCE STANDARD N/A MATERIAL THICKNESS N/A WELD PROCESS N/A CALIBRATION STANDARD N/A MATERIAL LENGTH N/A NS=NEAR SIDE, F$ = FAR SIDE. TF= TOP FLANGE, SF= BOTTOM FLANGE. WB= WEB, N. S. E yv= COMPASS DIRECTIONS r= TOP B= BOTTOM. T S sF° TOP AND BOTTOM FLANGE - WELD IDENTIFICATION MEETS CODE FAILS CODE INDICATION NUMBER FROM FACE PROCEDURE LEGEND TRANSDUCER ANGLE 0 .W2 A - DEFECT LEVEL B - REFERENCE LEVEL C - ATTENUATION FACTOR D - DEFECT RATING SOUND PATH - ANGULAR DISTANCE LENGTH DEPTH FROM SURFACE"A" DISTANCE FROM WELD CENTER ''X" DISTANCE FROM WELD END "Y" REFERENCE REPORT NUMBER FIELD WELDS #22 X 0 0 A 70° 1,2 N/A N/A NIA N/A N/A NIA N/A N/A N/A N!A PILE #33 X 0 0 A 70° 1,2 N!A NIA N/A NIA NIA N!A WA NIA NIA N/A PILE 024 X 0 0 A 70° 1,2 N/A WA NIA N!A N/A N/A NIA N/A WA N!A SHOP WELD #1 X 0 0 A 70° 1,2 NIA N/A NIA N/A N/A WA N/A N/A N/A N/A WELD #2 X 0 0 A 70° 1,2 N!A NIA NIA N/A N/A NIA N/A N/A N!A N/A WELD 03 X 0 0 A 70° 1,2 WA N/A N/A N/A WA N/A NIA NIA WA N/A WELD 04 X 0 0 A 70° 1,2 N/A NIA N/A NIA N/A N/A N/A - N/A NIA N/A WELD 05 X 0 0 A 70° 1,2 N/A N!A N/A NIA N!A WA N/A N/A N/A N/A WELD #8 X 0 0 A 70° 1,2 NIA N!A N/A N/A N/A NIA NIA N/A NIA WA WELD#7 X 0 0 A 70° 1,2 WA N/A WA N/A N/A NIA NIA NIA N/A NIA WELD #8 X 0 0 A 70° 1,2 NIA N/A N/A N/A N/A N!A N!A NIA WA N!A COPIES TO: FIELD CONTACT: TECHNICIAN: SEAN SAMAK LEVEL II �:':' • • • � :.CLIENT ': -:[:.:.:-:::CONTRACTOR •:::ENGINEER: • }Q-:-:•:BUILOING DEPT: ... ............... ............... ❑ i.::-ARCHITE:CT.:.:.•.•.•.•:':..:•:•:•••:•i:•:•:•:* ... .... ....................... MAKE: TRANSDUCER FREQUENCY: ASTM TEST ULTRASONIC TEST (UT) EQUIPMENT EPOCH 4 SN " SIZE METHOD: .75" SURFACE 2.25MH2 COUPLANT SILICON (A587) (A435) (A538) -This report le provided for the Information of the client only. The reproduction of Nle report, M any method, and Ib transmittals to a MRO Reify. ay 107 means, .acept In full without Na written permission of Professional Service Industries. Inc. Is prohibited' 131s cortlfleaU0n atUat3 to °lr accuracy of Ne Molts obtained from Ute ectual test performed ander obSOPMPOns matro wahln the defined scope of 1M work. Certification shall not bo construed to represent InspncUpn, approval or aeupnnee of other work of warranty ul deelpn or workability of the epec1Dca0n requirements' Certified Reports by Professional Service Industries NAME HOURS MILES EDWARD SMITH DATE December 2, 2008 ON OFF ST OT FR 81874 TOTAL HOURS EDWARD SMITH DATE December 2, 2008 Infortrcation Build On eniti eorcvg • cansuit/ng • Th_ SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 FAX (425) 248-2401 TACOMA DIVISION 10025 SO. TACOMA WAY, SUITE H1 TACOMA, WA 98499 (253) 589-1804 ' FAX (253) 589-2136 FR 62753 OP r`�i TLAND DIVISION Y O``,`•� NO CUTTER CIR. SUITE 480 GC PO TLAND, OR 97217 �iis •89-1778' FAX (503) 289-1918 0 N, CLIENT :' : ADDRESS. ATTENTION: .............. PROJECT:: ATC Associates, Inc. PROJECT N • 6347 Seaview Ave. NW Seattle, WA. 98107 PERMIT: NO: 742 - DATE November 19, 2008 W.O. Mr. Terrance McDunner MUNICIPALITY..::..: ................ .. ENGINEER: ..: ARCHITECT . .................. City of Tukwila CONTRACTOR ::: : Bank of America PROD CT ADDRES:3::: 320 Strander Blvd. - Tukwila FIELD REPORT 'This report is provided for the information of the client only The reproduction of this report. by any method. and as transmittal to a third party, by any means, except in full, without the full permission of Professional Service Indusines, Inc.. is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of Me work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINE PSI REPRESENTATIVE ON SITE AT DEWITT CONSTRUCTION INC. FOR VISUAL WELD INSPECTION AS REQUESTED BY CLIENT. PERFORMED 100% VISUAL INSPECTION ON 17 SINGLE BEVEL BUTT WELDS TO 1" BOTTOM PLATE AND 20 SINGLE V BUTT WELD PIPE SPLICES ON 12" ID X .312 WALL THICKNESS CARBON STEEL ASTM 252 PIPE. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTOR PROJECT DRAWING AND GENERAL NOTES FOR SIZE PLACEMENT AND QUALITY. TOTAL HOURS 7 AWS ACI ROGER J PINES 4030331 CWI EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: . ITEMSI NSPECTEO _TO:::::::: APPROVED PLANS. ARE: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER ROGER PINES November 19, 2008 x FIELD CONTACT: I I DATE x CONFORMING : NONCONFORMING: a 'This report is provided for the information of the client only The reproduction of this report. by any method. and as transmittal to a third party, by any means, except in full, without the full permission of Professional Service Indusines, Inc.. is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of Me work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.' Certified Report by Professional Service Industries: EDWARD SMITH TS - 98-1 NAME ON OFF ST OT MILES R. PINE 5 12 7 246 TOTAL HOURS 7 k Date November 20, 2008 'arril Information ��! ToBuild On Engines -Wm • Consulting • Tbsw,g ,DECEIVED 0 SEATTLE DIVISION TACOMA DIVISION DEC 0 1 2000 0 PORTLAND DNISION 24113 56TH AVE W 10025 SO- TACOMA Wia.(9ly(iVIUNITY 6032 NO CUTTER CIR SUITE 480 MOUNTLAKE TERRACE, WA 98043 TACOMA, WA 98499 DEVELOPMENT PORTLAND, OR 97217 (425) 248-2400' FAX (425) 248-2401 (253) 589-1804' FAX (253) 589-2136 (503) 289-1778' FAX (503) 289-1918 FR 61762 CLIENT:::: ADDRESS ATTENTION PROJECT_ Engineered Products PROJECT' NO. . 9883 40th Ave. S. Seattle, WA. 98118 Mr. David Little PERMIT:NO:::::: MUNICIPALITY.• ENGINEER::: 742-80297 DATE November 20, 2008 W.O. City of Tukwila ARCHITECT: CONTRACTOR :::. . Cascade Engine PROJECT. ADDRESS 18435 Olympic Ave. S. - Tukwila FIELD REPORT 'This report is provided for the information of the client only. The reproduction of this report, by any method, and ds transmittal to a third party. by any means, except in lull. without the lull permission of Professional Service Industries, Inc., is prohibited' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work ore warranty of design or workability of the specification requirements - Certified Report by Professional Service Industries: TS -98-1 NAME ON OFF ST OT MILES K. LYNCH ON SITE FOR EXPANSION ANCHOR VERIFICATION ON THE ROLL FORM AND STRUCTURAL STORAGE RACK BASE PLATES. VERIFIED APPLICATION OF 40 FT LB OF TORQUE APPLIED TO EACH ANCHOR (2 PER BASE, ROLL FORM, AND 4 PER STRUCTURAL). VERIFIED ANCHORS TO BE KB -TZ 1/2"X 4 1/2" # 387513 HILTI ANCHORS LOT # 10928334 INSTALLED INTO 1/2" DIAMETER HOLES IN CONCRETE. ANCHORS FOR THE STORAGE RACKS WERE INSTALLED AS PER THE APPROVED PROJECT PLANS AND ICC ESR 1917. IRT TOTAL HOURS 3 EQUIPMENT IDENTIFICATION AND S/N#: COPIES TO: INSPECTOR: DATE: ::' ITEMS.INSPECTED. TO:..... .. APPROVED PLANS -ARE::::.::; : CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER KYLE LYNCH November 20, 2008 FIELD CONTACT:I DATE: : CONFORMING :::NONCONFORMING III 'This report is provided for the information of the client only. The reproduction of this report, by any method, and ds transmittal to a third party. by any means, except in lull. without the lull permission of Professional Service Industries, Inc., is prohibited' 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent an inspection. approval or acceptance of other associated work ore warranty of design or workability of the specification requirements - Certified Report by Professional Service Industries: TS -98-1 NAME ON OFF ST OT MILES K. LYNCH 10:30 1:30 3 IRT TOTAL HOURS 3 EDWARD SMITH I\ Date November 24, 2008 Arab dekan Information fJ To Build On � •cassoadedng • Tasting SEATTLE DIVISION 24113 56TH AVE W MOUNTLAKE TERRACE, WA 98043 (425) 248-2400 • FAX (425) 248-2401 TACOMA DIVISION 10025 SO. TACOMA WAY, SUITE -11 TACOMA, WA 98499 (253) 589-1804' FAX (253) 589-2136 FR 62751 PORTLAND DIVISION 6032 NO. CUTTER CIR. SUITE 480 PORTLAND, OR 97217 (503) 289-1778 • FAX (503) 289-1918 CLIENT.::: ADDRESS ATC Associates, Inc. PROJECT: NO: 742-80298 DATE November 17, 2008 ATTENTION:.: ................ 6347 Seaview Ave. NW PERMIT NO. W.O. Seattle, WA. 98107 MUNICIPALITY ENGINEER' City of Tukwila Mr. Terrance McDunner ARCHITECT CONTRACTOR::: Bank of America PROJECT:ADDRESS 320 Strander Blvd. - Tukwila FIELD REPORT *This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except 0 full, without the full permission o1 Professional Service Industries. Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual ten performed andror observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.* Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES R. PINES PSI REPRESENTATIVE ON SITE AT DEWITT CONSTRUCTION INC. FOR VISUAL WELDING INSPECTION AS REQUIRED BY CLIENT. PERFORMED 100% VISUAL WELD INSPECTION ON 20 SINGLE BEVEL BUTT WELDS TO BOTTOM PLATE OF 1 INCH AND 50 SINGLE V BUTT WELDS ON 12 INCH X .312 CARBON STEEL ASTM 252 PIPE. PIPE WELDER WAS DENNIS L. BARKER W00958 EXPIRATION JANUARY 2009 FCAW WITH BACKING. ALL WELDS ARE IN CONFORMANCE WITH THE VISUAL ACCEPTANCE CRITERIA IN THE LATEST EDITION ESTABLISHED BY AWS D1.1 STRUCTURAL WELDING CODE -STEEL AND CONTRACTORS PROJECT DRAWINGS AND GENERAL NOTES FOR SIZE PLACEMENT AND QUALITY. TOTAL HOURS 9.5 EQUIPMENT IDENTIFICATION AND SIN#: COPIES TO: INSPECTOR: DATE: CLIENT ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER ROGER PINES November 17, 2008 ITEMS:I NSP. ECTED: TO: :: :: ::: .:::::::: APPRQVED.PLANS:ARE;•::.::.:• ... . x FIELD CONTACT: 1 I DATE: :: : x '::::.CONFORMING:::::::: X ::::.::::::::::: :: >:.:: NONCONEORMINC:: *This report is provided for the information of the client only. The reproduction of this report, by any method, and its transmittal to a third party, by any means, except 0 full, without the full permission o1 Professional Service Industries. Inc., is prohibited.' 'This certification attests to the accuracy of the results obtained from the actual ten performed andror observations made within the defined scope of the work. Certification shall not be construed to represent an inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements.* Certified Report by Professional Service Industries: EDWARD SMITH TS -98-1 NAME ON OFF ST OT MILES R. PINES 6:00 2:30 9.5 245 TOTAL HOURS 9.5 Date November 20, 2008 • i • 04 to 1.013-33 BRED SHIELD -ROOFI.NG .SYSTEM..LIMIT.D. WARRANTY Warranty No; RD086359 FBPCO #D83415 Square' Footage: 11500 s.f. • Building Owner: JOHN LANGLASALLE Buflding Identification BANK OF AMERICASOUTHCENTER• • Building Address: 320 SIRANDER BLVD.,,TUKWILA, WA,.98188 Warranty. Period Q1:' FIFTEEN (15) Years •Beginning on: 04/17/09 Roofing Contractor: SQL INC: • (08846) • For the:warranty. penod.indicated above, flreStone•Buiiding •Products•Company, LLC ("Firestone), an Indiana limited liability•company:.warrants tattle Building. Qwner•,('Owner ). named.abave that 1=irestane will,. subject to the Terms, Conditions. and .Limitations.ser forth.beiow, :repair any leak •inttre Firestone. Rooring System rsygteni" ) 'TERM$, CONDITIONS AND LIMITATIONS 1• '..:products. Coveted .The.System.shall ::lean only the Firestone .brand roofing membranes; Firestone brand roofing insulations; Firestone brand •roofing •' • metal, and other Firestone brand roofing accessories when installed in accordance with Firestone technita spectficateonsby a -Firestone° -licensed - ' applicator. - - - - 2,; .. )'lotice• In•.Ute evefrt.any_leakshould.occur'in the: System;. the Owner must give notice'inwriung•or. by telephone to. Firestone within thirty (3m days of • 'any -occurrence. of a leak.: Written notice may be sent to Firestone atthe street address or fax number:shown on the reverse side of this•Limited • Warranty. :Evidence of this notice shall be•the receipt byQwner of a -Firestone. LeakNoufication•Acknowletgement: By so• notifying.FireStone, the -Owner• authorizes Firestone.0r Its designee to investigate the cause of the leak . 3.'. 'Inyestlaation..If upon investfgatldn, Firestone determines. that the leak is. not excluded. under theTerms;.Conditions. and Limitations set forth in•this• •' Red:Shieid•Roofmg•Systeni Limited Warranty•(the"'Limited Warranty°); the: Owners.sote and.exciUSive remedy. and• Firestone's total flabtlity-shalt lie limited:to the repair of the leak. Should the investigation reveal•that the leak is excluded under the 'Terms; Conditions and Limitations, the Owner, shall :be responsible for payment ofthelnvestigatignCosts. • Failure by Owher to ay for these costs stTati render this Limited Warrafity null and void. ' Firestone will advise the• Owner• of. the type.andlor•extent of.repairs •required to be made at the Owner's expense that.W111.permit this Limited Warranty.•. • :to remain •in.effect for.the unexpired portion ot•ifs term.•.Failure by the Owner • to properly make these repairs• in: a reasonable manner usiriga:Firestone- •.'.iicensed•applicator•and•within 60 days Ehail'renderthis Lrmlted Warranty null. and Void. ••• 4'.% •Disoutes.:,Any dispute,'Eontroversy or ctalm•between the Owner.and Firestone concerning this Limited Warranty.'shali.be-settled by mediation: In•the : ' event that the.Owner. and Firestone'da•notresbive:theclispUte; controVersy or clairnin mediation/the .Ownet and ElreStoneagreethat neither party will. •.-.• continence or.prosecuteany.sult;proceeding;:or claim:otherthan•in. the courts of. Hamlton County. in. the state of Indiana or•the•United States District-. : • Court,: Southern District Of Indiana, 'Indianapolis Drvtsion. • Each partyytrrevocably. tansents to the. jurisdiction: and venues of.the above;identified' courts... • ' 5: .• payment Reached Firestone shall have: no obligation under:this:Limited Warranty untess•and until• Firestone and•the.Iicensed appficator•haveb'een - bald .In•fuif form all aterlais; Suppifes; •services, approved' written change orders, warranty *costs and: other• costs which are Included -in, or incidental to,, ' the Systetr':.. In'the event that•tepairs not covered by this Limited Warranty are necessary. in'the future Firestone•resgrves•the, right tosuspend' this S,irnited.Warranty until such• repairs -Have been completed and the licensed applicator•and/dr Firestone has beeri•.paid lnfull for such repairs. • •• .e gLusion=: • Firestone: shall• have nb obligation underthiS.Lirntted•Warranty, orany other Iiabiity now •ot•in the:future ifa leak or'dahiage iS caused'by:' •• •,(•)..N.atural4orces;.disasters.or acts at Gad including;bu,t not limited to.•winds•tri excess of 55 MPH,. fire hurricanes, tornadbes;•hall, wind-blownddbriS., : -lightning,:earthquakes,• volcanic. activity.; atomic radiation,. Insects. or.anirnals; •(b) Any act(s); conduct r:omission(s):by any person,•or.act(s) of. war; terrorism. or• vandalism; which•damage; the.System:er wnieh• impair. the System's'.abi!ity to -resist. leaks:• (c).'Failure.by.tf•e3'Owner Muse reasonable care - in maintaining the System, Said maintenance to inClude, but not Limited to those items listed on the reverse.side of this Limited Warranty titled "Building Envelope Care and:Maintenance Guid.e `;.(d)•Deterioration or failure -of building; components; including;;but not limited: to, the roof' Substrate,.. walls; mortar; HVAC•units; etc. (5) Condensation or infiltration in,. through, or. around the waifs, copings, •rooftop, hardware or equipment, building • structure•or•underlying or, surrounding materials; (f) Any acid,. oil,• harmful' Chemical; chemical or physical reaction 'and the like which cdmes•Incontact 'with the System, which damages the System, or which impairs the System's ability to resist leaks; • ' ., (g) Alterations or repairslo•the.System that are. not completed in accordance with our published:specifications, not Completed. by UCenSed contractor, .' • ".and/orwheie current notificatron procedures. Were: notfohowed;•.(ti) The architecture, engmeefng;construction; ar design of the roof; roofing• system, or - .butiding,;•Firestone'doeshot undertake any analysts of the- architecture. or-engineering:required:to•evaluatewhattype.uf•roof system is• appropriate;.(r)'• • .A.change.in building yse or..purpose;.• (f.) Deterioration to metatroofing materials and accessories ;Gaused by.marine;salt.water•atmosphere gr by' regular. • spray of either salt orfresh'water. or'(k) Failure to give•proper notice asset forth in parag'r•aph•Z(a) above. • • 6. -. Transfer .This Llmtted• Warranty shall be transferable subject -to Owner's payment of the current transfer. fee• Set by Firestone: ••• 7.• Terni,The term ofthis Limited. Warranty shall be for the -period set forth above and such term Shall not be extendedynder any circurnstance$ 6...:..jtoof•Aecess. During. the• term of this Limited Warranty, Firestone's designated repreSentative or employees Shall have free atcesS•td: the roof during • . :•. '.regularbusiness.rtours...In, the event tha roof access-is•limited due to secunty ordther.restrictionsi Owner.shallreimburse firestone for all:reasonable••': cost incurred during inspection and/or repair of the System that are duet." delays .associated with said restrictions. Owner shall-be.responsibfe for• the • damagecauded by, removal and replacement of.dnyoverburdens; Superstrata or.oyerlays, either:permanent:ortempoiary; excluding a'ccepted'stone • ballast or. pavers,' as necessary to expose the system for ins -Demon and/or repair.* . 5 . Waiver:. Firestone' s'farlure to enforce any. of the terms. or: conditions stated herein'snall.,not be.construed as a waiver pf•such:provision or of any other.: terms and conditions of this Limited Warranty. 1Q:- •Governina•Layr:• This Limited.Warrantystialr be -governed by. arid Construed in accordance With 5h laws of the State of Indiana :without regard tq that States rules pn ConflIU of laws - 1.1:. Aeverabilty.. If any portion of this Limited Warranty .s held by a court of competent lurrsdiction to: be' invalid,•vord or unenforceable the•rematmng. provisions shall.neyerthdless.continuein full force. • FIRESTONE DOES. NOT W.ARRANT.PRODUCTS• INCORPORATED. OR UTILIZED -IN THIS INSTALLATION Ti-SAT,WER£NOT TURNISHEDBY FIRESTONE: • FIRESTONE SPECIFICALLY DISCLAIMS LIABILITY •UNDER ANY THEORY OF. LAW ARISINGOUTOF THE:INSTALLATION OF,:PERFORMANCE OF, DR . DAMAGES SI)STAiNEP BY OR CAUSED. BY, PRODUCTS NOT FURNISHED BY FIRESTONE.. .THISLIMITED WARRANTY SUPERSEDES AND I51N'LIEU 'OP ALL OTHER WARRANTIES. OF• MERCHANTABILITY.ANO•PITNESS FOR A PARTICULAR PURPOSE,: AND:P.LRESTONE HEREBY.IYISCL.AIMS ALL SUCH WARRANTIES.• THIS• LIMITED. WARRANTY SHALL BE THE OWNER S SOLE AND EXCLUSIVE REMEDY AGAINST' FIRESTONE, AND FiRESTONE'SHALL'NOT BE LIABLE FOR ANY CONSEQUENTIAL; SPECIAL, INCIDENTAL OR OTigER DAMAGES :INCLUDING,'BUT:NOT LIMITED.TO: LOSS OF PROFTTS.ORDAMAGES `TO THE BUILDING OR•ITS'CONTENTS OR•THE-ROOF DECK' THIS LIMITED • ' WARRANTY CANLNOT.BE AMENDED; ALTEREOoft ti10bIFIED IN ANY WAY•tiXCEPT•IN WRITING:SIGNED By' AN• AUTHORIZED OFFICER OF FIRESTONE. -No.• OTHER PERSON HAS 'ANY AUTHQRITY TQ BIND FIRESTONE: WITH AAIY REPRESENTATION•OR WARRANTY• WHETHER ORAL OR' WRITTEN. • • FIRESTONE BUILDING PRODUCTS COMPANY, LLC By: John R.'Geary Authorized Signature: • Title: VP of Quality,'Tethnology, & Product De'eent 040907 �og-363 BUILDING ENVELOPE CARE AND MAINTENANCE GUIDE (For Red Shield Warranted Roofing Systems) Congratulations on your purchase of a Firestone Roofing System! Your roof is a valuable asset that should be properly maintained. All roofs and roofing systems require periodic inspection and maintenance to perform as designed and to keep your Limited Warranty in full force and effect. 1. The roof should be inspected at least twice yearly and after any severe storms. A record of all inspection and maintenance activities should be maintained, including a listing of the date and time of each activity as well as the identification of the parties performing the activity. 2. Proper maintenance and good roofing practice require that ponded water (defined as water standing on the roof forty- eight hours after it stops raining) not be allowed on the roof. Roofs should have slope to drain, and all drain areas must remain clean. Bag and remove all debris from the roof since such debris can be quickly swept Into drains by rain. This will allow for proper water run-off and avoid overloading the roof. 3. The Firestone Roofing System should not be exposed to acids, solvents, greases, oil, fats, chemicals and the like. If the Firestone Roofing System is in contact with any such materials, these contaminants should be removed immediately and any damaged areas should be Inspected by a Firestone Licensed Applicator and repaired if necessary. 4. The Firestone Roofing System is designed to be a waterproofing membrane and not a traffic surface. Roof traffic other than periodic traffic to maintain rooftop equipment and conduct periodic inspections should be prohibited. In any areas where periodic roof traffic may be required to service rooftop equipment or to facilitate inspection of the roof, protective walkways should be installed by a Firestone Licensed Applicator as needed to protect the roof surface from damage. 5. Some Firestone roofing membranes require maintenance of the surface of the membrane: a. Smooth -surfaced Firestone APP membranes should be coated with an approved liquid coating, such as Firestone Aluminum Roof Coating or Firestone AcryliTop applied in accordance with Firestone specifications, in order to maximize the service life of the membrane. If this coating is not applied as part of the initial roofing installation, it should be applied within the first five years after the roof is installed to help protect the membrane from surface crazing and cracking. In addition, this coating should be maintained as needed to re -coat any areas that have blistered, peeled or worn through. b. Granule -surfaced Firestone APP and SBS membranes do not normally require surface maintenance other than periodic inspection for contaminants, cuts or punctures. If areas of granular loss are discovered during inspection, these areas should be coated with Firestone AcryliTop or other Firestone -approved coating applied in accordance with Firestone specifications. c. Gravel -surfaced Firestone BUR membranes do not normally require surface maintenance other than periodic inspection for contaminants or damage. If areas of gravel loss are discovered during inspection, gravel must be reinstalled into hot asphalt to protect the surface of the membrane. Coatings on smooth surface BUR membranes must be maintained as needed to re -coat any areas that have blistered, peeled or worn through. d. Firestone EPDM and TPO roofing membranes do not normally require surface maintenance other than periodic inspection for contaminants, cuts or punctures. Occasionally, approved liquid roof coatings, such as Firestone AcryliTop, are applied to the surface of EPDM membranes in order to provide a lighter surface color. Such coatings do not need to be maintained to assure the performance of the underlying EPDM roof membrane, but some maintenance and re -coating may be necessary in order to maintain a uniform surface appearance. e. Firestone Una -Clad metal roofing panels and trim do not normally require surface maintenance other than periodic Inspection for contaminants or damage. In addition, periodic cleaning of the surface may be required to remove dirt and maintain the aesthetic appearance of the coated metal. Simple washing with plain water using hoses or pressure spray equipment is usually adequate. If cleaning with agents other than water is contemplated, several precautions should be observed: (1) do not use wire brushes, abrasives, or similar cleaning tools which will mechanically abrade the coating surface, and (2) cleaning agents should be tested in an inconspicuous area before use on a large scale. 6. All metal work, including counter -flashings, drains, skylights, equipment curbs and supports, and other Firestone brand rooftop accessories must be properly maintained at all times. Particular attention should be paid to sealants at joints in metal work and flashings. If cracking or shrinkage is observed, the joint sealant should be removed and replaced with new sealant. 7. Any alterations to the roof, Including but not limited to roof curbs, pipe penetrations, roof -mounted accessories, and tie -Ins to building additions must be performed by a licensed Firestone Licensed Applicator and reported to Firestone. Additional information and reporting forms for roof alterations are available at www.firestonebpco.com. 9. Should you experience a leak: (a) Check for the obvious: clogged roof drains, loose counterflashings, broken skylights, open grills or vents, broken water pipes. (b) Note conditions resulting in leakage. Heavy or light rain, wind direction, temperature and time of day that the leak occurs are all-important clues to tracing roof leaks. Note whether the leak stops shortly after each rain or continues to drip until the roof is dry. If you are prepared with the facts, the diagnosis and repair of the leak can proceed more rapidly. (c) Contact Firestone Warranty Claims at 1-800-830-5612 as soon as possible...but please don't call until you are reasonably sure that the Firestone Roofing System is the cause of the leak. Firestone feels that the preceding requirements will assist you, the building owner, in maintaining a watertight roof for many years. Your roof is an investment, and maintenance is essential to maximize your return on this important investment. Tu*estone BUILDING PRODUCTS NOBODY COVERS YOU BETTER.® . 250 West 96th Street — Indianapolis, IN 46260 1-800-428-4442 * 1-317-575-7000 * FAX 1-317-575-7100 www.firestonebp.com Jul. 14. 2009 5:02PM No. 0355 P. 2 11111.11111 ALASKA 1r� SHANNON WILSON NC.CALSORNIA COLORADO �FLORIDA GEOTECHNICAL AND ENVIRONMENTAL CONtUILTANTS MISSOURI OREGON WASHINGTON May 5, 2009 Mr, Terrence McDunner ATC Associates, Inc. 6347 Seaview Avenue NW Seattle, WA 98107 RE: FINAL REPORT ON CONSTRUCTION OBSERVATION, BANK OF AMERICA AT WESTFIELD SOUTHCENTER, TUKWILA, WASHINGTON Dear Mr. McDunner: This letter presents our final report on geotechnical construction observation activities for the new Bank of America building located at Westfield Southcenter, Tukwila, Washington. Our services for this project included observation and evaluation of the following activities: ► Steel pipe pile installation ► Structural backfill placement and compaction The results' of our observations are presented in our field activity reports dated November 25, 2008, through January 30, 2009. In summary, all foundation piles were evaluated and found to be competent for bearing. Our field reports document structural fill materials evaluated and approved below the building floor slab. The structural fill placement we observed was accomplished in an acceptable manner. In our opinion, the geotechnical -related work that we . observed at the project site substantially complies with our recommendations and with approved plans and permit requirements. Please contact us at 206-632-8020 if you have"any questions. Sincerely, SHANNON & WILSON, INC. Jererdy N Senior Engineer JNB:MWP/jnb c: Eric Schmidt, ATC Associates (sent via e-mail) Martin W. Page, P.B., L.E.G. Senior Associate Geotechnical Engineer, LEED AP 21-120780.003-L1.doox/wp/Ikd 400 NORTH 34Th STREET • SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 208.832 8020 FAX 208.895.8777 TOD: 1400.833.8388 www.shannonwllson_com 21-1-20780-003 PSI Fax :253-589-2136 Jul 14 2009 16:00 P.02 DOg.....3 G3 AVMInformation Liffei.ToBuild On Engineering • co,sgd-tng • Testing July 13, 2009 Attn: Mr. Terry McDunner ATC Associates, Inc. 6347 Seaview Ave NW Seattle, WA 98107 Subject: Final Letter Special Inspection and Testing 742-80298 Bank of America 320 Strander Blvd. Tukwila, Washington Permit No. D08-363 Dear Mr. McDunner: In accordance with your request and authorization, Professional Service Industries, Inc. (PSI) has performed special testing and inspection services for the above referenced project. The special inspections provided on this project were: • Reinforcing Steel / Embedded Bolts • Concrete Placement • Epoxy Dowel Placement • Structural Steel (fabrication & erection) Visual & UT Weld/Bolting Inspection • Base Plate Grout • Soils compaction • Structural Masonry To the best of our knowledge, all work listed above that PSI was scheduled on-site to verify, has been found to be in general accordance with the approved plans and specifications, approved changes from the EOR and Chapter 17 of the 2006 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 589-1804. Respectfully submitted, Professional Service Industries, Inc. Edward A. Smith Branch Manager Professional Service Industries, Inc. • 10025 South Tacoma Way, #H1 • Tacoma. WA 98499 • Phone 253/589-1804 • Fax 253/589-2136 ino8-#343 C FF := N NGINEERS June 30. 2009 Mr. Barry Zimmerman Gensler 1200 Sixth Avenue Seattle, Washington 98101 Project: Bank of America Southcenter Branch Tukwila. Washington CE( Project No. 08040 Subject: Drive -Through Ceiling System Dear Barry: This letter is in response to your June 24. 2009, email titled Southcenter Exterior ACT ceiling. Coffman Engineers has reviewed the existing as -built condition of the ACT Tee system and determined that compression strut supports must be located no further than 4' 0" apart to resist the code -defined uplift forces at this exposed condition. Please have Swinerion Builders provide 250S125-18 studs as compression smuts at 4' 0" o.c. each way between the ceiling grid and the structure above. Struts shall be installed with detailing per the ceiling system manufacturer's recommendations. Please contact us if you have any further comments or questions regarding this matter. Sincerely. i‘z Arvind K. Nerurkar. S.E. Principal. Structural Engineer akn:er ,1:\U,1.In ,,V)$OJO 1c nA A .Suurh ('infer lirnnrlr\R of A ('riling Grit Ir:: r_ )(,?9)19.rrb Jur 1601 fifth Avenue. Suite 900 Seattle, Washington 98101 1620 206 623 0717 • lax 206 624 3775 www.colfnran.cam Anchorage. Alaska 907 776 6664 los Angeles. Calilorma 818 285 2650 Spokane., Washington 509 328 7994 RECEIVED , all 02 2009 RMIT CENTER Stinaunl Mechanical Electoral Civil Cotiosian Control Program and Conurwunn Management gfOFFMANNGINEERS Bank of America — Southcenter Drive —Thru Ceiling STRUCTURAL CALCULATIONS 411%,(, it. Tukwila, WA June 30, 2009 Job No. 07654 Coffman Engineers, Inc. 1601 Fifth Ave, Suite 900 Seattle, WA 98101 T: (206) 623-0717 F: (206) 624-3775 Coffman Engineers Pro)ect: B of A Southcenter ASCE 7-05 Seismic Calculations Location: Renton, WA Chapter 6, Method 2, Low Rise Building Dale: June 26, 2009 Building Wind Forces Wind Criteria Bu)ldtng Criteria V Exposure Category = Bldg Enclosure a Occupancy Cat = I = Kd = K1 = K2 = K3 = Kzf = G = 80 (Figure 6.1) (Section 6 5.9) (Table 1-1) (Table 6-1) (Table 6-4) (Figure 6-4) (Figure 6-4) (Figure 6.4) (Equation 6-3) (Section 8.5.8.1 Roof Slope = Second Floor Height = Mean Rool Height (qh) = Parapet Height (qp) = Long Building Dimension (x) = Short Building Dimension (y) = Edge Zone Dimension fa) = 1.12 ' B - 16.01) eri 16.011 II 2.7 ft, 1 80.0 ft 0,85 90.0 ft° 0 8 4 ft 0, Velocity Pressure qz 0 gziKz = 13 93 (Equation 6.15) qh = 9.7 pa( at roof 9p = q WA at parapet 1 00 0.85 Main Force Resist ng System (MFR) Windward Walls, Zone 1 (Figure 6-10) 0.40 Typical 0.00 + Internal 0.00 - Internet 3.9 psf (Equation 6.18) 3.9 psi Leeward Walls, Zone 4 (Figure 6.104 GCpf = -0.29 Typical GCpf = 0.00 + internal 0.00 • Iniemal p walls = -2.8 psi (Equation 6-18) -2.8 psf GCpf = GCpi = p walls = Windward Walls, Zone to (Figure 6-10) Leeward Walls. Zone 4E (Figure 6-10) GCpi = 0.61 Ends GCpi = 0.00 + Internal 0.00 - Internal p walls = 5 9 psi (Equation 6-18) 6.9 psi GCpf a -0.43 Ends GCpi = 0.00 + Internet 0-00 • Internet p walls = -4.2 psf (Equation 6-18) -4.2 psi Windward Walls. Zone IP (Section 6.5 12.2.4) Leeward Walls, Zone 4P (Section 6.5.12.2.4) GCpn _ 1 28 p parapet = 12.4 psf (Equation 6.20) GCpn = -0.85 p parapet = -8.3 psf (Equation 6-20) Total Wind Forces, X Direction Total Wind Forces, Y Direction Wx 2 = Wx r = Wx = 5.2 kips second floor -24.9 kips roof •19.7 kips total Wy 2 = 4.7 k)ps second floor Wy r = -22.1 kips roof WY= -17.4 kips total omponents an• a. • ing - er or "s s GCp wails = GCp canopy = GCpi = 0.63 (Figure 6-1 IA) (Figure 8-118) (Figure 8-5) GCp waits = GCp canopy= GCpi = -11.72 (Figure 6.11A) (Figure 6-11B) (Figure 8.5) -1.4 -1,4 OE 18 -0.18 _ Positive Internal Pressure Negative Internal Pressure (GCp - GCpi) walls = 0.45 -0 9 (GCp • GCpi) parap = 0.45 -0.9 (GCp • GCpi) canopy = • 1 58 -1.58 Wall Pressure = 4.4 psi •8.8 psi Canopy Pressure = • 15 4 psf •15.4 psf (GCp • GCpi) walls = 0.81 -0.54 (GCp • GCpr) parapet = 0.81 •0.54 (GCp - GCp) canopy = • 1.22 •1.22 Wall Pressure = 7.9 psi •5.3 psi Canopy Pressure = -11.9 psf •11.9 psl Case A Case 8 Case A Case B Total Wall P = Total Canopy P = 4.4 psi •I54 psi -8.6 psf -15.4 psi Total Wail P = Total Canopy P = 7.9 psi -11.9 psf -5.3 psi -11.9 psl 1 4 ie. A t c f t elC 147 O'''" tiplur"1//04-1 0,Lk 440, p A 0 C AFCCFMAN NGINEERS NorfA Ck. locluiao IV - 4.,04/3olog - DalvE-T SEA-BIRIN M I 0 ^ ,tee 811 61 t 151 II< NI N G I N E E R s SOv'H C €MED - or A 7-0K(.41.4,1 A CR 3P - rrHnv C 7 .500 -Hc NTEi A ds* 04 /SO fiQO 07451 Description : Final Section'P Total Area -None-- ernes 0.091434 iM2 Calculated final C.G. distance from Datum : X cg Dist. 0.0 in Y cg Dist. -0.10931 in Edge Distances from CG. : +X 0.4690 in •X -0.4690 in +Y 0.85931 in •Y -0.65119 in Ixx = 0.024739 in^4 lyy = .0017070104 Sr( : X 0.037990 irr^3 Sxx : +X 0,028789 inA3 Syy :•Y .0036390 inA3 Syy : +Y .0036390 inA3 our 0.52016 in r yy : 0.13662 in General Shapes Rect : 1 Height = 0.021 in Width = 0.938 in Rotation = 0 dec CCW Area = 0.020 in^2 Xcg = 0.000 in Ixx = 0.000 in^4 Sxx = 0.000 inA3 Pita = 0.006 in Ycg = -0.750 in lyy = 0.001 W'4 Syy = 0.003 inA3 Ryy = 0.271 in Height = 1.094 in Width = 0.042 in Rotation = 0 dec CCW 0.046 ir'2 Xcg = 0.000 in In = 0.005 in^4 Sxx = 0.008 irV3 Rxx = 0.316 in Ycg - -0.203 m Iyy = 0.000 in/1/44 Syy = 0.000 m"3 Ryy = 0.012 in z x Shpes Tube : #1 Xcg = 0.000 in Ycg = 0.547 in Rotation = 0 dec CCW Total Height = 0.406in Total Width = 0.250in Left Thickness = 0.021 in Right Thickness = 0.021 in Bottom Thickness = 0.021 in Top Thickness = 0.021 in Area = 0.026 in^2 ixx = 0.001 inA4 Sxx = 0.003 inA3 Rxx = 0.147 in lyy = 0.000 irY`4 Syy = 0.002 inRyy = 0,100 in Rect : 2 Area = mstrong® Recycled Content: 25% Exposed Tee System Accessories Problem solving accessories for Exposed Tee Systems provide installation solutions that can save time, money and labor. All accessories are 51 compatible with PeakFormn' (1-11/16' profile) and square bulb (1-1/2' profile) main beams. Product Description Materials A. General: Commercial -quality cold rolled galvanized/not dipped galvanized steel. chemically cleansed. B. Components: 1. BERC2 - 2 Beam End Retainhtg Clip - Joins main bears or aims tee to wall meting end web of grid with no visible pop rivets 0 BERC2 3. Seismic Joltri Clip - MB - Allows the coiling to be dvlded at a splice an main bean to accomodate the IBC mandate kr cc ung were greater than 2500 sf to have seismic • separation Joints. ES4 expansion sleeve b used to cover 3/4' gap. ❑ SJMRi5 200 i C ucket 4. ABSC - Air8ar Spec&" Parallel attachment of main runners; evenly sus grid members to air diffuser, available in sloes eon 1-7/8" to 6' in 1B' trorernents 0 ABSC 100 pcs/bucket 6. DWbBLT - Tiensttion Cap with Locking Tabs for 6/8' Drywall Facilitates bar>:shbn from dryvralitoare* miley cam; one-sided hold- down rip; eliminates reed for drywall bead. Locking tabs provide secure iocatbn for DGS toes. O DW58LT 7. EH0050 - Exderlor Hold Down Cfip for 1/2' lay -in ce rg 125 pea/bucket 1 9.73270A -Grid Adapter -Allows to easy dhocaona! changes of Prelude Main beams; 27' long comporerd has two different end details. One end has a Superlock' dip with a rout 3' from the end, opposite end has an X12 cls with over -ride end detail. This wades the adapter to be connected to et3ur end of a Prelude main beam or plugged Into a rout loattion on n main beam or cross tee. 0 7327 �,-„` - - - -- 015100 12. Seismic Joint Cap CT- • era a taster, abler and better seismic solution fa Seismic Category D. E and F installations. Mtettexre offers the only State University of New York Urfversiy of Buffalo -tested approach to oeatlrg c01sm c separatlon joints in IBC Category D, E and F hstaBatbrs. 0 SJCG Down Cap for5/8' lay -In ceiling panels andel EHDC75- intone' Hold Down Captor 3/4' lay -in ceiling panels and drywall, locks older bulb of grid member to prevent upward movement 0 EHDC50 0 EHDC68 0 13iDC75 125 pm/bucket 10. UTC - Uptight Cap Feu tight grid attachment to 1-1/2' cannel: bridging under HVAC dues; can be used to install grid tight to wood jobb O UTC 250 pea/bucket 13. C8S2006 - 6' Charnel Beam Splice C8S2008 - 8' Charnel Beam Space Used to suspend main beans to 2' black Fon carrying dnan se's ❑ C8S2006 ❑ C892006 100 pcs/bucket 15. C1430 - Variable Placement Hook Clip Attach to T-tsr to create special length tees and position anywhere along the main beams ❑ C1430 200 pe /bucket 2. BERC -Seam End Rot elning Cap Joins web o1 main beam es cross tee to wall moidhng with no visible pogo rivets O BERC 200 pcs/bucket 5. OLCC - Direct load Celine Cep To hang sspension system below existing 15116' grid Lace. trantlaring weight directly to hanger wire; may be used to preserve the fire rating of an a dsting cutting and to support enaccessories 250 pea/bucket B. UPC - PardUon Cap Fastens part2iori track section to grid for secure attadvnen1; alp far 9/16' a 15/16' grid O UPC 200 pe /bucket 11. CBS4 - 4' Charnel Beam Space CBS6-8" Charnel Beam Spasm CBS8-8' Charwf Beam Spaces CBS10 - 10' Charnel Beam Space; CBS12 - 12' Charnel Beam Space- Used to suspend main beam to 1-1/2' black Iron ponying channels ❑ CBS4 100 pm/bucket ❑ CBS& 100 pm/bucket ❑ CBse 100 pcs/bucket ❑ C13S10 100 p.../bucket ❑ CBS12 75 pcs/bucket 14. ES4 - 4' Exparadon Sleeve for 15/16' main beams and cross tee; covers expansion Joints, screw holes in gild face ❑ ES4 100 pcs/bucket 18. W512 - Hanger Wire Space Splices #12 gauge hanger wink recommended for renovation applications; provides easy adjustment of casing height 0 WS12 1.000 p /buck/a 7 s GridStageBRAND Fire-ShieId® Gypsum Ceiling Panels Oesciption For superior quality and performance, Gridstone eRA.vo ceiling panels combine a USDA -accepted white stipple texture with the durability of a 2 -mil rigid vinyl laminate. Featuring high light reflectance and impact resistance. Gridstone 112" thick panels set the standard for appearance and safety. Applications s Gridstone panels are ideal for interior and unexposed exterior ceiling applications such as soffits, parking garages, kitchens and baths Gridstone panels are accepted by the USDA for use in food service and food processing areas. . ' Gridstone's rigid gypsum core prevents sagging and warping problems generally experienced with conventional ceiling panels. A non-combustible gypsum core ensures fire safety with 1.1 /l- and 2 -hour fire ratings achievable depending on the fire -rated assembly. IV Installation is quick and easy. Panels drop in place on standard 15/16" exposed grid systems with tee grids either 2' x 2' or 2' x 4'. I5 Common dirt and stains can be removed with mild soap and water. 11 As little as one inch of material can be cut from Gridstone panels with practically none of the aumbfing common with mineral fiber panels. lust score and snap. 1 Pre -decorated, the sturdy white vinyl laminate eliminates addi- tional finishing. i9 15 -year Limited Warranty. �. Gridstone Ceiling Panels are not recommended for use in areas exposed to extreme or continuous moisture such as found in saunas, steam rooms or swimming pool enclosures 'I Overlaid insulation may cause excessive panel deflection and is not recommended where high humidity is likely to occur. i f iE 'Y d Size: Ncmin Actual: hi-ni`4 ' , _ .w , .iyF 2' x I' in 10 '.r x 610 mm) 2.3-314' x 27 3!4` ' +nr3 LM li!, 2' x 41610 mm x 1219 corn} 23-314' x 47-314' Weight. z 81. .. k 2.18 ibs./sq. n. Design: UL G222 UL 0259 Rating: 2 Hour 1-1R Hour TECHNICAL DAT/MW f " a `•;i+;37 Surface Burning Characteristics (Per ASTME 84) Flame Spread: 5 Smoke Developed: 0 Class: A Sound Attenuation (Per ASTM E 1414) Ceiling Attenuation, Class (CAC) -46 dB, NGC Report #6098001 Ught Reflectance: LR 1 (75% or greater) PRODUCT SPECIFiCA11ONS : ;;.. l Gridstone Gypsum Ceiling Panels conform to: ASTM C 1396, Type X Class 1 ASTM E 1264, type )0c Patterns E. G !PACKAGING1±1Wt?i'v' .414TrAVAMAlk,..4, +�_. r.. =(t . € ,i r : ase ���. 2' x4' G85045 4 pcsjbtmdle 32 sq. ft. 40 bumt1eshrnit '' x 2' GB5044 4 pts./bundle 16 sq. ft. 80 bundfeslemil on arrival. nded bundles. long corner protectors and stretch wrap ensure quality ron U6i r \ AL Prelude® Plus XL 15/16" Environmentag AL Prelude Plus XL 15/16` Environmental Toe System offers maximum protection when severe environmental performance Is required. Key Selection Attributes • All aluminum finish for maximum moisture resistance • System conforms to ASTM C 635 for Severe Environmental Performance • Rotary -stitched during manufacture by a patented method for additional strength and extra stability during installation • XL staked -on end detail cross tees provide secure locked connection: easy to remove, reuse and relocate • 10 -year limited warranty: 15 - year with HumiGuardf" Plus and HumlGuard Max ceiling products 'Typical Applications • Indoor swimming pools with proper ventilation and hanger wire • Nonmagnetic areas such as MRI suites • Shower rooms Product Description Materials A. General: ASTM C 6=15 Light-duty' main beam classification. commercial -quality cold rolled aluminum. Entire surface chemically cleansed, with aluminum capping prefinished in baked polyester paint. B. Components: 1. Main Beams: Double -web 0 AL7200 (144". routs 6" OC, construction, web height light-duty) 1-1/2" with rectangular top 0 Other bulb and 15/16" flange with prefinished aluminum capping. 'Hanger wire spacing reduced to 36" will yield intermediate -duty perforrnance. t". Emml _ 1 ,ate tnir 2. Cross Tees: Double -web 0 XL AL7240 (48". center rout)t tri t. h.. construction, web height 0 XLAL7220 (241 1-1/2". rectangular top 0 Other C na ) bulb and 15/16" flange ! with prefinished aluminum tom) cap. Staked -on end detail allows cross tee removal and reuse. tsps- rz4 .n) L 3. Wall Molding: Hemmed ail -aluminum angle molding with prefinished exposed flanges. o AL7801 (120", angle molding, nominal 7/8") ❑ Other -f 7s• t _ 7s. t22mm) RECEIVED Fal 232009 Swinerton Builders' 9 • Physical Data AL Prelude° Plus XL 15/16" Environmental Tee System Materiel Double -web aluminum with prepainted ajuminum cap Surface Finish Baked polyester paint Face Dimension 15/16' Profile Exposed tee Cross Tee/Main Beam interface Override End Detail Main Beam: Coupling Cross Tee: Staked -on XL Clip Dirty Classification Light-duty Main Beam Load Test Data MANGER SPACING MAIN WEB AVM Lb4L .wn.Xa MIMS l QffiIM t1E10)SI GLASS M.7233 144• 1.1/X' u twctub (3.17 osa '(Hanger wtro spacing reduced to 36- Miran] Intermecinto-duly performane% 13.47 rosJ11.) Cross Tee Load Test Data CROSS WES XLAt.rato x4- 1.1/2 44AS z xCAL734e 41- 3-1/7 Seismic Performance mact•O M 1.05. TO PULL OUT uiru gabiA MOM0000M011901911 u;rno 2n9 633 MINIMUM 193 TO PULL OUT Mai= GSZt:M=0[0 MSLMH ]4;µ.722o, taJ,L7243 taxa Nolo: Components available for use M selcnvc zones 0 through 4. ICBG Reports For areas under ICBO jt:risdietion, Seo IC130 evaluation report number 5173 for allowable values and/or conditions of use concerning the suspension system components listed an this page. The report is subject to reexamination, revisions and possible cancellation. —TO dwtvo ma. num Ibs/sl, divide trw on•certter sparing Of Ina component Into the east given in the laid tact data table. Color Selection T L Color Chip D WA - Moe Aluminum (] N,* - Natural Aluminum NOTE; Color chips Inducted with samples of Amtsvong grid. See your Armstrong roprescntatt re for sample material. TechLineTM / 1 -877 -ARMSTRONG 1-877-276-7876 www.armstrong.com r;a.anSr,-r.m,i Maximum Fixture Weight A. Main Bourn to Main Seam Main Beam T Hanger Wire (1 1. Fixture• 2. Planning Module 3. Hanger Spacing 4 Item AL7200 24- x 48- 4$' x 48- 48' 40.0 lbs. 12'x48- 48' x 48- 48' 4.0.0 lbs. 24'x4.8' 48'x48' 48- 40.0 lbs. Main Dooms tolled at 13.24 10s,/lin. n. to 11360 014' span. B. Cross Tea to Cross Tee Main beams t Hanger Wire (•) 1. Fixture' 2 Planning Module 3. Hanger Spacing 4. Item XLAL7240 24'x48' 48'x48' 48' 38.0 Ibs, 24- x 24 4.8 x48' 48' 25.0 lbs.. 46• Cro s leo tested at 8.33 IbaJilr1 II. to 1/360 01 d' spam. NOTFx Tho above data is based on 48• hanger Wire spacing. board wcgm 0f 1 roJsq, tt., maadmum deflection of teem not to excited 1/380 al the spam, and swPOr(aon system installed In accordance with ASTM C 638. Fixturo weight Is based on single fixture only. For end•to-end Iedur05 a dttwr oonngvralions not Sham, consult your Armstrong raproserttative. •Flxhars weighing mono than 50 los. should bo Ndepandnntty supported. s sy:p�ens o :r >� - k.1.:�i:'�,•:aP�ti:f„{:i.t .��w.die--: k; ctig.tel%: matron Recycled Content: 25% PRELUDEXL® 15/16” Exposed Tee System for Exterior Applications Prelude XL 15/16' Exposed Tee System for Exterior Applications offers maximum protection when severe environmental performance is required. Key Selection Attributes Seismic Rx" Suspension" �.\ System saves time arX, money, ICC -ES approach, to Installations (ESR-13b11)''� Main beams, cross tees and wall molding are minimum 090 hot dipped galvanized steel wkh prefinlshed aluminum capping. Rotary -stitched during manufacture by a patented method fa additional torsional strength and extra stability during Installation. XL staked -on end detail provides secure locked connection; easy to remove, reuse and relocate. 15 -year limited MetalWorks Vector Exterior Applications Systems Warranty. System conforms to ASTM C635 for Severe Environmental Performance. Typical Applications Non -exposed exterior corridors Drive -Oyu areas Verandas. porches. covered galleries Indoor parking garages Product Description Materials A. General; ASTM C635 Heavy-duty main beam classification, commercial -quality G90 hot dipped galvanized steel. Ail surfaces chemically cleansed, with aluminum capping prefinished in baked polyester paint. B. Components: 1. Main Beams; Double -web construction, web height 1-1/2" with rectangular top bulb and 15/16" flange with prefinished aluminum capping. IY•(& )-1 h- 0 7301090 (144", routs t;o) 6" OC, heavy-duty) -,.,? ❑ Other —I (ZZ) 2. 2' Cross Tee: Double -web construction, web height 1-1/2", rectangular top bulb and 15/16" flange with prefinished aluminum cap and override at each end. Staked -on end detail allows easy Cross tee removal and remounting. 0 XL7321G90 (24") 0 Other 3. Wall Molding: Hemmed aluminum -capped angle molding with prefinished exposed flanges. 4. Accessories: Hot dipped galvanized steel; unpainted. ❑ H07801090 (120", angle molding, nominal 7/6') 0 Other ❑ BACG90 - Bracing Attachment alp. r� Product Description a7OM far° PRELUDE®XL 15/16" Exposed Tee System for Exterior Applications Material Hot dipped galvanized steel with aluminum cap Surface Finish Baked polyester paint Face Dimension 15/16' Profile Exposed tee Cross Tee/Main Beam Interface Override End Detail Main Beam: Coupling Cross Tee: Slaked -on clip Duty Classtflcatlon Heavy-duty Main Beam Load Test Data 70/10ER SPACING MAIN WEB AST}I 0.It1AE.Slrmh Suet BEAMD LE?.WW =at cum Y i' 7301u0 144' 1-1/7' Neev7duty Ike ase Cross Tee Load Test Data HANGER ENAGMO cross WEB a w.. A_F gOWI SBr TEE LEBSIDi EIGt'ft t >1.7321090 24- 1-1/7• 743e Seismic Performance MNIMUM LBs. TO PULL OUT WAILIWAC .f 5toxr:1:01Qt1 >301 G90 046.7 sass 1a7721G90 MINIMUMS LBS. TO PULL OUT comenessiotromrstorr ICC Reports For areas under ICC jurisdiction, see ICC evaluation report number 1308 for allowable values and/or conditions of use concerning the suspension system components listed on this page. The report is subject to reexamination, revisions and possible cancellation. "To derive maAmum Ibshf, dMde the 0n -timer spacing of the component Into the lbslll given In the load lest data table. Color Selection Finishes O WA • White Aluminum NOTE Color chips Included vnlh eampise 01 Armstrong grid. $06 yew Armstrong representative ter sample malarial. NOTE Installation drawings are Included In the MetaMorks Vector for Exlorlor ApprlcoIlons installation instructions. LA -295587 TechLinerm / 1 -877 -ARMSTRONG 1-877-276-7876 www.armstrong.com Csana4.2os METALWORKSTM '41lec ..orqtExtOrlortApplicatio il&'.0.1vwx-ni.11 • • 1:•,-'1v • srnkfti •-••, stq— �lkngprt.new e4.111o0 ntless cahnnaha than Atom, r • 5/16't Pl.otondeXt exPoseg,tear0 for exterior; .• Durable 2pasnatte, Witt** Soil-resistant:J. , ct.411129 3i wJo t415- ImHYVCI;LC*K• 5°1' °f* k 3 e•44.• '41,1 steirt,rfo 11;14 * Color Selection No ex Were Swat= sic& ogy vary born octal proltt. !MeV tifXb Stle3 Detail Uver Dry Extent. Wit Glees Gui Metal Grey Exterior ittet Slam Elects !LTA butte Boa Wes MOM Bites [berry Erterix BO =es CFXCH2j liOTE oars ere ad), syg3ele icr ern miaccertcat0 =O. EttccIsA.NYLI tors:Utile In RAI Damn Extertar Was voce recusst. ace SW) (FX10,12) Perforation Options kOorecateradea Extr3 11,11coscrtxated WETALVCIFOS Yeciat EFFECTS Woos Looks Tee& tiVOLWOR1.3 Vett MitroCortrotedexiroItiertoortorared wen PitELIME L WR crio tor Ettsior iatc2Dre mstrong- 12 METALWORKSTm "4 110 Strttl,,S,electiort Fdoe Profile METALWORKS VectorT 15/16' Vector METALWORKS VectorT 15/16' Vector hem Number • WUN 2 41 1:24,...raferessigesetwaresoesareasaa'sweireeexefeiressesersest: , ' , • :21L-r,v,e,,rf:7,142 • , 1-01,ff% Dimensions Unperforated 9418U6AI 2x2' 0 trionexposee wallow secilmalll000) Microperforated 9420Oest_ 2 Monveosed utak,' accecetions rollout acoustical fleece) METALWORKS Vector, Extra Microperforated Portermtne Acoustics NRC CAC N/A WA Fite Rating Gess A Light Reflect"' 0.77 Durable L2 Ei woo scr,„ son • • • 2' x 2' N/A NIA Class A 0.61 15/16' 2118126AI_ _2'• Vector inasesposed Wendt appLicarions wilnout acoustical name/ x 2' WA N/A Class A 0.01 11. US Patent 5.417,025: 5,253,463; 5.355.545 • swum apecitylrtg or merlin, Include Me acciroPriate color sulk wins the dere rturntzt tEx. 0412, FXCHI) U.74reflecsoAce is into White 73111111 0417. • • availabta in infixes. Wood looks rkslines light Reflectance is tor emus only Nate: Item 21111015A1WH2 laa. 'S' S.Mrycli aro ‘ritn 7,000 SF minimum 0407? quarobty O.* 01(114 (30 wives Suspension Systems' 15/18* Standard: Prelude XL for Erierlor Applications 12' Main Beam: 7301600 2' Cross Tee. XL7321690 111 10' Wall Molding: 1107801G90 ' Available in Silver Grey ism see um Metal Grey 31.0) colors as special onto,. Accesedriqs nam No. color Substrate Pcs/Buckat Nem No. 5r!c9...Atlachment Clip <101 BAC690 'i4 L7 Unpainted Steel Hot -dipped Galvanized Steel Color Substrate Pcs/Bucket Cross Tee Adapter Clip 250 XTAC Unpainted Steel Downward 4ccessikle'-'Vepto(..1>;enel Removal Step 1 f Locate um access kart by pushing on tbe panel edoes until 0743 731714 room PhysicalDaLa Material saas_Prt ra* Step Push on the access keit Mee 40219 274440143 the QM flange. Etoctrodaleantred Steel - 0 021' thickness • Ur Mu Finish Factory, applied poweer•coated finish ipost-coatao 5117)1 sides) flees finish on Face only Fire Performance factory Mutual Approvals Specification tested per 45 134 UM and 2.A7IIULC 5102. 7702r10 Spread Index 25 or less Smoke Developed 174011 50 or lass TectiLlnis' /1 877 ARMS-MC/NG 1 877 216 7876 armstronp.corn/motahrorica C14'324311 -'O9 And Step 3: Lower tne kerted edge of the panel and locate Pie security clip AST la 01261 Classification Firs CLOon - Class A Unperforated - type XX. Pattern 6 Perforated - Type XX, Pattern C lackloaning RicosountindaUon Not focomincorleo Step 4: Mold the panel tom cm hand Mee ousting rie security cep away from the coos tee Warranty one (i) year limited warranty. See artnsUono.com.'warirarly for details Application Considerations Nal recommended to to installed In gecoraphical areas with nigh concentrations oi 3014 77)311 01100007 Pool anolicanons 11ot-dipped 100 Galvanired Stool Step 5: Sale the panel back and down to remove It helm Me grid module. Wind Uplift Performance Tome for wind on capability up to Class 90. Contact TacriLlne at 1, 377 ARMSTRONG for instalfauen Instructons and olocumentaVen, Installation 43243795 3(7 Included In the MetalWorks V771p2 lor Es/Prior Applications 171(811374n instruClionS. LA-29S5Bil Weight Sonars Foot/Carton 211108A7. 041846,81,__2 - 1.18 las/SF: 40 St/Cin 842006A _ 2 - 1.10 les/SF; 40 SF/CIO 4241 ticorsesg Cr.,0N3arry. 2009 • P&I7E1 tha Slates 04 42revrca Tnstrong• CO q m cc, eif N_ j r_8. -o a TEST REPORT Rendered to: ARMSTONG WORLD INDUSTRIES, INC. SERIES/MODEL: MetalWorks Vector Ceiling Panel System Report No: 01-37518.02 Report Date: 03/05/01 Architectural Testing TEST REPORT Rendered to: ARMSTRONG WORLD INDUSTRIES, INC Post Office Box 3511 2500 Columbia Avenue Lancaster, Pennsylvania 17604 Report No: 01-37518.02 Test Date: 09/21/00 Final Report Date: 03/05/01 Series/Model: Armstrong MetalWorks Vector Ceiling Panel System Project Summary: Architectural Testing, Inc. (ATI) was contracted by Armstrong World Industries Inc. to perform tests on their MetalWorks Vector Ceiling Panel System. The test specimen, measuring 10' square, was tested in accordance with Underwriters Laboratories, Inc. Standard for Safety, Tests for Uplift Resistance of Roof Assemblies, UL 580. The purpose of this test is to evaluate the comparative resistance of roof assemblies to positive and negative pressures. This test simulates the effects of wind gusts by use of oscillating exterior pressure and constant interior pressures. (reference Chart #1 for test pressures and duration). Drawing Reference: Armstrong World Industries, Inc. Drawings, sheets numbered 1 through 4, last revision date 09/28/00. A copy of these drawings are attached to this report and represent "As Built" mock-up drawings. Ceiling Panel System: The Armstrong MetalWorks Vector Ceiling Panel system was installed into the 10 foot square opening created by the test frame and nominal 4" by 4" dimensional lumber. The 2 foot square panels consisted of 0.020" zinc -coated steel which was powder coated with a polyester epoxy paint. Heavy-duty main runners were installed on 2' centers and measured 15/16" wide by 1-1/2" high with double wall (web) roll -formed 0.018" hot dipped galvanized steel. The cross tee members measured 15/16" wide by 1-1/2" high by 2' long, and were double wall (web) roll -formed 0.013" hot dipped galvanized steel. Compression posts were comprised of 0.038" galvanized steel with a CSJ flange measuring 2-1/2" wide by 1-5/8" high, and were installed every 2' along the length of the main runners. All splices in the main runners were located adjacent to cross tee intersections. The compression posts were adjacent to the cross tee's and bridged the splices as shown in the drawing titled "Test #1 Stud Spacing". A wind uplift clip (BAC Clip) made of 0.048" galvanized steel bridged the splices in the main runners and were located every 2' to attach the compression post to the main runner. The main runner and cross tee ends were secured to the perimeter wood frame with an 0.048" galvanized steel XTAC (cross tee adapter clip). All chamber perimeter angle wall molding was of 7/8" face width per side and 0.019" galvanized steel. The attached drawings and photos reflect the mock-up installation detail (reference Photo Nos. 1-8). 130 Derry Court York, PA 17402-9405 phone: 717.764.7700 fax: 717.764.4129 www.testati.com Isegenisomemines tessuagesamissumm.„ 6011/20. VMO -00/ t V9 OMB 0 co CHART #1 UL 580 Load Table Test Pressures Negative Pressure Positive Pressure Test Phase Time Duration, Minutes Pounds Per Square Foot psf (kPa) Inches (mm) of Water Pounds Per Square Foot psf (kPa) Inches (mm) of Water Class 30 (not an obtainable Dade County rating) 1 5 16.2 (0.79) 3.1 (79) 0.0 (0.00) 0.0 (0) 2 5 16.2 (0.79) 3.1 (79) 13.8 (0.66) 2.7 (69) 3 60 8.1 - 27.7 (0.39 - 1.33) 1.5 - 5.3 (38 - 135) 13.8 (0.66) 2.7 (69) 4 5 24.2 (1.16) 4.7 (119) 0.0 (0.00) 0.0 (0) 5 5 24.2(1.16) 4.7(119) 20.8(1.00) 4.0(102) Class 60 (not an obtainable Dade County rating) 1 5 32.3 (1.55) 6.2 (157) 0.0 (0.00) 0.0 (0) 2 5 32.3 (1.55) 6.2 (157) 27.7 (1.33) 5.3 (135) 3 60 I6.2 - 55.4 (0.79 - 2.66) 3.1 - 10.7 (79 - 272) 27.7 (1.33) 5.3 (135) 4 5 40.4 (1.94) 7.8 (198) 0.0 (0.00) 0.0 (0) 5 5 40.4 (1.94) 7,8 (198) 34.6 (1.66) 6.7 (170) Class 90 (maximum combined uplift pressure of 105 psf) 1 5 48.5 (2.33) 9.3 (236) 0.0 (0.00) 0.0 (0) 2 5 48.5 (2.33) 9.3 (236) 41.5 (1.99) 8.0 (203) 3 60 24.2 - 48.5 (1.16 - 2.33) 4.7 - 9.3 (119 - 236) 41.5 (1.99) 8.0 (203) 4 5 56.5 (2.71) 10.9 (277) 0.0 (0.00) 0.0 (0) 5 5 56.5 (2.71) 10.9 (277) 48.5 (2.33) 9.3 (236) 01-37518.02 Page 2 of 3 Ceiling Panel System Fasteners: Wafer -head #8 x 1-1/4" screws secured the perimeter angle wall molding and top end of the compression posts to the chambers wood support framing. Hex -head #10 x 3/4" self -drilling screws secured compression post hangers to main runners and BAC wind up -lift clips. Two each of the aforementioned screw also secured one leg of the XTAC clip to math runners and cross tee perimeter ends. Two #6 by 1-1/4" deck screws secured the opposite leg of the XTAC Clip to the chambers 4" square wood support frame. Peripheral Support: The test apparatus frame was fabricated from C15 by 33.9 steel channels, 10' 0" wide by 10' 0" long by 1' 3" deep. Two chambers were welded together forming a 30" deep chamber space. Four 6" high by 10' long "I" beams were welded at the top of the two integrated chambers to provide simulated roof trusses. Nominal 4" x 4" wood members were installed to the base of the steel channel frame TEST RESULTS General Note: One assembly was tested per the UL 580 test standard. The following summarizes observations made during the test of the sample at each class rating. Test Results: Specimen #1 Class 30: No visible damage to system. Class 60: No visible damage to system. Class 90: Visible damage to system (see Note #1). Note #1: At the start of the second of five phases for Class 90, the ceiling panel system had a failure of one XTAC clip to one cross tee disengaging from the (7800) perimeter channel. There was no damage to the individual panels. At the client's request, additional perimeter stops were added to simulate future construction practices of the ceiling panel system. Remedial work performed by representatives of Armstrong World Industries, Inc.: Sixteen pieces of 2" by 4" by 14" long standard dimensional lumber had two 1/8" pre -drilled holes on either end. 3" long by #8 deck screws ran through the lumber sections into the 2" by 4" wood blocking. The 2" by 4" lumber sections were placed over top the (XL8320) cross tee's and (HD7301) main runner ends that connected into the (7800) wall molding perimeter channel (reference Drawing sheet No. 2). General Note. The remediated sample was restarted at Phase 1 of Class 90. Class 90: No visible damage to system. Observations: At the conclusion of the testing, there was no damage to the system. 01-37518.02 Page 3 of 3 The "As -Built" mock-up drawings and a copy of this report will be retained by ATI for a period of four years. This report is the exclusive property of the client so named herein and is applicable to the sample tested. Results obtained are tested values and do not constitute and opinion or endorsement by this laboratory. For ARCHITECTURAL TESTING, INC: Thomas R. Sands Technician TRS:tjp 01-37518.02 r Jo.eph W_ 1 ise D rect.r-- ''roject/Curtain Wall Testing rte---� 1 ARMSTRONG WORLD INDUSTRIES, INC. 3 6 3 0 o. 3' co 0 a cD 0) CD 6uploom pooh ,7 x ,z 1 ARIASTRONG WORLD INDUSTRIES, INC. 1 5 2 c 5 6 • 1 6 )D Photo No. 1 Steel Stud Attached to the Roof Truss Frame with Two Wafer Head Screws Photo No. 2 L -Channel, Main Runners and Cross Tee's Forming Grid Work Photo No. 3 XTAC Clip at Perimeter L-Channel Securing a Grid Member Wood Space Block was Removed for Panel Installation Photo No. 4 Steel Stud Attached to Main Runner and Cross Tee Union to Main Runner Photo No. 5 BAC Clip with Self -Drilling Screws Securing Main Runner to Steel Stud Photo No. 6 2" x 4" Wood Blocking at Perimeter n Photo No. 7 Interior View of Panel Prior to Installation Photo No. 8 Completed Assembly Prior to Test DOCUMENT CONTROL ADDENDUM #01-37518.00 Current Issue Date: 03/05/01 Report No.: 01-37518.01 Requested by: Glenn Alexander, Armstrong World Industries, Inc. Purpose: UL 580 testing on Ceiling Tile System. Issued Date: 09/21/00 Comments: Report No.: 01-37518.02 Requested by: Arlene Connolly, Armstrong World Industries, Inc. Purpose: Revise Report No. 01-37518.01. Issued Date: 03/05/01 Comments: 111 Hi 6MP $810 §-1 ; ill trl g g4 I I ox c) 0 WA I Ips go 111141171‘11 1/ 01 oN 23 2 2 A ai i • w cn 90/VZ/60 31va O p z O NOIlY11VISNl D v m :31ANN 193fO2id METALWORKS VECTOR EXTERIOR INSTALLATION W 11V130 NO103S 00 11,41.30 NOLLO3S 11VJ3a 1f .LS NOISS3bdW00 w4 Mo T K Ow ? F Dm m m uI d vzz >oco moT ZA 0m N D cK Vj A K �� r 000 Z A Mr- 03 >0 o 71 0 cn• 0 r- o 0 Z T K D o -1 0(71 w zA rAr 73 - A rn fn V 1-2 rA x ✓ c N p cy-' 0 �' s N., 0o > i o 0 0 K A y N Z 43 m mz 00--I — A *p wlv z o c m AQ m WV 9 NIVW 06J10£L •• O • 1 lint KKnx w-Wi TAAQ� —13_ yR=my��t m OT dm�+ o6F ocn xrn -11 enn A = A EP STRUCTURE -- r STRUCTURE t associates, inc. a subsidary of UAI Group. Inc. www. uaiassocia tes. com SHEET I OF CLIENT/FACILITY #11.411 -1c5.74. --P et/ a- 13L0 'Y 1°- .r PROJECT NO. ti I. 1- Jo PREPARED BY J 1' CHECKED BY DATE /de /4;2—.4 f'oo_�L.4, ._�" : 144..:. ., 4rz. »r r fi`C '4,Z .t.=sem,+ !' • _t 3.� 47-A 1.'_ ; /N/_I_4 'fit 441/4i) n; �✓f ro i_; _ Wo ca D - ,8 L . + / .c' _A R. ✓ i •chp �� a.• 61,4 . 1'. _ `7 _ _'_ .. i ._ ` _ .g! ,T /Loyc��r_._ we?✓( --t?. _ .. Jit ![-.? _ 'T r ; • .�—I�,1 Lir / ! J' ,1" .1?;.,.. / F ` r ; 60 -> F / � I''�? J l r ✓= _ Y f /-Lt/ L_ . %w' �cY it 1 /tic !"..e1-1 ; a S f ,f /cel —24, 'i . _`'. /S ict, . /4.1 , ©- r // �.. _ �.s L a4 s . :J�• , Sr 161 - l�j1 c, 1 J ;b "Engineering and Architecture for the 21st Century" 6 Commerce Drive Reading, PA 19607 610.777.5346 (P) 610.777.0351 (P) 495 Highlands Boulevard, Suite 106 Coatesville. PA 19320 610.643.0102 (P) 610.643.0109 (F) 227 Granite Run Drive, Suite 208 Lancaster. PA 17801 717.431.3260 (P) 717.431.3263 (F) 747 Arlan Brook 1..ane, Suite 105. Williston, VT 054.95 872, 8795476 (P) 802.879.5486 (F) associates, inc. a subsAlary 01 UAI Grcup, Inc www. ualassociales. cam CLIENT/FACILITY PROJECT NO.ye PREPARED BY CHECKED BY DATE w' SHEET 2 OF —4- 1 4- 1 / - .0 G L J. -s ex/ /0/2.4/o r � i 41/. ;Pd. d , 3 4 T s /4-1,. /2 CLP4cv ?`.4% 04 o_P �!�;- - �` . ; 10 1 I p,;vim 2 411 Ad, M -- ,4C4 v f f�,c--A ° `` .ta ' 2 oa: qtr,I �� b 1(r4_ j 7W--./,‘,/.r/7iL_1 /44. GAJ' ' A1/4--- 4 [-,�.� p . r_-�Y.�.4-- ? ..._ _ `_ __A.1,f4er>�•_ ,4-R_�1 i�� �, Z `--.s / 4 __ f'v'.P _, ;� s _eA_/_L/Z 6.i:0 _ =li •_� _ -_,., is fJ PA _ ,/ ._76.6"`":__ ; / rMis / s . �. ff. �N� _ 7 ;3 ��=lhr � 2 -= - 3 r—or 7-1 C ti 11?) PI et t.4 -A /4 N (. ` 1 S M P 6 ; J G. s 2 / /v — 7" / 9 0'2 _ S2. 5 < Cv 9 /6 J 0/4 "Engineering and Architecture for the 21st Century" 6 Commerce Drive Reading, PA 19607 610.777 5346 (P) 610.777,0351 (F) 495 Highlands Boulevard, Suite 106 Coatesville, PA 19320 610.643.0102 (P) 610.643.0109 (F) 227 Granite Run Drive. Suite 208 Lancaster, PA 17,501 717.931.3260 (P) 717.431.3263 (F) 147 Arlen Brook Lane, Sade 105 Williston, VT 05495 802.879.5476(P) 802.873.5466 (F) Swinerton Builders Request For Information/Clarification To: Gensler Job No: 08291024 1200 6th Avenue Bank of America - Southcenter Suite 500 Seattle, WA, 98101 RFI No: 0065 Attn: Barry Zimmerman Fax No: Subject: Drawing No. S05.01 Reference Reply Requested By 04/29/2009 4>o8 -3G3 INFORMATION REQUESTED: Date: 04/24/2009 Per detail 6 / S05.01, the 2x6x2' ES calls for (32) 16d on each side for 64 total. This seams extreme given the size. Please review and provide the required minimum number of 16d per side. Cost: To Be Determined Schedule Impact: TBD By: RESPONSE: Date: 4/28/09 Please use 25 16d nails each side minimum. Shawn Roberge - cer pcvA--SSTA CyG,kJvD If 5Pf.rmN6- IS A Cn'vice ,l4f 1"1--,_/A6_ Pim- D2.1LL-- -Fat. NAIL Cd r t1 A 5u6.45- w iZ.- 517-C . -E-AteAct CS6LA 4-Z4-01 By:shawn roberqe ;i REF ERrv(r T/•L 6 /s'5.01 RECEIVE'; G?ZCO9 stALDIRG DEPARTMENT _.._ T TTMIT i Do 4a, 3(03 (3) 6 Q ..//qui a . < T�r�u QA:11.1 J/:l;f,1, 11 1 0 0 . • 1 f 1-, OFFMAN NGINEERS Promo QAUK o; AHC << ma by AK k) 10o1100n X0:)7,.-L►��Cfc ..osiot /o9 SK-! 1111.,.1 _SG) 1,10 c,r elk.) 01111 100 .0 ti L . I . • t• } 1; r. p01K1 L._ A..., 1. 1 Jolt ACOFFMAN NGINEERS MEMORANDUM po g — 3 (3 Date: April 9, 2009 Project: Bank of America - South Center 320 Strander Boulevard To: Mr. Barry Zimmerman Tukwila WA Company Gensler 1200 Sixth Avenue, Suite 500 Seattle, Washington 98101 Project No.: 08040 Phase No: 100 Tel.: 206-654-2129 From: Arvind K. Nerurkar, S.E. Principal, Structural Engineering COMMENTS: The following is our response to Substitution Request 1: Use 1 W' ET&F fastening pins in lieu of #8x1" screws at shear wall locations. Coffman Engineers: As noted in our previous correspondence, this substitution is acceptable for single -sided shear walls only. Locations are shown on structural drawings. Please do not hesitate to call if you have any questions or comments. = ECEEIVEB DEPART ENT akn:ccs Attachments J:108JobsI08040 8 of A South Center Branch11.0 CORRESPONDENCEISubstitution Request 040909 structural response.doc 1601 Fifth Avenue, Suite 900 • Seattle, Washington • 98101 (206) 623-0717 Phone (206) 624-3775 FAX I ANamoarkSTING ,, creadvlty 1 results (`relaganships 6 fe :� z . Mir t luN3 1(0'S v;:in; P.1A',sZcitsi-EeOj' <,... ANAL04-7 4mPt11 L.3)t 2x 6, x o -6 5 5K-2 SON HMSL htrT it, 4/ 1I 4 2 1 erc3106 r.lArc.c-, 4. l' ... .. ___ _ ._. ...__ . __ 4LT 5 N S14,4 D i- T t El gf}GK, 1 . _ _ _ ......_...... _ 6 MSS. / 0aiL. i - L.. ' .R. s-rA,44.3 TX_ SDtiT -- —__ m====1. 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N G 1 N E E R S «,:.,,sG kR_- lab , date f • 2006 Washington State Nonresidential Energy Code Compliance Form Project Summary PRJ-SUM 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Project Address BoA-Southcenter Branch Relocation Date 6/27/2008 320 Strander Blvd. For Building Department Use Tukrilla, WA 98188 Applicant Name: clumac, Tatyana Mikeladze Applicant Address: 1325 4th Ave. Seattle, WA 98101 Applicant Phone: 206-262-8375 FILE COPY ►".�b,,t No. KtVltVVc�J rur' CODE COMPLIANCE , APPROVED OCT 2 7 2008 City Of Tukwila BUILDING_ __DMSION_ atvoefrunitA AUG 2 61008 PERMIT CENTER CORRECTION pQ LTR#_I 2006 Washington State Nonresidential Energy Code Compliance Form Interior Lighting Summary j LTG -INT 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Project Address BoA-Southcenter Branch Relocation Date 6/27/2008 320 Strander Blvd. For Building Department Use Tukwilla, WA 98188 Applicant Name: Glumac, Tatyana Mikeladze Applicant Address: 1325 4th Ave. Seattle, WA 98101 Applicant Phone: 206-262-8375 Project Description CENTRAL ZONE 1 New Building • Addition • Alteration • Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option 0 Prescriptive 0 Lighting Power Allowance 0 Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly on plans.) Alteration Exceptions (check appropriate box - sec. 1132.3) ❑ No changes are being made to the lighting • Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Maximum Allowed Lighting Wattage Location (floor/room no.) Occupancy Description Allowed Watts per ft2 *• Area in ft2 Allowed x Area MAIN BUILDING RETAIL BANKING 1.50 7451.0 11176.5 CENTRAL ZONE TYPE "B"/"BE" - FLUORESCENT DOWNLIGHT 90 40.0 3600.0 TELLER TYPE "C" - LINEAR FLUORESCENT 4 32.0 128.0 ** From Table 15-1 (over) - document all exceptions on form LTG -LPA Proposed Lighting Wattage Total Allowed Wattsl 11176.5 LocationNumber (floor/room no.) Fixture Description of Fixtures Watts/ Fixture Watts Proposed VAULT TYPE "A"/"AE" - 2'X4' RECESSED FLUORESCENT 5 115.0 575.0 CENTRAL ZONE TYPE "B"/"BE" - FLUORESCENT DOWNLIGHT 90 40.0 3600.0 TELLER TYPE "C" - LINEAR FLUORESCENT 4 32.0 128.0 KITCHEN TYPE "D" - UNDERCABINET 5 32.0 160.0 VAULT LOBBY TYPE "D1" - UNDERCABINET 1 17.0 17.0 CALL CB/OFFICE TYPE "E"/"EE" - 2'X4' RECESSED FLUORESCENT 22 62.0 1364.0 TELLER TYPE "F"/"FE" - LINEAR FLUORESCENT 3 62.0 186.0 NER ROOM TYPE "H"/"HE" - LINEAR FLUORESCENT 5 62.0 310.0 TELLER TYPE"M"/"ME" - RECESSED FLUORESCENT 13 62.0 806.0 CENTRAL ZONE TYPE "N" - COVE LIGHTING 14 32.0 448.0 Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watt Notes: 1. For proposed Fixture Description, indicate fixture type, lamp type (e.g. T-8), number of lamps in the fixture, and ballast type (if included). For track lighting, list the length of the track (in feet) in addition to the fixture, lamp, and ballast information. 2. For proposed Watts/Fixture, use manufacturer's listed maximum input wattage of the fixture (not simply the lamp wattage) and other criteria as specified in Section 1530. For hard -wired ballasts only, the default table in the NREC Technical Reference Manual may alsc used. For track lighting, list the greater of actual luminaire wattage or length of track multiplied by 50, or as applicable, the wattage of current limiting devices or of the transformer. 3. List all fixtures. For exempt lighting, note section and exception number, and leave Watts/Fixture blank. 2006 Washington State Nonresidential Energy Code Compliance Form Exterior Lighting Summary LTG -EXT 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Proj Addrest BoA-Southcenter Branch Relocation Date 6/27/2008 320 Strander Blvd. For Building Department Use Tukwilla, WA 98188 Name: Glumac, Tatyana Mikeladze Appl. Name:1325 4th Ave. Seattle, WA 98101 Appl. Phone 206-262-8375 Project Description Canopies and Overhangs El New • Addition • Alteration • Plans Included Refer to WSEC Section 1513 for controls and commissioning requirements. Compliance Option 0 Lighting Power Allowance 0 Systems Analysis Building Grounds (luminaires > 100 Watts) 0.2 W/ft2 motion Sensor • Efficacy > 60 lumens/W II Controlled by Main Entry • Exemption (list) 10.0 300.0 Alteration Exceptions (check appropriate box - sec. 1132.3) 208.0 • No changes are being made to the lighting • Less than 60% of the fixtures new, installed wattage not increased, & space use not changed. Tradable Maximum Allowed LiehtinWattase Tradable Locations Description Allowed Watts per ft2 or per If Area (ft2), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Automated Teller DRIVE TRRU 270W + 90W per adc 3.0 450.0 Bldg. Facade (by perim) Canopies and Overhangs DRIVE TREU 1.25 W/ft2 4978.0 6222.5 Grounds Walkways >10' wide FRNT OF THE BUILDING WALKWAYS 0.2 W/ft2 2134.0 426.8 Main Entry MAIN DOOR 30 W/LF of door widt 10.0 300.0 Tradable Proposed Lighting Wattage Total Allowed Watt 6949.3 Use mfgr listed maximum input wattage. For fixtures with hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used. Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Automated Teller DRIVE TRRU 270W + 90W per adc 3.0 450.0 Bldg. Facade (by perim) Grounds Walkways <10 wide TYPE "OE" IN -GRADE 4 208.0 832.0 Grounds Walkways >10' wide TYPE "OG" BALLARDs 4 32.0 128.0 Canopies and Overhangs TYPE "J" 28 213.0 5964.0 Total Proposed Watts may not exceed Total Allowed Watts for Exterior Non -Tradable Maximum Allowed Lighting Wattage Total Proposed Watts 6924.0 Non -Tradable Locations Description Allowed Watts per ft2 or per If Area (ft2), perimeter (If) or # of items Allowed Watts x ft2 (or x If) Automated Teller DRIVE TRRU 270W + 90W per adc 3.0 450.0 Bldg. Facade (by perim) 5.0 W/If 212.0 1060.0 TYPE "J" 2 213.0 Non -Tradable Proposed Lighting Wattage Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Automated Teller TYPE "K" - SIGN EXEMPT (1532.A) Automated Teller TYPE "J" 2 213.0 426.0 Bldg. Facade (by perim) TYPE "OD" IN -GRADE 4 208.0 832 .0 Proposed Watts may not exceed Allowed Watts for Category 2006 Washington State Nonresidential Enerav Code Compliance Form Lighting, Motor, and Transformer Permit Plans Checklist LTGCHK 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project AddressBop-Southcenter Branch Relocation Date 6/27/2008 The following information is necessary to check a permit application for compliance with the lighting, motor, and transformer requirements in the 2006 Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component Information Requirec Location on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) yes 1513.1 Local control/access Schedule with type, indicate locations yes 1513.2 Area controls Maximum limit per switch yes 1513.3 Daylight zone control Schedule with type and features, indicate locations vertical glazing Indicate vertical glazing on plans overhead glazing Indicate overhead glazing on plans 1513.4 Display/exhib/special Indicate separate controls 1513.5 Exterior shut-off Schedule with type and features, indicate location (a) timer w/backup Indicate location yes (b) photocell. Indicate location 1513.6 Inter. auto shut-off Indicate location yes 1513.6.1 (a) occup. sensors Schedule with type and locations 1513.6.2 (b) auto. switches Schedule with type and features (back-up, override capability); Indicate size of zone on plans yes 1513.7 Commissioning Indicate requirements for lighting controls commissioning EXIT SIGNS (Section 1514) yes 1514 Max. watts Indicate watts for each exit sign LIGHTING POWER ALLOWANCE (Section 1530-1532) yes 1531 Interior Lighting Summary Form Completed and attached. Schedule with fixture type lamps, ballasts, watts per fixture yes 1532 Exterior Lighting Summary Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture MOTORS (Section 1511) 1511 Elec motor efficiency MECH-MOT or Equipment Schedule with hp, rpm, efficiency TRANSFORMERS (Section 1540) I1540 (Transformers Indicate size and efficiency I I If "no" is circled for any question, provide explanation: rw 2006 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV -SUM 2006,Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Info Project Address BoA-Southcenter Branch Relocation 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. Date 7/2/2008 1318.8 — 5052.5 X 100 = 26.1% 320 Strander Blvd. Q yes 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 0 no assembly below. For Building Department Use ��I P �R�� � Y ".*1 ('Qw� >...,,.,,,,,,,,,,u,„ ria Tukwilla, WA 98188 Applicant Name: Glumac, Michael Aliaga Below Grade Walls Applicant Address: 1325 4th Ave. Seattle, WA 98101hp N/A Applicant Phone: 206-262-8375 Project Description ❑✓ New Building ❑ Addition ❑ Alteration ❑ Change of Use Compliance Option Q Prescriptive ❑ Component Performance (See Decision Flowchart (over) for qualifications) ❑ Seattle EnvStd ❑ Systems Analysis Space Heat Type Q Electric resistance Q 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 1318.8 — 5052.5 X 100 = 26.1% Concrete/Masonry Option Q yes 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 0 no assembly below. 0 yes Check here if using semi -heated path and if project meets all requirements for semi -heated spaces Semi -Heated PathO n0 as defined in section 1310. Requires other fuel heating and qualifying thermostat. Only wall insulation requirement is reduced (2006 change). Only available in prescriptive path. Envelope Requirements (enter values as applicable) Minimum Insulation R -values Roofs Over Attic 38.0 All Other Roofs N/A Opaque Walls' 21.0 Below Grade Walls N/A Floors Over Unconditioned Space N/A Slabs -on -Grade 10.0 Radiant Floors N/A Maximum U -factors Opaque Doors 0.600 Vertical Glazing 0.430 Overhead Glazing N/A Maximum SHGC (or SC) Vertical/Overhead Glazing 0.450 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 >_ 9.0 Btu/ftz°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 CODE GO'►w LIPax giftWiti) � 06d MON G D SIOL 2'7 2 ,qty p# rO ila 008- 363 RECEIVED JUL 08 2008 PERMIT CENTER 2006 Washington State Nonresidential Energy Code Compliance Form Envelope Summary (back) 2006 Washington State Nonresidential Energy Code Compliance Forms Climate Zone 1 ENV -SUM 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 determining building envelope requirements, the following two categories comprise 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) All Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Root Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor Opaque Door R-10 R-19 R-30 R-21 R-19 R-10 R-10 U-0.60 4—N Mass Wall Criteria OK? (below) Yes AG Mass Wall Insulation Req Mass Wall U0.15/R5.7ci CMU Block Ins. Cores Wood Frame R19 Metal Framed R19 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/ft2 of the gross conditioned floor area. Exception: Heat pumps and terminal electric resistance heating in variable air volume distribution systems. es Yes • Glazing Criteria Met? Glazing Vert OH Area % UVaI UVaI SHGC 0-30% 0.55 0.70 0.45 30-45% 0.45 0.60 0.40 >45% Not Allowed No Yes Yes - All Insulation Installed? Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor Opaque Door Wood R-10 R-19 R-38 R-30 R-30 R-10 R-10 U-0.60 Metal R-10 U -0.062 U-0.031 U -0.034 U-0.029 R-10 R-10 U-0160 �No— Yes • Yes— Glazing Criteria Met? Glazing Area % 0-30% >30 Vert OH UVaI UVaI SHGC 0.40 0.60 0.40 Not Allowed 1. Prescriptive Path Allowed Yes Component Performancq Systems Analysis, or EnvStd Required Yes • No+ AG Mass Wall Insulation Req Mass Wall U0.15/R5.7c1 CMU Block Ins. Cores Wood Frame R19 Metal Framed U0.062 Concrete/Masonry Option* Wall Heat Capacity (HC) Assembly Description Assy.Tag HC** Area (sf) HC x Area •Totals Area weighted HC: divide total of (HC x area) by Total Area '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 Calculations ; Climate Zone 1 ENV=UA 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Project Address BOA-Southcenter Branch Relocation Date 7/2/2008 Space Heat Type Q Electric resistance 0 All other For Building Department Use Glazing Area as % gross exterior wall area 26.1% Prop. 45.0% Max.Target Concrete/Masonry Option 0 Yes Qs 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=0.430 Plan ID A00.03 U= 0.670 Plan ID A00.03 U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: . 0.430 1242.5 534.3 0.670 76.3 51.1 0.550 1318.8 725.3 Glazing % Electric Resist. Other Heating 0-30% 0.40 0.55 >30-45% see note above 0.45 Overhead Glazing Over Attics U= Plan ID: U= Plan ID: U= Plan ID: U= Plan ID: 0.700 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: 0.700 Opaque Doors U= 0.600 Plan ID A00.03 U= Plan ID: U= Plan ID: • 0.600 42.0 25.2 0.600 42.0 25.2 Electric Resist. Other Heating 0.60 0.60 n u > > s c O a R=38.0 Plan ID Aoo.03 R= Plan ID: R= Plan ID: 0.026 7451.0 193.7 0.036 7451.0 268.2 Electric Resist. Other Heating • 0.031 0.036 a�w O 8 R= R= Plan ID: Plan ID: R= Plan ID: 0.046 Electric Resist. Other Heating 0.034 0.046 Opaque Walls* R=21.0 Plan ID A00.03 R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: **Note: sum of Target Areas here should equal 0.100 3691.7 369.2 Target Opaque Wall Area (see back) 0.109 3691.7 402.4 ** ** Electric Resist. Other Heating Frame-Wd 0.062 0.062 Frame-Mti 0.062 0.109 Mass Wali+` 0.15 0.15 ++ see mass wall Criteria nm a 0 C7 3 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 c > E ` td c R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: 0.056 Electric Resist. Other Heating 0.029 0.056 OIQV-VI 1 - grade Rnrli9nr R= Plan ID: R= Plan ID: R= Plan ID: R= Plan ID: 0.540 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 12503.5 1173.5 Totals 12503 .5 1421.2 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 Climate Zone 1 ENV-SH;GC 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 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 co N RI 10:A00.03 ID: ID: ID: ID: ID: 0.450 1318.8 593.5 0.450 1318.8 593.5 Glazing % Electric Resist. Other Heating 0-30% 0.4 0.45 >30-45% not allowed 0.4 'Note: Manufacturers SC may be used in lieu of SHGC. Totals 1318.8 593.5 Totals 1318.8 593.5 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. Target Area 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 00= OG= VG= 1318.8 7451.0 3691.7 5052.5 l 2273.6 Roofs over Attics Other Roofs Walls X Max Glazing Area (Table 13-1) 45.096 Target OG Area in Roofs over Attics fj lesser 2273.6 • 100 Max OG Remaining 2273.6, Maximum Target Glazing Area 2273.6 Proposed Opaque Area 7451.0 Proposed Opaque Area 3691.7 Proposed OG Area Proposed VG Area Target OG Area in Other Roofs II lesser 2273.6 Note: OG = overhead glazing VG = vertical glazing Target VG Area 1318.8 Target OG Area/ Target Opaque Area Target VG Area + 1318.8 — 1318.8 = 7451.0 Target Opaque Area 3691.7 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. For Target OG's, the lesser values are used both here and below. Target Areas OK 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. 2006 Washington State Nonresidential Enerav Code Compliance Form Building Permit Plans Checklist 2006 Washington State Nonresidential Energy Code Compliance Forms ENV -CHK Revised July 2007 Project Address BoA-Southcenter Branch Relocation Date 7/2/2008 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1301 Scope Unconditioned spaces identified on plans if allowed yes 1302 _ Space heat type: If "Other°, indicate on plans that electric resistance heat is not allowed 5500.01 n.a. 1310.2 Semi -heated spaces Semi -heated spaces identified on plans if allowed 1311 Insulation yea 1311.1 Insul. installation Indicate densities and clearances A00.03 yes 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts A00.03 yes 1311.3 W all insulation Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose -fill core insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used F73; A00.03 n.a. 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that insulation does not block airflow through foundation vents yes 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected A00.03 n.a. 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd. by Official yes 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area A00.03 yes 1312.1 U -factors Indicate glazing and door U -factors on glazing and door schedule (provide area -weighted calculations as necessary); Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, low -e coatings, gas fillings A00.03 yes 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area -weighted calculations as necessary) A00.03 1313 Moisture control yes 1313.1 Vapor retarders Indicate vapor retarders on warm side A09.22 yes 1313.2 Roof/ceiling vap.ret. Indicate vapor retarder on roof section; vap. retard. with sealed seams for non -wood struc. A09.22 yes 1313.3 Wall vapor retarder _Indicate Indicate vapor retarder on wall section A09.22 yes 1313.4 Floor vapor retarder Indicate vapor retarder on floor section A09.22 n.a. 1313.5 Crawl space vap. ret. Indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage yes yes 1314.1 Bldg. envel. sealing Indicate sealing, caulking, gasketing, and weatherstripping ,A09.41 1314.2 Glazing/door sealing Indicate weatherstripping A09.41 yes 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing 5500.01 yes 1314.4 Recessed Lighting Fixtun Indicate IC rating, ASTM E283 certification, and gasketing or caulking to ceiling SPECS PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320-23 or 1330-34) yes Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary If "no" is shown for any question, provide explanation: 2006 Washin ton State Nonresidential Ener Code Com •Iiance Form • .Building Permit Plans Checklist • ENV -CHK 2006 Washington State Nonresidential Energy Code Compliance Forms Revised July 2007 Envelope - General Requirement 1311 Insulation 1311.1 Installation Requirements: All insulation materials shall be installed according to the manufacturer's instructions to achieve proper densities, maintain clearances and maintain uniform R -values. To the maximum extent possible, insulation shall extend over the full component area to the intended R -value. 1311.2 Roof/Ceiling Insulation: Open -blown or poured loose -fill insulation may be used in attic spaces where the slope of the ceiling is not more than 3/12 and there is at least 30 inches of clear distance from the top of the bottom chord of the truss or ceiling joist to the underside of the sheathing at the roof ridge. When eave vents are installed, baffling of the vent openings shall be provided so as to deflect the incoming air above the surface of the insulation. Where lighting fixtures are recessed into a suspended or exposed grid ceiling, the roof/ceiling assembly shall be insulated in a location other than directly on the suspended ceiling. EXCEPTION: Type IC rated recessed lighting fixtures. Where installed in wood framing, faced batt insulation shall be face stapled. 1311.3 Wall Insulation: Exterior wall cavities isolated during framing shall be fully insulated to the levels of the surrounding walls. When installed in wood framing, faced batt insulation shall be face stapled. Above grade exterior insulation shall be protected. 1311.4 Floor Insulation: Floor insulation shall be installed in a permanent manner in substantial contact with the surface being insulated. Insulation supports shall be installed so spacing is not more than 24 inches on center. Installed insulation shall not block the airflow through foundation vents. 1311.5 Slab -On -Grade Floor: Slab -on -grade insulation installed inside the foundation wall shall extend downward from the top of the slab a minimum distance of 24 inches or to the top of the footing, whichever is less. Insulation installed outside the foundation shall extend downward a minimum of 24 inches or to the frost line, whichever is greater. Above grade insulation shall be protected. EXCEPTION: For monolithic slabs, the insulation shall extend downward from the top of the slab to the bottom of the footing. 1311.6 Radiant Floors (on or below grade): Slab -on - grade insulation shall extend downward from the top of the slab a minimum distance of 36 inches or downward to the top of the footing and horizontal for an aggregate of not less than 36 inches. If required by the building official where soil conditions warrant such insulation, the entire area of a radiant floor shall be thermally isolated from the soil. Where a soil gas control system is provided below the radiant floor, which results in increased convective flow below the radiant floor, the radiant floor shall be thermally isolated from the sub - floor gravel layer. 1312 Glazing and Doors 1312.1 Standard Procedure for Determination of Glazing and Door U -Factors: U -factors for glazing and doors shall be determined, certified and labeled in accordance with Standard RS -31 by a certified independent agency licensed by the National Fenestration Rating Council (NFRC). Compliance shall be based on the Residential or the Nonresidential Model Size. Product samples used for U - factor determinations shall be production line units or representative of units as purchased by the consumer or contractor. Unlabeled glazing and doors shall be assigned the default U -factor in Table 10-6. 1312.2 Solar Heat Gain Coefficient and Shading Coefficient: Solar Heat Gain Coefficient (SHGC), shall be determined, certified and labeled in accordance with the National Fenestration Rating Council (NFRC) Standard by a certified, independent agency, licensed by the NFRC. EXCEPTION: Shading coefficients (SC) shall be an acceptable altemate for compliance with solar heat gain coefficient requirements. Shading coefficients for glazing shall be taken from Chapter 31 of Standard RS -1 or from the manufacturers test data. 1313 Moisture Control 1313.1 Vapor Retarders: Vapor retarders shall be installed on the warm side (in winter) of insulation as required by this section. EXCEPTION: Vapor retarder installed with not more than 1/3 . of the nominal R -value between it and the conditioned space. 1313.2 Roof/Ceiling Assemblies: Roof/ceiling assemblies where the ventilation space above the insulation is less than an average of 12 inches shall be provided with a vapor retarder. (For enclosed attics and enclosed rafter spaces, see Section 1203.2 of the International Building Code.) Roof/ceiling assemblies without a vented airspace, allowed only where neither the roof deck nor the roof structure are made of wood, shall provide a continuous vapor retarder with taped seams. EXCEPTION: Vapor retarders need not be provided where all of the insulation is installed between the root membrane and the structural roof deck. 1313.3 Walls: Walls separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.4 Floors: Floors separating conditioned space from unconditioned space shall be provided with a vapor retarder. 1313.5 Crawlspaces: A ground cover of six mil (0.006 inch thick) black polyethylene or approved equal shall be laid over the ground within crawlspaces. The ground cover shall be overlapped 12 inches minimum at the joints and shall extend to the foundation wall. EXCEPTION: The ground cover may be omitted in crawl spaces if the crawlspace has a concrete slab floor with a minimum thickness of 3-1/2 inches. 1314 Air Leakage 1314.1 Building Envelope: The requirements of this section shall apply to building elements separating conditioned from unconditioned spaces. Exterior joints around windows and door frames, openings between walls and foundation, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors and roofs; and all other openings in the building envelope shall be sealed, caulked, gasketed or weatherstripped to limit air leakage. 1314.2 Glazing and Doors: Doors and operable glazing separating conditioned from unconditioned space shall be weatherstripped. Fixed windows shall be tight fitting with glass retained by stops with sealant or caulking all around. EXCEPTION: Openings that are required to be fire resistant. 1314.3 Building Assemblies Used as Ducts or Plenums: Building assemblies used as ducts or plenums shall be sealed, caulked and gasketed to limit air leakage. 1314.4 Recessed Lighting Fixtures: When installed in the building envelope, recessed lighting fixtures shall by Type IC rated, and certified under ASTM E283 to have no more than 2.0 cfm air movement from the conditioned space to the ceiling cavity. The lighting fixture shall be tested at 75 Pascals or 1.57 lbs/ftpressure difference and have a label attached, showing compliance with this test method. Recessed lighting fixtures shall be installed with a gasket or caulk between the fixture and ceiling to prevent air leakage. ACOFFMANINEERSNG BANK OF AMERICA - SOUTHCENTER Tukwila, Washington F6 E COPY Permit No. STRUCTURAL C, LC.U.�ATI,C;NS June 2008 KtVI�VVtU ru, CODE COMPLIANCE APPROVED OCT 2 7 2008 ity Of Tukwila IVISION. t,o CEI Project #08040 Coffman Engineers, Inc. 1601 Fifth Avenue, Suite 900 Seattle, Washington 98101-1620 Telephone: (206) 623-0717 Fax: (206) 624-3775 LASTING creativity 1 results relatio (ships! ri 3‘3 RECEIVED JUL 0 8 2008 PERMIT CENTEF DESIGN CRITERIA LAD £M Rae F D IPtb G -dist) LNL Lo#) S: F Look ti vL Govt -7 R.501: LioE toAa . S?J L J kdoF LDk - :i� .ot sir 25 p :1 L �� MEM$1�4-/N , l . pCr` 4,01>ct- Pi-1141PAD 1. Z pair VI( I S. C.' Ptak/41_6c t6047 . 1,53_r_stE_ CD. D �� r ACOFFMAN N G I N E E R S project Sthlriq &flri £ Q Ar oca6en -ri k wlr L/ diem tq� StrE �. checked date sheet no. DC: job no. b$Dd'11 A.ssr, c 2a r s AG1 1/4- 16,H STEL L 57-v1/"-.CJ4j. ticl�� (-7 / p, ft--I`W I�tJG'7 . . . _ 2. 5 p5r 1 STODS /(" ate.. . . 1.5 psi ti 12. 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V1.100.*00.ettifir Veft.ical SiiiiiaternokeiCiqfix!tieoused 2:.Hcit1tot1til,3001e wjettoW effective IsiottlirenOtt siattio kat (sciotat-trwiets), Ples..and.niiititisiirilw,$igtiftpitasprCs Wink lowitrd .agtd .[May. from thwa:surEat)istilft*. 4.180b mi tmti bg IJIed fiw i mmrjLiwEt0 1:1:17. 01)**11 eqttakttot. hipertitert 3.1(044)3's pricivic1e40014-1411teltiatittiettiertiwroOtivilit41).*7,Vle . ofGC LD Zone3 hxil1 13e.e_tr*bb base' rev; Ziwortatita vaitte's,or.GepliZatip2., Artiki.)::skilli be:4a 4010 11lttsc foToitljt ZOrles411.45:irdpepOwiely4t Oigett 641A intltits-0143C lb/ raofwwct-lidttgi'jit4*.pTyr,.ssureos.titralte.rtlmftGfrom-itiot1t tappet arici.*Sisig.i. r. . . , • . . . 7..Notatical 10-irs/CeitothiiIst:tadtizitme.d1mi r :10 inaidlez.,64.11Ot 10ut •le* hartzottaitditnimeo 43 ft (161-'9. ig 1:0P. 044404 rT700.11r0F11102,0iti0t 10/4e004...,. 56 ASCE ASCE 7-05 Com �oncnts'�:iiic Figure 6-11A External Pressure Coefficients, GC Enclosed, Partially Enclosed Buildings h 5 60 ft. Walls CL -1.8 C) -1.6 • -1.4 C -1.2 • -1.0 ▪ -0.8 p -0.6 ✓ -0.4 • -0.2 N L +0.2 O.. +0.4 RI +0.6 +0.8 ▪ +1.0 W +1.2 1 (0.1) 10 500 0&© Notes: -1.4 -1.1 -0.8 +0.7 +1.0 10 20 50 100 200 5001000 (0.9) (1.9) (4.6) (9.3) (18.6) (46.5) (92.9) Effective Wind Area, ft2 (nit ) 1. Vertical scale denotes GCp to be used with qh. 2. Horizontal scale denotes effective wind area, in square feet (square meters). 3. Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. 4. Each component shall be designed for maximum positive and negative pressures. 5. Values of GCp for walls shall be reduced by 10% when 9 5 10°. 6. Notation: a: 10 percent of least horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft (0.9 m). h: Mean roof height, in feet (meters), except that cave height shall be used for 8 5 10°. 8: Angle of plane of roof from horizontal, in degrees. Minimum Design Loads for Buildings and Other Structures 55 PROJECT TITLE: CALCULATED BY: AEOFFMAN G N 1 NEERS N NEERS S 1601 Fifth Avenue, Suite 900 Seattle, Washington 98101 phone: 206.623.0717 fax: 206.624.3775 www.coffman.com SHEET# Coffman JOB # 2000 FEMA -368/369 Seismic Template Seismic Use Group • Occupancy Importance Factor.. = Site Class (para - ) (table 11.5-1) (per geotech recommendation) l" (assumed pending geotech recommendation) 080401 • Mapped Max. Considered Earthquake (MCE) Spectral Response Accelerations: Ss=21,0 %g = 1.43 g [Mapped MCE 0.2 sec (short period) Spectral Response Acceleration] S14,48!8 %g = 0.49 g [Mapped MCE 1.0 sec (Long period) Spectral Response Acceleration] Site Coefficients: Fa=�O S (table 4.1.2.4a) F„= (table 4.1.2.4b) Adjusted MCE Spectral Response Acceleration Parameters: SMs= 1.28 (Fa x Ss) SM1= 1.17 (F„ x Si) Design Spectral Response Acceleration Parameters: Sps= 0.86 ((2/3)SMs) SD1= 0.78 ((2/3)SM1) 0.90 - = 0.80 - 0 0.70 - d o 0.60 - 0 0 < 0.50 - o c 0.40 - a O 0.30 - cc 72 0.20 -, a ▪ 0.10 N 0.00 Desian Response Spectrum O CN O OCO00q N OO O O O .— ., Period T (sec) Develop Design Response Spectrum Curve: To= 0.183 (0.2SD1/SDs...,para 4.1.2.6-3) Ts= 0.913 (SD1/Sps...para 4.1.2.6-3) Coffman-2000FEMA-SEISMICtemplate.xls Version: 3.1 Author: SMR PROJECT TITLE: CALCULATED BY: Sof'A�,So'litt�Ce"ite 1r AFOFFMAN N GGINEER R SS N N E E 1601 Fifth Avenue, Suite 900 Seattle, Washington 98101 phone: 206.623.0717 fax: 208.624.3775 www.coffman.com SHEET# Coffman JOB # 2000 FEMA -368/369 Seismic Template (p. 2) Seismic Design Category Table 4.2.1a = Table 4.2.1b = Basic Seismic Force Resisting System [ Table 12.2-1 ] : Or ina riconcentrica R= C2o= Cd= Hm ig a d 1[41;2 3T5j Structure Configuration: 03.4.600' ( Response Modification Coefficient) (System Overstrength Factor) (Deflection Amplification Factor) (System Limit/Height Limit) (Detailing Reference Section) (para. 12.3.2) Approximate Period Determination:(para 12.8.2.1) hn= r 1900 Ft. (Ht above base to highest level of structure) Cr=;;0x02@ (Table 12.8-2) x= s' a (Table 12.8-2) Ta= 0.182 Sec (Ta = Crhnx...Approx. Fundamental Period) Note: Alternate formulas avail. for Steel/Conc moment frame EQN 5.4.2.1-2, Conc/Mas Shear wall EQN 5.4.2.1 Equvalent Lateral Force Procedure: [ para 12.8] Cs= 0.263 Cs= 1.320 Cs= 0.038 Cs= 0.075 ( SDs/(R/I)...Egn 5.4.1.1-1,Seismic Response Coefficient) ( SD1/(Tx(R/I))...upper bound, Eqn 5.4.1.1-2) (0.044ISDs...Iower bound, Eqn 5.4.1.1-3 [Seismic Design Cat.'s A thru D]) (0.5S1/(R/I)...lower bound, Eqn 5.4.1.1-3 [Seismic Design Cat.'s E/F]) Coffman-2000FEMA-SEISMICtemplate.xls Version: 3.0 Author: SMR e.nt#erII c_- 13 a+�r• �.+k,r Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.46097 Longitude = -122.2554 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.426 (Ss, Site Class B) 1.0 0.488 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.46097 Longitude = -122.2554 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.0 ,Fv = 1.512 Period Sa (sec) (g) 0.2 1.426 (SMs, Site Class D) 1.0 0.738 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.46097 Longitude = -122.2554 SDs =2/3x SMs and SD1=2/3xSM1 Site Class D- Fa=1.0,Fv=1.512 Period Sa (sec) (g) 0.2 0.951 (SDs, Site Class D) 1.0 0.492 (SD1, Site Class D) b(_ tit;- ROOF FRAMING i2�a .1-7.161-14/414. +101.4 x S.44 to.grt dy42J 30b.itt xi -2i 140..04 ° /6, Sr F . 55.22pi-t: J J 4 J 1 J 1"B -FT = /345 La—tr 1.2 x 1.1.5 Sy z.t X /z _ /3)"-)3 1240 v _ z,c (._ lir ti%.I. oz._L aT..T 'I? 112-5 1.3S toSi.._ L0521 ry.p 4CFFMAN N G I N E E R S protect b] & 4 l0/JTN/ ATL P Iocation TO /La/ 4-4 diens GE.►IsLE,1. bY SH/C. date 4 f2 t`or checked sheet no. �r-2 date Job no. MEIJI SpIt#v - 4. y F r tOOto S 7-D h T2r.B J_ 'J i\IRAFT4G.Gin; xZF7= 93.2p kla� qx 2FT - 3¢et; u4=lDFT; 8"t epic s. IbZb Las 93.2 I .`Cl4s lig-FT } 13,a 1.!_-C-1. _ .220,6 L5 -t r . !-cb x 1. t5 x I. 1 Svilatx.t Nix 12 22 ,A) z , 1206 VS&. 2x GD Dr ti►a I 0,,2rrLiZ IOC tB S (AIL Lt)i_Nc 4 ACOFFMAN N G I N E E R S mod K A r 4 go V fl 1 b iark./Z by location `fir/ k t/4 < < 4" , W'4 - client C9 tAI��LD.IZ date f2Vor checked sheet no. ►Zr-3 date lohno. o&MO Sm-,...): 41 .2 ' i Tia 4J: 12. FT DRAP- ' j?�J 14tLirt = 24. �- S -C Z r 49,41r� ,: aL ' qps. K 2 r J'T��f t 1�{ = 5 .2 rT 4L. = ZS,�SF x z F7 - 5vrc.� 8 r'lMAY = k¢t3 La - r r (tiS- X14- -1-Zr X65 ti Z:- i2b4. L t•IsI: I -031a EA Scpc- -rt, fLi MJ,c14 2tooLas i 37pSc: S 1=T2 W1FT A COFFMAN N G I N E E R S Protect 1, k f geo Lyra location ru IL y(,11 c FF- ' rff:1- client 61 F NS L E 2 by 5HZ date 4/zl�o� checked sheet no. date Job no. �� A tc� 1 123 F 1,II = 13.2FT 21414-x - 1203 L g S (AL. T : AI 4-toar2 t, ->N. Ti23.8 = ri 2'&-. ba , 4,� ` bd p L f{ 11 els IliMifx t Site S 1 -3 -ITT IaLliar =123. j« vil= ►3.2FT Z,9 F 401 I-6 S V sc-._ LBV L i.J EJet s.orr> rtir VSE W Vic TST Lbt 5191.3S 0EA4 ► lD`i0 ►,his cooD4� �COFFMAN N G I N E E R S project g D F couTH IacaDon T L� G d ` miler dent 6.1 LIJS, C.IZ :tedr/ '� a i /� checked sheet no. R. F1,3 date Job no. D g� Rig SAJ' "j, 5 s - 2 - i? psP - 31 p tkisL..' Z k 2 CI.) sir x2'x9,32343S S.'/d.(,1 1%/k iS-TaLIS -rT itisL �F! = 1465- 1-6S COFFMAN N G I N E E R S — .I. OF A- So vri-i (Wrik by s/4/2.- IoGatioa ri}x.idILA , If A client tIJ% CAL date 1 /z t/dr checked sheet no. 1216 date job no. T = !!•66Fr pt.= 17-est:x11467Fr 198.3 psi WI4= 2-4 ,• dl•667rr z9/ •L .p�F j dor - - 190 pt -r- .3 c -t.3 yips. D.t. Alt DP :STE-EL .R t2.. ✓ S S : E_ IZ a%4 ' ANT oU T k_ A-7(0,4$ = 35.8 /' qIPS (140 i L t 21.1 4,,=, 5 -2 5 x' r k9.3 PLc- V4aL= 5,25 Y Lgc = f' ,$ reF = 3 .18' it,r ('4.�D- t2I.1St TvT TOTAL s ), ADD : r J 4u/ L,=13.114 2-L : 23.gk 3S.Y4 >cb.S X3.5 I•4d Iv" 11` 36 t I. b3 ,-- 2 516 i .L 1115E-- Kit& x2.6 .r ACOFFMAN N G I N E E R S Project EA?: A- sp✓r4 G 6N T,;,z. by SNj/Z location / I/K v, 1,4 A -- client GZ GfJ�,L 2 date 2/II/Or checked sheet no. date job no. l 5?i+4►_ 477 1101,. = t2.5 x i L 1 : 24.SpLI r 'Sx,v=t3.. pt x 12_ 1. U S x 12 D.&xSdK�� C-� PRA -c LAN E / 1cJ' � 2 / `j �" pL - zlk l psi- Z!) fLf t.Fu1tA4-$1._ 2,12 Cps a yp pt.,- 1417.07 7.07 = 7U Pt. IX = g2 . I FLic. x 69 ' , . g, k, r UE_ ► $x t2.. _w��.�z� fE325N 00C SIDE... . l A COFFMAN N G I N E E R S Project 5(%/J Lilt/= Fie £ D t iT bY location1,4.1// 4 date 2-3-0fr sheet no. client e.7 checked date job no. 0 $040 VN� 1 Ig D� Cc9� t Title : Dsgnr: crlptlon Rev: 580008 User. KW -060 (c)1983-2003 ENERCALC Engineering Software P teel Column Job # Date: 11:13AM, 3 FEB 08 Page Description General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W8X18 Fy Duration Factor Elastic Modulus X -X Unbraced Y -Y Unbraced Column Height 12.500 ft End Fixity Pin -Pin Live & Short Term Loads Combined 50.00 ksi 1.000 29,000.00 ksi 12.500 ft 12.500 ft X -X Sidesway : Y -Y Sidesway : Kxx Kyy Restrained Restrained 1.000 1.000 1 Loads Axial Load... Dead Load Live Load Short Term Load Distributed lateral Loads... Along Y -Y Along X -X k 5.70 k k DL 0.020 Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moments LL 0.050 ST k/ft k/ft 0.500 in • 0.500 in Start End ft 12.500 ft Summary Section : W8X18, Height = 12.50ft, Axial Loads; DL = 0.00, LL = 5.70, ST = 0.00k, Ecc. = 0.500in Unbraced Lengths: X -X = 12.50ft, Y -Y = 12.50ft Combined Stress Ratios Dead Live AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0411 0.2293 0.2702 Column Design OK DL + LL DL + ST + (LL if Chosen) 0.2702 XX Axis : Fa calc'd per Eq. E2-2, K*Ur > Cc XX Axis : I Beam, Major Axis, LAT > (510,000 Cb / Fy)^.5 , Fb per Eq. F1-7 XX Axis : I Beam, Major Axis, Fb per Eq. F1-8, Fb =12,000 Cb Af / (I * d) YY Axis : Fa calc'd per Eq. E2-2, K*Ur > Cc YY Axis : I Beam Min • r Axis Passes Table B5.1 Fb = '. • E•. F2-1 Stresses Allowable & Actual Stresses Dead Fa : Allowable 10.06 ksi fa : Actual 0.00 ksi 7 Fb:xx : Allow [F1-6] Fb:xx : Allow [F1-7] ft [F1-8] fb : xx Actual Fb:yy : Allow [F1-6] Fb:yy : Allow [F1-7] & [F1-8] fb : yy Actual F er Live DL + LL DL + Short 10.06 ksi 10.06 ksi 10.06 ksi 1.08 ksi 1.08 ksi 1.08 ksi 17.03 ksi 17.03 ksi 17.03 ksi 17.03 ksi 17.03'ksi 17.03 ksi 17.03 ksi 17.03 ksi 0.00 ksi 0.19 ksi 0.19 ksi 0.19 ksi 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi 37.50 ksi 1.54 ksi 4.34 ksi 5.88 ksi 5.88 ksi Analysis Values F'ex : DL+LL Fey : DL+LL F'ex : DL+LL+ST F'ey : DL+LL+ST Max X -X Axis Deflection 78,104 psi 10,056 psi 78,104 psi 10,056 psi -0.002 in Cm:x DL+LL 0.60 Cm:y DL+LL 1.00 Cm:x DL+LL+ST 0.60 Cm:y DL+LL+ST 1.00 at 7.250 ft Max Y -Y Axis Deflection Cb:x DL+LL 1.00 Cb:y DL+LL 1.00 Cb:x DL+LL+ST 1.00 Cb:y DL+LL+ST 1.00 -0.184 in at 6.333 ft Rev: 580008 User. KW -0606776, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 11:13AM, 3 FEB 08 • Steel Column Description Page 2 • 1#5 , a, ZL.,W.rt.e.,MM SZA,,.w ..w Section Properties W8X18 Depth Web Thick Width Flange Thick Area Rt 8.140 in 0.230 in 5.250 in 0.330 in 5.26 in2 1.390 in Weight boc Iyy Sxx Syy Rxx Ryy Section Type = W 17.87 #/ft 61.900 in4 7.970 in4 15.200 in3 3.040 in3 3.430 in 1.230 in Values for LRFD Design.... J 0.170 in4 Cw Zx Zy K 122.00 in6 17.000 in3 4.660 in3 0.630 in -4I T a,frntT.. spm : /2 z,2& a = 2 VIS a, 17- Os; x 2 = 34 ?Lr 2 00 14` Wd LL _ 1,t; -1z, Lt3-t=T t'St2 xi? 14,5 /A)3 30-46,,u7 (4xr) 94dx1lG ACOFFMAN N G I N E E R S project location of A SJ1)ty by O 1. client CiGAArlir.,R_ date 4/3b�9t checked sheet no. date job no. D t0 gp4i: Lksr r� Z4c .6z S,a 9i/.&x'2 = 8'. Ito' ix ilk 5 . lid 1 5 61-6k6.6/.23 /2..CkIZ) 27.311„v4 3 ' '4T'- 3$'Y 64oepoo (U • 62 0 E --.L q - 2101'31)39 <N T/1/ 24( p!t= RoDF E,4al (P' 14 -Ah P c, IR:& 2.7 34,4,1 x 16 pal: SL • V� Z ; )e 2 psi - /37.— /92 37. X92 alt! 2 40D -17.63,,,,1 fr L 3Agx!o.5 GL3 ACOFFMAN N G I N E E R S Pko,ect F ,4- Lark 6A-17•12_ by SiV� location Tvkwf cf} WJ4 client E. R date 2/11/01 checked sheet no. h -r' 6Z date fob no. DtV 1) 1).= i!.41x t/ 6-2 .4 - r T -c_ a 42.4 k. -r: �2,5 _ 73 K.,js 6o�uM 5 A /4r5 Bust 5 x S x /r 06S 'Pm = g retr5 e r/ A - z}14 41 oNt Z .. PLA -FE. i I}3Kvrs 1l.1Dt<- 14` 36.c 14 x11 _ 5�, �5 k ,..I��t t:a1`11 114+ 36,its4 j /VsL (4) 1A 4416 x ` E0a-7 I 4-#14�.x/ 1 ACOFFN E E R SMAN N G I E OF A- pori/ ew r6%Z location Tv AZ vir L 4— (A 14 - project cllent bY h4 r2 date 214111)7 checked sheet no. fit- �3 date job no. Oto4b ED 3 -11 1' DP rieasS WiDt-lode-.. 25�sr apsF 22.1 28`1 pc -F !t 1/26pc.t F L )4 7 pS aTk1Lc2 LAt�S�j - 21,2- gip% sEE c * U$> EJT ,1 J J \N\ 4 I A/J/ PT 5jEE 5A- 1,10Ge4. p, -)r T to,Z .1›.5.-tr,v.✓ S ���Lr S ACOFFMAN NGINEE project gL7t 4 ( 5o,%rH &,tri. 6 locatbn r k -V 1 t 1.. /1! client IAM by Sfl data 2/ o 7. checked date sheet no. job no. Dt0'40 N O) z Z Z N co Z M M Z M z M Z c °c + o C • al al a Q Y . N • N CIS 0UY N J *C Jc tq o a 7 U o ) N J CC CC CZ June 18, 2008 at 8:57 AM Coffman Engineers, Inc. O co co co O Company Designer Job Number CMR an Engineers, Inc. 06660 June 18, 2008 8:58 AM Checked By: Member Section Stresses (Bv Combination) • • 12 ^^A----' M2 - 1 -2.563 i .• .a., l -.153 ... 0 y wr+., .492 y uv ' Itw... -1.086 c wu oeiui... 0 c uVt oe{lUl... 0 �y,', W 'IISCWROWN kriZgai0 Zflibk108N x "042 .sox ; • �� � � � 6- +'1 12 i+;,C @Y7 ji � 2.482 Q= ,:Y moala 3 3 -13.997 -.01 0 -1.357 2.993 0 0 MI I"• fl., , 0:,T -; :*,. -,4 . 4 n �" ' :1r0^ 55 6_.0 ;,'+'f 02 ^.,�,=1�:�1i"C9,�°'"'2.57.�7r'� "� , 1r , ?..:•-: ••�'ar��(:a���•;:.��Oo . 5 5 -.099 .19 0 .849 -1.872 0 0 arm 2 K� "� � �:1 �;u :='x:117 ,lr:39* !�'�76� ��°ro,:16'+538 ' =1;4`r7, �� 58 �" e .. -0 ��Q�, �a.R � � � � �;� , 1�0� 7 2 -.172 .393 0 -3.821 8.626 0 0 itki-0 aeltagallYS212 Vi 3 .a(;;:1 ` 7 s 0:001V ?.=Tkar4 rai -04 2493a � 0���rQ +a 9 4 -.172 .393 0 1.612 -3.639 0 0 } 1�Oo 'e,p._ �� 04.1 f.. vrt 4+,"+"�� .. ::�5;+,«;� " ' z"£: �,,.�:1:72�:r:� �^Ks d.,. c„~.:�.393,. `;:, iva �»;,s�,f8'a,;�"4*329.." z arts !,�.49:Zr7r2 a. 2m.etr ,», r a��+S0: `A0 11 2 M4 1 -12.792 -.189 0 4.256 -9.608 0 .t 0 FM WO 00121afSMAIIWO2a• .- x 12:792°i 1T �e, 89. � ��^;,F TM ��,..�� 0::,.,£�.�...5:76,4a� K'.:`,i271-)5-5).21A t7�. •1 s � 0:�.;,'�'; p+ �i.ii:L:.'. 13 3 -12.792 -.189 0 .851 -1.92 0 0 X142Val °;§ atit=P4> .z, .:„11.:79.2A; w;."li89�' : '� - i .=�852f z1.924"+ iW-. 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NI�.i E.,, �-f ..�++'� 4 r✓.�n�ir 7 :Rh`�li�f: ' RISA -3D Version 7.0.0 [J:\...\...\...\...\...\Risa Files\Trusses\Truss B Bot chord support.r3d] Page 3 QC 21 -7141b/ft 11 .1 11'I IIII II 1 - ILL pi li 1"I 1' " I11,1 1 11 I II II III ii, II 14C{c0 4 'II 1. 1iI�� II �� �i , 39130 I. -1.8 \11 13 'N15 N17 N19 N21 N23 N25 N27 Loads: LC 3, Dead + Snow Results for LC 3, Dead + Snow reaction units are Ib and Ib -ft N10 N14 4 N26 28 N 3 2942.6 57650.1 N32 Coffman Engineers, Inc. SMR June 18, 2008 at 9:04 AM Truss C.r3d Lion- EZ. 5TR. SS iS 1 .7�pp ••? •2m '19p, •o •O •2,,0 62 . rA V . m • n fi 57650.1 Member Code Checks Displayed Loads: BLC 3, Results for LC 3, Dead + Snow "Reaction units are Ib and Ib -ft 2942.6 Coffman Engineers, Inc. SMR June 18, 2008 at 9:05 AM Truss C.r3d R.1-:-30 Company : Coffman Engineers, Inc. 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SMR 06660 June 18, 2008 at 9:07 AM Truss D.1.r3d .53 7033 •O� .\\:\? .38 •O� O ti� N h N Member Code Checks Displayed Loads: BLC 4, Results for LC 1, Dead + Snow Reaction units are Ib and lb -ft 7c.< c0 0 6801.6 Coffman Engineers, Inc. SMR 06660 June 18, 2008 at 9:07 AM Truss D.1.r3d Z,F-41 Company Designer Job Number Coffman MR an Engineers, Inc. 06660 Member Section Deflections (Bv Combination) June 18, 2008 9:07 AM Checked By: LC v Rotaterradj • 1 1 M1 1 ••, .008 , 0 0 0 �II/ LJ y naUV NC I11) LJL ridgU NC '2 x,,.,4,1 `r �1.;51r= , . ,>~r. �, rt 2�:'t01:1 � ro. .t ,„.:' .4.4& .� A >,:,.� 0. t .. °Or -�'.1%:11.,"„,, :.� x;..,::;1,272:09,..} i 3 3 -.046 -.622 0 0 914.115 NC r4�� -' , n.: :C. 4 x. a A:4'' 4 .1 _ _08.1 it .'':u a :"45.x:3, 0''.. `.. < a •. '0 .... ' 1.:ay' a» `.:1'273»392.: ,.. `.'r NC6 :pg 5 5 -.099 -.01 0 0 NC NC L.76 :" 1 a ".CM2' 5Z., :i, :x:4'.,',';._,.5092... Xj'... 11,_rJ:.:.. 10..., .., -;,.'.:...•.; 0_.r `. ., i 7 2 -.075 .497 0 0 1291.405 NC 5``48, ,? 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Q .. 26.1 FT'. 0.1- lg. 0.4 le- toilFit2.414 1 8'14 S3.GFrt 1.3 14. o.�j1C 6D5.3Fr` 2-614:- 1-g 11_ 51,.3FYz 1,'1/. 0.9k 10S.rF,t 241. 1-1. ci ..S z 11 1L -SPSFTs Z.6 L 1, !� 1.3FTt. 1�.. o ` /4 PirSizrt 6,9 i< e.SEE OToEK GAt. &1.2Sp-7t 1.574. 1.114 113 rrz 6.614 2s"14 , 4_3 . ... 6. E�.-s�� 6(•Z5%7 (.54_ t• t K ACOFFMAN N G I N E E R S project E e F 4 1EOdy/ l 4ENTEi lacatbn 1-1/l..t fLil t W%4' dlent date 2L//ry d& checked sheet no. I date job no. 5.6Dt16.2i- e,6�rb-2L fP (/ 7-F1F 7. l3' 6LS-') 0.1/0,-.2k; 5-4) +(S614.2, x 5 G 2 I41p5 ..t�.�.— ')C /a-..5.2) + (ZS ),.9.t3 x 9.5_) *(•7),/x.2s x6.2 (s-6T��g.2 ),40.2 = IL) K-trs -PD _ 07-.Y T13 x 9.C)+ (! z 9.b x �l, fj } (s. x HAg•26' + (s4 x t2.7;42 +6.4 k 11.ctip.‘0 rZb x9•/3 x9,5' + (25 r t 4.2 x l.///25)4.2 + (64.-x 11.sk/7,S0 J3.Od !L�ps bLown) E.-- 3.3 67.1>Sr x it f k Cy/2j)t (8% t Cs•!, X 6/,?, s1rS 11. gr- Lt,Ps .?L= (2-5 eat= w)+(ti./'x zsPSI:Xf.5)f(SCY �x9s') CbLmdv ,L-3 ISD - (I��Si- 14psFx9.5)+ 67F ss: ,< 17,1 x 9.6 1'1)1- ). ')( } (25-1D$F A COFFMAN N G I N E E R S mod r 4 SD tI til G. -A t lZ location Tv , v�i4 dent CI date 2kD8' by checked sheet no. date job no. Lw/AH i 6-6-fEE�'Z K IDS.=(Zy2 l;sem)+ riL pL.f duel- = 1-0 KLF: (22/i x215)=2?5) L.b 3 Z.92:°) 1.176)111- 1 ..1,®16. Sl-. Tl 1 y.*ir = x: a/ A x 25 ?sr = 41.1�C z 13,13 X"RA xiv= s.1,K IT sL ` /3.13 x117//z x 2,�. ,� gips 3 _ 1� DL ' IL. S V2. x lO 2 9 IL 1Z. 5 x Lf /z x ZS = k- tPsa x6l./�x2-b- 61,S Kips ACOFFMAN N G I N E E R S project 5 dr 4 Sg L' k/ 14--"--)74/z. location Tv , L4/t'" client bY 5M date 2h J/( checked sheet no. e.,14 -3 date lob no. Dg -0141?) /4. / ,Cgrs v*Sr (; $DDS /62. 5=4 TgA-e-4 Lor4I7 iJo i-= 1/ x / 9ns c: D 18'.7 FL- F 1416x.- t X'25rile= > 246 F 442- ft, /V1'(2 -'x 1) x 112per - Z3 t ca -r r ?,fb�0 ►as" � = 2n 4COFFMAN N G I N E E R S Project 6 Adr A- .fm&Ty location rale.4 t[ /c!<;/ j,444— diem 4 E.J.ALS-42- byR date 1.77/4 checked sheet no. ttli— date Job no. 05S 27%4 PH#Zi-1-1Ht. ..._LON/V _GTeoN , ..&L . b 774-r21- PE_ T Lo4-- /. = 7 tZA-?.ET Lo* ro. 715Z: /l%52,0 (t8.?5J �= 216C1 -8-17--r Tf 2 Kv S2_) 1.2S _ 417-1-.L8S TL3L To Cot,vmA) /2- -e/7 Less vppE_ R r)..�P / 'ic�. 10.�� - (z Z 1J x � � x n., 2w t,304,43 . Loth 17,ei.PNR4c7,4 ia,ti (2_:_e_21) X / pS;: xv2K t3.4tets I. =07_,G• k !%5 �� (310 /6) x,5 ` 15 On La -Fr (31x,3"(lt25p.%; = 209/ las I44,c_= /2 :x .21,zq L.a.S_. . 4U?Tt C7-1;) t5obB'j+X8"7 = 12,181 Lg-FT T, J 5 x s u 3!& 1'4 A 111/4 = I 2 , r 2.1,3 . )ftF. 2I,2,i/56.6 - d. 38 Ykav4 / (4Apt, 44,t + J, 9 Utz .3 ACOFFMAN N G I N E E R S project location To elk/it-6 / �'-- client C-vs(,ER, bY date 0 _ g3._.'` . Lb ... . OIL checked date sheet no. Job no. DLyi+ AJ. 13,,3-3.3 11 4/6.253/ t 1 7 S. ' + 2_c � x 2 2 2 2 z 1D34,:r.2 G.z� �7�1,4,.? 2 2- (lFesr 1.25 43,412 Les X 43/f/2. 4E35 - )'O La-r=r /.4 /4.ty ACOFFMAN N G I N E E R S project - project / f—c)riri C.C/t%Tt:/Z IocaUan Tv/�C �l jL , 1 ,1 t client 61, date 2/2 Or checked sheet no. Ctitit date Job no. T�'vSS LARD; = 1/,"/ kt�s (G, t� st44 1-.6 DiptD� 'Zoo, 1o40 = 0.92 X. te 5 P' /2.3 14- tp STvD /'RD��r�t�E _R=2.a,2t3r 1�n-r�tq, rcu32.q;glLs� TSN' 32.`l x`f)' KtpS 40.6 v tp e L .0.6)(2n ....4, 4 y a, 452 (i' 5SOTt50-54 06ss i,31.. 5'dr ID ste-Licis 1 ACOFFMAN N G I N E E R S proles .13 DI' 4 1,1/7-,44 t_ s,,Jr.. ne"ff by vocation 1 0l'c 4 v/4 - date dent C.-1&-,tos(s..,g, checked sheet no. date ono. O%o4 41- flps 251r5s+' x di - 27-6 t -t 4b2 p"Po 1/414tpc 20' �� ?J NI = 1'16k -F7 Slee -Ea.= 1/6 X l2 576.11 in) 3 .6 x1 v5� :1sslzY*/ g= 11,74 k,r7, �COFFMARN N G I N E E S project { DI' e,dn1 tf✓n,1ih iZ location 1-0 V—A UAW, \Afp\ client en E24`..X riF.IZ bY .4-Xypr checked sheet no. date Job no.G ©GO'4c LATERAL ANALYSIS 18'-4' 17'-8' 8'-6' 13'-5' J� 1 J caL los 5 b I (D 5 pat s-r.2J s -Ir t -H t tt -t• Vvj 47'-0' r L r L Th V F s 0 m b, 41 1 `-1o,21-14 r So 07-1-1 J 13.8 r: ‘2D?tr 11 20 7 P4 F tr 20. q ps► 7.3 psi P (1 r(26).7-k2)(23a 155.Z( pt (zo x ) + (13.$ps►= x2,5 + (6.b x 2.5,1 4v rc i r3 . $ p c(.2 /+- /.).) 41- F�� 20.7 -Fs F R2 '3.$ 4 i IC Z = `t/,�, fLF X Z:= 27.61%F 2b. 'sem 1,4 �COFFMAN N G I N E E R S Pled Sd d r rl L Ac. A./r- if A- by 51 !` n -7-doe w` rL A-- l A— dent date 1/24/00 checked sheet no. LA -2 - date ono. 08-04.0 LS.._Td_._. rICt.F-(ErrPt - ._ - tr CEA -ST - t %sj 9./ c-- 2,0,4 )eZt Z. p x 't' /. /psh .t/ //1•���.-1�, 43,i( X Z * . Iry 2, " t_ t`- A COFFMAN N G I N E E R S project 5vv rF! i&AJ i a. 13 at: l - location T (�K VI LA - client L,iZ by S date l a'�/p checked sheet no. L-3 date lob no. 52 Main Wind Force Resisting System—Method 2 Figure 6-9 Design Wind Load Cases 1111jrw PLX CASE 1 MT 0.75P wx 0.75P Ix Mr = 0.75 (Pwx+P )Bxex ex= ±0.l5Bx CASE 2 Bp PLY 0.75Pwp 0.75PLY Mr = 0.75 (Pwy+PLy)Byey ey=±0.15 By 0.75Pwx All Heights 0.75 P R.p 0.563 P wp 0.563 P wx ddddd 0.75 PLY CASE 3 B did MT dddd1 0.75PLx r 0.563PLX_ 0.563 PLF Mr= 0.563 (Pwx+PLr)Bxex + 0.563 (Pwy+PLy)Byey ex=t0.l5Bx ey=f0.l5By CASE 4 Case 1. Full design wind pressure acting on the projected area perpendicular to each principal axis of the structure, considered separately along each principal axis. Case 2. Three quarters of the design wind pressure acting on the projected area perpendicular to each principal axis of the structure in conjunction with a torsional moment as shown, considered separately for each principal axis. Case 3. Wind loading as defined in Case 1, but considered to act simultaneously at 75% of the specified value. Case 4. Wind loading as defined in Case 2, but considered to act simultaneously at 75% of the specified value. Notes: 1. Design wind pressures for windward and leeward faces shall be determined in accordance with the provisions of 6.5.12.2.1 and 6.5.12.2.3 as applicable for building of all heights. 2. Diagrams show plan views of building. 3. Notation: Pwx, Pwy: Windward face design pressure acting in the x, y principal axis, respectively. PLx, PLy : Leeward face design pressure acting in the x, y principal axis, respectively. e (ex. er) : Eccentricity forthe x, y principal axis of the structure, respectively. Mr: Torsional moment per unit height acting about a vertical axis of the building. ASCE 7-05 1 V-? 20.-10 12 1 28,10 1.2 11'-U 1 i r 4 A 1k/ A f 4---- 70 FL i ti L� J CL b 155 rt -c - C D E 4 a K F THIS DRAWING IS FOR DESIGN INTENT PURPOSES ONLY LOA > S T(] DE [TOL3oTQCEQAgE • SOUTHCENTER OPTION #5 TUKWILA, WA. Drawn By: BRC Date: 1 1.20.07 Scale: 1/16"= -P-On DJoR`rOJ-rdJ ii -(15 . g x 79.7--61t(I1. +2n x 7-5.5)�9�x;6B.8 • �= Z?.3 � CE r ' 5 1/-,'i2X90' + (60.33 79,3 Z32, g 7dJ 1 SL1s►4Ek.0s Star S csr/7iC f 'Z B, "Kt 5 rc 2_ (1 /r 1<.tp s ACOFFMAN N G I N E E R S prof 50erai etAireF 4 location 7v4 �(,' I L 1°i-- dent 67 cNS C.k.12. date 1/2.41/01/ domed sheet no. date job no. 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Matniiiiii .A.406ctilrati° ' 01/4.14: • i:ilikicner,Srigi cfriAiit Paitet-Eit 'fieldittic.1)08) _ _ 4 4.14Z -- FT—. 8)13 , 4/0 , 3,6 . , .;,_.. 2/6 ' * tygtinti'be:310 cm q,13.0 *le of ,V.414,Studs'MaA, 4".. 94 .,. ;9.6 425 249.$ 230 - - - Ile fibt:1)001,d pri7TelT''Side of , walkstig*mm. .4'.'1, 0,0,,,..., id .... - • - . - - 425 615 670 . off t na gtng q§ 0 mu 13 ems s nee factor ( to)diaterrriinettestgAsitengtfrat divideortiptew;seety Aftrgtylpyg:dgerrriltielaltowable steenthaew setforth Ih Section 2. SeeiSectitur C2illotigetipoilq9-AE,:forstkotroihg 10010cl.to 40#1,0004tiogill, Fohttigt4,0) fiVerbpard sheathed:Shear wailktabulatet value:snail te,applitableter.snortitennle*kluiation only vand ocsselemioloWel: 4. :FOt$Ifir'i.i45'.4 Vow. 0.305 n1,1. lb igit 4445 FOUNDATION DESIGN 2810024'OC f Pal. hli . 288 • 24'OC l lift TA 0 24' UC 8 P.SL'.BE 8. sV4'4'4•1 I 37-SFc.t I �! • O } qA 4---4 208 0 24 OC 288 0 24 0C �— — -- — eFhw -- ki ti KEY NOTES DI} 7 SHEET NOTES DL - 77 77 SL f_ r9 'r r r`L i=a,QG. (nips) t_.1� r?li-t)y Southcenter Branch Relocation 320 Strander Blvd Tukwila, WA 98188 1524 Pf118 Ave= sake 300 Sande WA 98101 Gensler PQ 20 6.6341111 Architecture, Design & Planning warldride P. D v/L) It‘k• T P D lU S 1 Rev low Om A lm0eml9tlm By Clack nvMeii2006 IOP Mt leef 3 11.0at Number 32sf7f.0B8 0801040101AI1C IBeeettplion ROOF PIAN 1004 1/4' . 1'-0' 502.21 e zoos arkr.r SHANNON FiWILSON. INC. peat layers are generally less than.1 foot thick and are often mixed with clayey silt. We also encountered discontinuous lenses and layers of loose to medium dense sand within the thicker estuarine deposit. The sand layers, likely lahar runout deposits,, vary from clean tosilty and are discontinuous across the site. The lower 50 feet of the estuarine deposits is a layer of very soft, silty clay. Alluvial sediments, which consist of layers of silty sand, gravelly sand, and sandy gravel, underlie the silty clay of the estuarine deposits. These soils are dense to very dense and would be an adequate bearing layer for deep foundations. 7.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS 7.1 General The soils at the project site consist of uncompacted fill over highly variable estuarine and compressible native soils. Alluvial sediments below the estuarine deposits will provide adequate support for the proposed structure. To reach these deposits, we recommend using deep foundations. The adjacent Southcenter Expansion Project has used three types of deep foundations: proprietary driven -grout piles, augercast concrete piles, and driven steel pipe piles. Driven -grout and augercast piles can be installed to depths of about 90 feet. The bearing depth for the piles at the Bank of America site will be approximately 145 to 165 -feet. Therefore, we recommend using driven steel pipe piles to support the. proposed building. The following paragraphs present our recommendations for deep foundations, as well as seismic design, floor slabs, methane venting, and earthwork. 7.2 Seismic Design Considerations 7.2.1 Ground Motions The project is located in a moderately active seismic region. While the region has historically experienced moderate to large earthquakes (i.e., April 13, 1949, magnitude 7.1 Olympia Earthquake; April 29, 1965, magnitude 6.5 Seattle -Tacoma Earthquake; and February 28, 2001, magnitude 6.8 Nisqually Earthquake), geologic evidence suggests that larger 21 -1 -20780 -001 -RI . doc/wp/LKD 4 21-1-20780-001 SHANNON &WILSON. INC. earthquakes have occurred in the prehistoric past and will occur in the future (e.g., magnitude 8.5 to 9.0 Cascadia Subduction Zone Interplate events, magnitude 7.5 Seattle Fault events). We understand that the project will comply with the 2003 International Building Code (IBC, 2003). IBC 2003 requires that building design consider regional seismicity. Structures must be designed for earthquake ground motions with a 2 percent chance of being exceeded in 50 years (2,500 -year recurrence). Seismological input and site soil response factors determine IBC 2003 seismic design forces. The IBC seismological inputs are short -period spectral acceleration, Ss, and spectral acceleration at the 1 -second period, Si, shown in Figure 1615 in the code. Ss and S1 are for a maximum considered earthquake, which correspond to ground motions with a 2 percent probability of exceedance in -50 years, or about a 2,500 -year return period (with a deterministic maximum cap in some regions). The mapped spectral response acceleration (SRA) values, Ss and S1i at the project site are 1.347 gravity (g) and 0.464g, respectively. Please note that the SRA values for the IBC 2003 are from ground motion hazard studies completed by the U.S. Geological Survey (USGS) in 1996. If IBC 2006 is used, then the latest (2002) version of the USGS SRA maps should be used. At the project site, the 2002 SRA values, Ss and Si, are 1.424g and 0.488g, respectively. The difference between the 1996 and 2002 SRA values is around 5 percent. In our opinion, a 5 percent difference in the ground motion level would not affect geotechnical design. The site classification determines the site soil response factors. Our liquefaction hazard calculations, discussed in Section 7.2.2, indicate that scattered zones of the subsurface soils are potentially liquefiable. Potentially liquefiable soils generally correspond to site class SF. However, because of the limited extent of potentially liquefiable soils, it is our opinion that a site class SE adequately characterizes the site subsurface conditions. Based on the site classification and spectral acceleration values, we recommend a site coefficient, Fa, of 0.9 and a site coefficient, Fv, of 2.4. We assume that the proposed structure will have a period less than 0.5 second; IBC 2003 does not require a site-specific ground response evaluation for structures with periods less than 0.5 second. We have considered the effects of limited liquefaction on site stability, foundation capacity, and settlement, and present our conclusions in the following sections. 21 -1 -20780 -001 -RI .doc/wp/LKD 5 Fb- 1 2 21-1-20780-001 SHANNON &WILSON, INC. considered estimates ofpost-earthquake ground behavior. Significant settlement variability, i.e., differential settlement, should be expected. The design of the proposed structure should consider liquefaction at the site. For example, utility connections to the structure should be flexible. We expect piles in liquefied 'areas to .experience downdrag forces following.a design -level earthquake. Downdrag is .additional vertical shear stress along the length of a,pile. This .additional stress is caused by post - liquefaction settlement of soils above a liquefied layer. Downdrag forces at this site would be of relatively short duration. In our opinion, pile foundations could be adequately designed and installed to withstand downdrag forces. while maintaining an adequate FS against excessive settlements. We further discuss pile capacities and downdrag forces in Sections 7.3.2 and 7.3.3. 7.3 Deep Foundations 73.1 Pile Design Requirements Based on our subsurface explorations, engineering analyses, and a previously completed test pile program, we recommend that the proposed building be supported on closed-end steel pipe piles. We have performed analyses for an" =1¢4Lin liAli:, et r p e . Other pile diameters may be appropriate and should be evaluated after the project structural engineer has determined the proposed building column loads. We should be contacted to assist the structural engineer in determining the optimum pile type, size, and depth for the anticipated column loads. 7.3.2 Axial Pile Capacities We analyzed pile capacities using an in-house computer program. We analyzed a single - pile case and did not consider group effects. The computer program determines allowable axial compressive capacity by summing allowable skin friction along the side of the pile and allowable end bearing at its tip. To determine allowable skin friction and end -bearing values, we applied an FS of 2 to the ultimate values. Figures 3 and 4 plot pile tip depth (penetration) versus allowable compressive and ultimate uplift capacity for 12- and 14 -inch -diameter piles, respectively. Based on the results of our analyses, it is our opinion that static loading conditions control deep foundation design. During a design -level earthquake, the sand layers surrounding some piles could liquefy to depths of about 75 feet, resulting in a temporary loss of skin friction. However, our pile capacity analyses assume that the fill material and estuarine deposits do not X17. -!•3 2l-1-20780-OO1-R1.doc/wp/LRD 21-1-20780-001 7 SHANNON &WILSON. INC. contribute significant skin friction resistance; therefore, loss of shear strength in these soils would not significantly reduce the allowable capacity of the piles. Post -earthquake settlements in liquefied soils could induce downdrag loads on piles on the order of 80 to 90 kips. Because the piles would be installed to develop allowable capacities with an FS of at least 2.0, a temporary downdrag load of 90 kips would not reduce the FS below an acceptable value for the design -level earthquake, in our opinion. In our opinion, temporary downdrag loads could increase loads transferred to the tip of the pile, resulting in more end -bearing resistance. This could cause settlements up to '/ inch. We do not expect subsurface soils to settle and develop significant downdrag loads on pile foundations during static conditions because of the long settlement period (40 years) the site fills have already experienced. We recommend that piles be spaced no closer than three pile diameters (measured center - to -center) from either new or existing piles. We also recommend that piles bear in the medium dense to very dense, alluvial sand layer that underlies the estuarine deposits. We anticipate that the bearing depth for the piles will be approximately 145 to 165 feet. We recommend that our firm perform wave equation analyses to determine pile driving criteria for the pile diameter and capacity selected by the structural engineer, and the pile driving hammer selected by the contractor. 7.3.3 Estimated Settlements of Pile Foundations Based on the subsurface conditions encountered in the explorations, estimated pile design loads, and installation techniques, it is our opinion that the piles would experience relatively minor settlements upon loading. We estimate total pile settlements, including elastic strain, of steel pipe piles would be less than '/ inch. Because of the granular nature of the bearing soils, these settlements would be primarily elastic and would occur as the load is applied. No long- term settlements are anticipated. As discussed earlier, post -liquefaction ground settlements caused by a design -level earthquake could cause piles to settle up to an additional '/ inch. 7.3.4 Lateral Resistance We used the computer program LPILEPLUs, Version 5.0 (Reese and Wang, 2004) to analyze 12- and 14 -inch -diameter steel pipe pile embedded to a depth of 150 feet. Based on loads we have encountered for similarly -sized buildings, we analyzed the piles for an axial load 21-1-20780-001- R1 . doc/wp/LKD 8 FJ -I.4 21-1-20780-001 SHANNON &WILSON, INC. of 100 kips and a lateral load of 15 kips. We analyzed both free- and fixed -head conditions. Figures 5 and 6 present deflection, moment, and shear force versus depth along the piles, as predicted by the LPILE analysis. For both pile diameters, we anticipate less than 1/2 inch lateral deflection under our assumed loads. We recommend that the project structural engineer review the results presented in Figures 5 and 6 and contact us if additional analyses are warranted. 7.4 Floor Slabs A slab -on -grade could be considered as a floor slab for the proposed building. The magnitude of slab -on -grade settlement will depend on the amount of new fill that will be placed on the site to achieve the floor slab elevation of the proposed building. If the floor elevation is at or lower than the previous ground elevation at the site, the slab -on -grade would likely settle less than '/ inch under static conditions. In this case, the slab -on -grade would not experience long-term settlements because of the long settlement period (over 40 years) and preloading that the underlying soils have already experienced. If the floor elevation is significantly higher than the previous ground elevation at the site, additional settlements should be expected. Prior to slab -on -grade construction, we recommend that the Contractor proof -roll and compact the subgrade surface in accordance with our recommendations in Section 8.1.2. The Contractor should excavate any loose or soft zones detected during the compaction process and replace these areas with structural fill. For a rigid concrete slab built on compacted, very dense surfacing, we recommend using a modulus of subgrade reaction of 200 pounds per cubic inch (pal). Following a design -level earthquake (2,500 -year return period), a slab -on -grade could experience 6 to 11 inches of liquefaction -induced settlement, as discussed in Section 7.2.2. Differential settlements over a 20 -foot span could be 50 to 75 percent of the total settlement. A structurally - supported slab could be considered to mitigate liquefaction -induced settlements. Floor slabs -on -grade should be placed over a 4 -inch (minimum) -thick layer of capillary break gravel and a 6 -mil (minimum) plastic sheet vapor barrier. Capillary break gravel should have a maximum particle size of 3/4 inch and less than 3 percent fines passing the No. 200 sieve. The capillary break should be compacted to a dense condition with at least two passes of a vibrating plate compactor. 21-1-20780-001-R 1. d oc/wp/LKD 9 21-1-20780-001 226 b �Y fy • �_b,C3.3.._.L.). .*Atit/4. _ 51 T.yP. = - lgzoGt l 2 D = `d�i6' Y%r�l 4 Pte- , I 2) = 239. ( ie -FT Tt/p b y IMOD VS 1: ;( 11)No g BARS rop BAA A- = /4 s = 3. i4 D.vast 4.4.)1,2_j/ D.oc2C L _ N w(,-D.59r), 6��1a 9t -FT T £./eAP-- = 3,v3 ,N2 VL- Z -If L4 d = 6IS g►ps 1/ _ 13,2 1C �OV1C=.6Z.- Sr;, t/pS /Ai ,T i. # #Z4 ( 5 ACOFFMAN N G 1 N E E R S Proles a D F 4 01)7"H by SMIZ location 7✓ g hL i4. / * client 6� NA l L 2 date 211/14 checked sheet no. date Job no. �k 14.1 ,EJA..) Fpti' G� DIEM CoNit.._. z D.7 5 -1/ 1'4 6,2.‘& /Alt -fy r AM,�Z 5o b14 s = o2 t y 12,AJ aL. ToTQ t_ STRE )I TH Vs° Av fy = 0.3/ (6dKs' )(3z.b,A)= 50.4 14irs g t10.3 VL= 2-/ ' bel, ( = Z 1I0A0 (211)(32 - fii5, g�� Vn=3+VL = )4C.a On: 12_41.s KSS -?f,othaf>z AJA 4 w3 //Z /' /Z,N er,riOAJ 1 �COFFMAN N G I N E E R S project ? 6 F A Sou rN I Lion IA by i1/4/2 location Tuk kth 4 , 1(/,4 date 2,// -7 chacload date sheet no. r�-3 job no. o&o4o CzIZI�Lt J S DL -3,61y36 k/.46°I.IKt- L Am. t',4s.i. 3 ; /,26 +I.�C. •t 1 Xry ° ! 71 I9,5' 19,85 20,2 13,9 s srIc rsD�T�4 row LA -GG vLATie s 4aL .I�3 /L% ��•nZ b.ZcLMd'Z4 :4/406 "IMAX - 23v K- F-7 -F: i ik4/4tty'r- 218 K -r' T 1'`Il7t1.2L.I 3.2Dt1-I �` r J d 11 3r 2� 5 t- 29 vSL CZ r3- it 110/4/144. ' 25.1 IL -CT 1 VSA 43 jD+ �3 SD42.q��.u 4.7 1 j( 1 eta 2.It7+.2`iL \ 11954L If le 1/1.9 i13 O. I°t.25 t ACOFFMAN N G 1 N E E R S Protect Sof >1- T#uriER_ caden TiA 441 I t.* ,144 - client t::7 tN by 5//K date OA, checked sheet no. F0 -1 - date Job no. 0 8046 m,Wt TT .. 4. 2.0310 +,I4L 4- 19.15 k4 6�•b 4- c) t 17. 7-b, 21,663 Liz, D t o.14 L Mb/14-Y /23- R FT .vgE ca a- Qac,=-o.ppe ACOFFMAN N G 1 N E E R S project 5 pi: 4 BOUT,-/ C ,u z by 5n locatlon I titL /4 / V7 client —� kA) S i�. (Z., date z bt/ of checked sheet no. date job no. c 4o L Co N SCO N co Feb 12, 2008 at 1:17 PM GB Grid E.r3d Coffman Engineers, Inc. cc cn 1 FI G CO \ @ $ -J t E» .E2 q/2 co7@ pe /7/ \ o t _ — =_ } )E§ ucc2= Feb 12, 2008 at 1:17 PM GB Grid F.r3d Coffman Engineers, Inc. cc m Feb 12, 2008 at 1:18 PM GB Grid 6.r3d Coffman Engineers, Inc. cc 2 1 2 0 - CO CO 7 - CO CO 0 0 N N 11 ,W, �.L Coffman Engineers, Inc. 21 co I t0 co co Z N J Y 0 T T ,0� �o 9 U . N N Cl) =aa E O O 4) JCC2 Feb 13, 2008 at 8:50 AM GB Grid E.r3d cc C1) Fb-!O U) 1 Feb 13, 2008 at 8:51 AM GB Grid F.r3d (D z co z l 0 M Feb 13, 2008 at 8:52 AM GB Grid 6.r3d CD z I co , co __ z 1 co + m 0 N4.4 am - T41i O 0 L __I 0. co CI) (t) (1) -Iccg Feb 13, 2008 at 8:54 AM GB Grid 5.r3d U i a) N W cC E 0 U cC AFOFFMAN N N 6GIN N E E E E RRSS 1601 Fifth Avenue, Suite 900 Seattle, Washington 98101 phone: 206.623.0717 fax: 206.624.3775 www.coffman.com JOB #/ TITLE SHEET # Concrete Deflection (Continuous Slab) Mark fc'= fr = 474.34 yconc = Ec = 3644147.43 n = 7.96 beff = D= d= (gross = 108864.00 As = A's = a = 14787.50 b = 817.28 c = -817.28 Grid Line 5, 4000.00 145.00 28.00 36.00 32.50 3.16 3.16 k= 0.21 Ict = 19544.15 Mcr = 239.07 Mact(pos) = Ieff (pos) = 108864.00 133.00 Mact(neg) = Ieff(neg) = 108864.00 Ieff (avg) = 108864.00 p' = 0.0035 7� = 1.70 Adl = Atil = %LL,sus= Along term+fll = 0.24. 166.00: 0.123 0.020 30 CALCULATED BY: (psi) (psi) (Concrete Density 145 pcf -typ) (psi) (member width -inches) (member depth -inches) (depth to cI reinf.-inches) (inches ^4) (inches ^2) (compression steel area- inches ^2) (solving quadratic eqn ak^2+bk+c ) (moment of inertia, cracked transformed section- inches^4) (k -ft) (actual service Toad positive moment- k -ft) (effective positive moment of inertia - inches^4) (actual service load negative moment- k -ft) (effective negative moment of inertia - inches^4) (average effective moment of inertia - inches^4) (As'/bd compression steel ratio) (dead load deflection- inches) (live load deflection - inches) (% live load sustained) (long time sustained load+live load deflection -inches) 07654 BoA SouthCenter SMR AFOFFMAN NGG 1NEE EE PSS 1601 Fifth Avenue, Suite 900 Seattle, Washington 98101 phone: 206.623.0717 fax: 206.624.3775 www.coffman.com JOB #/ TITLE SHEET # Concrete Deflection (Continuous Slab) Mark fc'= fr = 474.34 Grid Line 6 4000.00 yconc = Ec = 3644147.43 n = 7.96 beff = D= d= (gross = 108864.00 As = A's = a = 14787.50 b = 817.28 c = -817.28 145.00 28.00 36.00 32.50 3.16 3.16 k= 0.21 Ict = 19544.15 Mcr = 239.07 Mact(pos) Ieff (pos) = 108864.00 Mact(neg) _ Ieff(neg) = 108864.00 Ieff (avg) = 108864.00 p' =10.0035 X = 1.70 75. 103.40' Adl = AfIl = %LL,sus= 0.008 0.001 Along term+fll =7,002 CALCULATED BY: (psi) (psi) (Concrete Density 145 pcf -typ) (psi) (member width -inches) (member depth -inches) (depth to cI reinf.-inches) (inches ^4) (inches ^2) (compression steel area- inches ^2) (solving quadratic eqn ak^2+bk+c ) (moment of inertia, cracked transformed section- inches^4) (k -ft) (actual service load positive moment- k -ft) (effective positive moment of inertia - inches^4) (actual service load negative moment- k -ft) (effective negative moment of inertia - inches^4) (average effective moment of inertia - inches^4) (As'/bd compression steel ratio) (dead load deflection- inches) (live load deflection - inches) (% live load sustained) (long time sustained Toad+live load deflection -inches) 07654 BoA SouthCenter SMR AFOFFMAN NG G I NNE E EER A St N 1601 Fifth Avenue, Suite 900 Seattle, Washington 98101 phone: 206.623.0717 fax: 206.624.3775 www.coffman.com JOB #/ TITLE SHEET # Concrete Deflection (Continuous Slab) Mark fc'= f r = 474.34 yconc = Ec = 3644147.43 n = 7.96 beff D= d= 'gross = As = A's = a = 14787.50 b = 817.28 c = -817.28 Grid Line E 4000.00 145.00 28.00 36.00 32.50 108864.00 3.16 3.16 k= 0.21 Ict = 19544.15 Mcr = 239.07 Mact(pos) _ Ieff (pos) = 108864.00 Mact(neg) _ Ieff(neg) = 108864.00 Ieff (avg) = 108864.00 p' = 0.0035 X = 1.70 Adl = Afll = %LL,sus= Along term+fll =; 118.00 115.00 0.052 0.019 30 CALCULATED BY: (psi) (psi) (Concrete Density 145 pcf -typ) (Psi) (member width -inches) (member depth -inches) (depth to cl reinf.-inches) (inches ^4) (inches ^2) (compression steel area- inches ^2) (solving quadratic eqn akA2+bk+c ) (moment of inertia, cracked transformed section- inches^4) (k -ft) (actual service load positive moment- k -ft) (effective positive moment of inertia - inches^4) (actual service load negative moment- k -ft) (effective negative moment of inertia - inches^4) (average effective moment of inertia - inches^4) (As'/bd compression steel ratio) (dead load deflection- inches) (live load deflection - inches) (% live load sustained) (long time sustained load+live load deflection -inches) 07654 BoA'SouthCenter SMR I- L. MISCELLANEOUS FRAMING ig Pt/D644 rf Noioi0 Tit 6ES -6x 2 ' = 12.1 t.1,0r x '<). ,r FS Las r BOLTS AssiABLy S�S� ?� . 5 h let, C -g$ 4?.4.11, 3ist 7.i' x C01,= - tagL ds t� az_ = 26f1.;-. x/ x .3D2 X25 S { /Bort./Jr ' _ (tISc its . (t tr,.2Scbc. x36/ = 2-��04-�3Lc3-tT { Sy = 4643 '2 1..7 ,,J; a PtSs 4xbx/4 b. Ory 0.6 x 46000 y I cy.5e 41) p 3.6 Kers L 27-6 I tpS sg yc 01:- Ale/ r7eS.t x :!t) x tit`2 5 0,t 14.ifs 1' <� AcFFMANNEERS Protect S CIF A go✓rM &A m?, location `rvt-V rL4 aft client LiaiwZ date checked r date sheet no. 4r c P) Job no. k014O Su,) ;-tax 3t: i 2 4 t.1) -Fr �_�=i346�35 " )4_ _ O 3 L c 1, I L3 ,,,,3 ti= /2. 3 .' 3 . ta<<N T- C Co. -?LE- Tt c. M/36" = CGC3- t -Z5 ACL = 15?tb6 4,71 y d-��- 0 ).Cc it F .ck (3s- 6.3a\)(7. - C AlktsN t.D . �D;DAD uz: + 2_62-2...($S — rt 1012- —Ft X X. vSL �z�/2K.7�� (34t 1-6S tbievs AFOFFMAN N G I N E E R S Med gyp/)Tfl hti7• ie. 8 d r`A- location TV %L /L� / (.4//4 client 61 GiJ S C.1Z date O/ d sj checked sheet no. Ke 2 - date Job no. oto'40 Tei SN__.c..N�LD.S�,2 ._... _ Ft Eki ST4i)J / JA. AcG a� = 0.25 �, C.(-1.40 F 13.4 (0, t( )6 ?d.) ) ` vS � ~ CMu Ati. F uu, y ti govre-! SZE Oc.Jr ? 'r ACOFFMARN N G 1 N E E S protect /3 Bf ' 1 gour1, t GAJ/ kd by Vme location 7-04 {.N / t /1 , v/,4 dient CZE,Ntt. date VZ {d r/ checked sheet no. 141. C- date job no. Title : Dsgnr: Description : Scope : Job # Date: 8:06PM, 28 APR 08 Rev: 580002 User. KW -0606776, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Masonry Wall Design Page Description General Information Code Ref: ACI 530-02 Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar 8.00 ft 0.00 ft 8.0 in 5 16 in 3.810 in Seismic Factor Calc of Em = f'm • Duration Factor Wall Wt Mult. Center 1.0000 f'm 1,500.0 psi 900.00 Fs 24,000.0 psi 1.330 No Special Inspection 1.000 Solid Grouted Normal Weight Block Equivalent Solid Thickness 7.600 in Loads Uniform Load Dead Load Live Load Load Eccentricity Roof Load Design Values E 1,350,000 psi n : Es / Em 21.481 Wall Weight 84.000 psf 0.000 #/ft 0.000 #/ft 0.000 in Concentric Axial Load Dead Load Live Load Roof Load 0.000 #/ft 0.000 #/ft Wind Load 20.000 psf Rebar Area Radius of Gyration Moment of Inertia Max Allow Axial Stress = 0.25 f'm (1-(h/140r)^2)' Spinsp Allow Masonry Bending Stress = 0.33 f'm * Spinsp = Allow Steel Bending Stress = 0.233 in2 2.205 in 443.320 in4 169.36 psi 247.50 psi 24,000.00 psi np k 0.10924 j 0.37077 2 / kj 6.15481 0.87641 Load Combination & Stress Details Summary Top of Wall DL + LL DL+LL+Wind DL + LL + Seismic Between Base & Top of Wall DL + LL DL+LL+Wind DL + LL + Seismic Moment in-# 0.0 0.0 0.0 0.0 1,920.0 8,064.0 Axial Bending Stresses Axial Load Steel Masonry Compression lbs psi psi psi 0.0 0.0 0.0 0.00 0.0 0.0 0.0 0.00 0.0 0.0 0.0 0.00 336.0 0.0 0.0 3.68 336.0 2,473.1 67.8 3.68 336.0 10,387.1 284.9 3.68 Summary 8.00ft high wall with 0.00ft parapet, Normal Block w/ 8.00in wall w/ #5 bars at 16.00ino.c. at center Max. Bending Compressive Stress Allowable 288.61 OK 329.18 OK Max. Axial Only Compressive Stress 3.68 psi Allowable 169.36 OK Max Steel Bending Stress 10,387.14 psi Allowable 31,920.00 OK Rev: 580002 User. KW -0606776, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description Title : Dsgnr: Description : Scope : Job # Date: 8:06PM, 28 APR 08 Masonry Wall Design Final Loads & Moments • Wall Weight moment @ Mid Ht Dead Load Moment CO Top of Wall Dead Load Moment @ Mid Ht Live Load Moment @ Top of Wall LiveLoad Moment @ Mid Ht 336.00 lbs 0.00 in -4 0.00 in -4 0.00 in -4 0.00 in -4 Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 7,004.74 in -4 15,445.91 lbs 1,920.00 in -4 8,064.00 in -4 0.00 lbs 0.00 lbs . _CA-10,2Ati SP& 101.12 4iThAXftj: 4 - 6 Js2 TWA. B 2 r'Si= ZO Y Fs tn-i-- /\46 1,114411 7a - B 708- .8 Lg.- FT 2- (14.6Z;z) 74ejtas .2.(10.1,$) 4? -531-B- r -T • 12. 4 vSL6L,--)c x:A-Ef SiDE v1/1(a Vic .43,2 tO 3 ro Tett COFFMAN project h F A Soorg bcatico a kid 11.4 id IF dient R. data fAVe checked sheet no. date job no. Wilti FilEPlf • . triensraggeOPOOmfge4Pa. SHANNON VVILSON, INC. .r'n'y}}..a!';ia.: art G66T,Ltiitil FALs* tD ENYIRGNMEMLAI c0PM TAAtT9.* Excellence. Innovation. Service. Value. Since 1954. CORRECTION LTR# Geotechnical Report Bank of America Tukwila, Washington KttVttvvtU rut( CODE COMPLIANCE APPROVE OCT 2 7 2008 City Of Tukwila B ILIDSION July 26, 2007 c1TMRa �n 9 AUG 262008 PERMIT CES Colc Submitted To: Mr. Ric;iard Chung Westfield Corporation 633 Southcenter Parkway Tukwila, Washington 98188 By: Shannon & Wilson, Inc. 400 N 34th Street, Suite 100 Seattle, Washington 98103 21-1-20780-001 SHANNON 6WILSON, INC. TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 SITE AND PROJECT DESCRIPTION 1 3.0 SUBSURFACE EXPLORATION 2 4.0 LABORATORY TESTING 2 5.0 GEOLOGY 2 6.0 SUBSURFACE CONDITIONS 3 7.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS 4 7.1 General 4 7.2 Seismic Design Considerations 4 7.2.1 Ground Motions 4 7.2.2 Earthquake -induced Geologic Hazards 6 7.3 Deep Foundations 7.3.1 Pile Design Requirements 7 7.3.2 Axial Pile Capacities 7 7 7.3.3 Estimated Settlements of Pile Foundations 8 7.3.4 Lateral Resistance 8 7.4 Floor Slabs 8 7.5 Methane Venting 9 7.6 Backfill Material, Placement, and Compaction 10 10 8.0 CONSTRUCTION CONSIDERATIONS 8.1 Site Grading, Excavation, and Temporary Cut Slopes 11 11 8.1.1 Site Grading 8.1.2 Excavations 11 8.2 Steel Pipe Pile Installation 12 8.2.1 Pile -driving Equipment 13 8.2.2 Pile -driving Conditions 13 13 8.2.3 Monitoring Pile Driving 13 8.2.4 Vibrations and Noise Levels 8.3 Wet Weather Earthwork 14 8.4 Construction Observation 14 15 9.0 LIMITATIONS 15 10.0 REFERENCES 17 21-1-20780-001-RI.doc/wp/LKD i 21-1-20780-001 TABLE OF CONTENTS (cont.) LIST OF FIGURES Figure No. SHANNON &WILSON, INC. 1 Vicinity Map 2 Site and Exploration Plan 3 Estimated Axial Capacity, 12-inch-diam. Steel Pipe Pile 4 Estimated Axial Capacity, 14-inch-diam. Steel Pipe Pile 5 Lateral Resistance Analyses, 12 -in -diameter Steel Pipe Pile 6 Lateral Resistance Analyses, 14 -in -diameter Steel Pipe Pile LIST OF APPENDICES Appendix A Subsurface Explorations B Laboratory Test Procedures and Results C Liquefaction Potential D Important Information About Your Geotechnical Report 21-1-20780-001-R1 .doc/wp/LICD ii 21-1-20780-001 SHANNON &WILSON. INC. GEOTECHNICAL REPORT BANK OF AMERICA TUKWILA, WASHINGTON 1.0 INTRODUCTION This report presents the results of subsurface explorations and geotechnical engineering studies for the proposed Bank of America building near Southcenter Mall in Tukwila, Washington. Our geotechnical studies evaluated the subsurface conditions and formulated our geotechnical engineering recommendations for use in the design and construction of the proposed project. Our geotechnical scope of services included: ► Drilling and sampling one soil boring. ► Performing geotechnical laboratory testing. I. Conducting engineering and seismic analyses. ► Preparing this geotechnical report. We provided our services in general accordance with our proposal dated July 11, 2007, which was authorized by Mr. Richard Chung on July 11, 2007. 2.0 SITE AND PROJECT DESCRIPTION The proposed Bank of America is located northeast of the intersection of Strander Boulevard and 61st Place South, as shown in the Vicinity Map, Figure 1. The proposed project site is within the parking lot on the south side of Southcenter Mall. The site is flat, at an approximate elevation of 30 feet. The proposed building footprint is an asphalt -paved parking lot that is currently being used as a soil stockpile area for the adjacent Southcenter Mall construction. Between 1959 and 1962, the project site was filled to the approximate existing ground surface with soils excavated from the upland slopes to the west. These fill materials were about 16 feet thick and were placed without systematic compaction or compaction quality control. The Site and Exploration Plan, Figure 2, shows the approximate location of the proposed building. We understand that the proposed building will be a one-story bank, although the 2 T-1-20780-001 -R I . doc/wp/LKD 1 21-1-20780-001 SHANNON &WILSON, INC. building has not yet been designed. When the building structural design has been completed, we should review the building loads to ensure that our recommendations are still applicable. 3.0 SUBSURFACE EXPLORATION We characterized the subsurface conditions across the building site based on one new soil boring and one previous soil boring. Figure 2 shows the approximate locations of the borings. An engineer from Shannon & Wilson, Inc. determined these locations by measuring from existing features and transposing from existing site plans. Theboring locations and elevations should be considered approximate. Appendix A, Subsurface Explorations, describes the methodology and procedures used for locating, drilling, and sampling the explorations. Figures A-2 and A-3 in Appendix A show the exploration logs. 4.0 LABORATORY TESTING We performed geotechnical laboratory tests on selected samples retrieved from the borings and used these tests to determine soil index and engineering properties. An experienced technician or engineer conducted the tests in the Shannon & Wilson soils laboratory. The soil tests included visual classification, natural water content, and fines content. Appendix B, Laboratory Test Procedures and Results, describes the test methods and summarizes the test results. The boring logs in Appendix A also show the natural water content and fines contents. 5.0 GEOLOGY The project site is located in the central portion of the Puget Sound Lowland (Lowland), an elongated topographic and structural depression bordered by the Cascade Mountains on the east and the Olympic Mountains on the west. The Lowland is characterized by low, rolling relief with some deeply cut ravines. In general, the ground surface elevation is within 500 feet of sea level. Glacial and nonglacial sediments filled the Lowland to significant depths during the Pleistocene Epoch, although bedrock outcrops in several locations throughout the area, including the ridge approximately one mile north of the project site. Elsewhere, the rock is deeply buried by Pleistocene and Holocene sediments. The depth to bedrock below the project site is not known. 21-1-20780-001-R1.doc/wp/LKD 2 21-1-20780-001 SHANNON &WILSON, INC. Geologists generally agree that at least four major glacial events occurred in the Puget Sound during the Pleistocene Epoch. These glaciations originated in the Coastal Mountains and the Vancouver Range of British Columbia, and advanced as far south as about halfway between Olympia and Centralia (about 80 miles south of Seattle). The Pleistocene stratigraphic record in the central portion of the Lowland is a complex sequence of glacially derived and interglacial sediments. Erosion of certain deposits, as well as local deposition of colluvial and alluvial sediments, complicates the geologic story. The project site is located in the Green River Valley, in what used to be a floodplain prior to human modification of one of the source tributaries (White River) at the turn of the century. Prehistorically, the site was an active tidal flat and marine estuary at the mouth of the Green/White Rivers. During the most recent glacial event, Vashon Drift soils comprised of silt, sand, and gravel were deposited across the area. Many of the glacial deposits were overridden by the advancing glaciers and consolidated under very high loads. Following the recession of the glacial ice from the Lowland, the ground rebounded and the sea level rose. Rebound ceased about 9,000 years ago, but sea level continued to rise until about 5,000 years ago. Post -glacial erosion and fluvial processes in the Green River Valley have removed and reworked the glacial deposits. As the delta of the Green/White Rivers advanced toward the Puget Sound, the delta deposited unconsolidated estuarine soils (silt and clay) and lahar runout sediments (sand) over the dense, glacial material. A lahar flow is a gravity -driven mixture of sediment and water that originates from a volcano (Mount Rainier in this case). Lahar flows can deposit sediments many miles from the point of origin. There have been several lahar flows in the Kent and Duwamish Valleys (including the project site) over the past 5,000 years (Zehfuss et al., 2003). 6.0 SUBSURFACE CONDITIONS Based on the soils encountered during the subsurface explorations, the site is underlain by a sequence of fill material, estuarine sediments, silty clay, and alluvial sand and gravel. The surface fill layer is approximately 16 feet thick and generally consists of medium dense, sand and silt. The fill overlies a deposit of estuarine sediments about 110 feet thick, consisting of very soft to soft silt and clay with numerous organic particles and discontinuous layers of fibrous peat. The 21-1-20780-001-R1 . d oc/wp/LKD 3 21-1-20780-001 SHANNON WILSON, INC. peat layers are generally less than.1 foot thick and are often mixed with clayey silt. We also encountered discontinuous lenses and layers of loose to medium dense sand within the thicker estuarine deposit. The sand layers, likely lahar runout deposits, vary from clean to silty and are discontinuous across the site. The lower 50 feet of the estuarine deposits is a layer of very soft, silty clay. Alluvial sediments, which consist of layers of silty sand, gravelly sand, and sandy gravel, underlie the silty clay of the estuarine deposits. These soils are dense to very dense and would be an adequate bearing layer for deep foundations. 7.0 ENGINEERING CONCLUSIONS AND RECOMMENDATIONS 7.1 General The soils at the project site consist of uncompacted fill over highly variable estuarine and compressible native soils. Alluvial sediments below the estuarine deposits will provide adequate support for the proposed structure. To reach these deposits, we recommend using deep foundations. The adjacent Southcenter Expansion Project has used three types of deep foundations: proprietary driven -grout piles, augercast concrete piles, and driven steel pipe piles. Driven -grout and augercast piles can be installed to depths of about 90 feet. The bearing depth for the piles at the Bank of America site will be approximately 145 to 165 feet. Therefore, we recommend using driven steel pipe piles to support the proposed building. The following paragraphs present our recommendations for deep foundations, as well as seismic design, floor slabs, methane venting, and earthwork. 7.2 Seismic Design Considerations 7.2.1 Ground. Motions The project is located in a moderately active seismic region. While the region has historically experienced moderate to large earthquakes (i.e., April 13, 1949, magnitude 7.1 Olympia Earthquake; April 29, 1965, magnitude 6.5 Seattle -Tacoma Earthquake; and February 28, 2001, magnitude 6.8 Nisqually Earthquake), geologic evidence suggests that larger 21-1-20780-0O1-R1.doc/wp/LKD 4 21-1-20780-001 SHANNON &WILSON, INC. earthquakes have occurred in the prehistoric past and will occur in the future (e.g., magnitude 8.5 to 9.0 Cascadia Subduction Zone Interplate events, magnitude 7.5 Seattle Fault events). We understand that the project will comply with the 2003 International Building Code (IBC, 2003). IBC 2003 requires that building design consider regional seismicity. Structures must be designed for earthquake ground motions with a 2 percent chance of being exceeded in 50 years (2,500 -year recurrence). Seismological input and site soil response factors determine 113C 2003 seismic design forces. The IBC seismological inputs are short -period spectral acceleration, Ss, and spectral acceleration at the 1 -second period, Si, shown in Figure 1615 in the code. Ss and S1 are for a maximum considered earthquake, which correspond to ground motions with a 2 percent probability of exceedance in 50 years, or about a 2,500 -year return period (with a deterministic maximum cap in some regions). The mapped spectral response acceleration (SRA) values, Ss and S1, at the project site are 1.347 gravity (g) and 0.464g, respectively. Please note that the SRA values for the IBC 2003 are from ground motion hazard studies completed by the U.S. Geological Survey (USGS) in 1996. If IBC 2006 is used, then the latest (2002) version of the USGS SRA maps should be used. At the project site, the 2002 SRA values, Ss and Si, are 1.424g and 0.488g, respectively. The difference between the 1996 and 2002 SRA values is around 5 percent. In our opinion, a 5 percent difference in the ground motion level would not affect geotechnical design. The site classification determines the site soil response factors. Our liquefaction hazard calculations, discussed in Section 7.2.2, indicate that scattered zones of the subsurface soils are potentially liquefiable. Potentially liquefiable soils generally correspond to site class SF. However, because of the limited extent of potentially liquefiable soils, it is our opinion that a site 1. ass sE adequately characterizes the site subsurface conditions. Based on the site classification and spectral acceleration values, we recommend a site coefficient; ' a 9 gild a site coefficient PAT14. *e assume that the proposed structure will have a period less than 0.5 second; IBC 2003 does not require a site-specific ground response evaluation for structures with periods less than 0.5 second. We have considered the effects of limited liquefaction on site stability, foundation capacity, and settlement, and present our conclusions in the following sections. 21-1-20780-001-R 1.doc/wp/LKD 5 21-1-20780-001 SHANNON &WILSON. INC. 7.2.2 Earthquake -induced Geologic Hazards Earthquake -induced geologic hazards that may affect a site include landsliding, fault rupture, settlenient, and liquefaction and associated effects (such as loss of shear strength, bearing, capacity failures, loss of lateral support, ground oscillation, and lateral spreading). Because of the flat site topography and the discontinuous liquefiable soils, we consider the risk of landsliding at this site to be low. The potential for fault rupture is also low. The nearest mapped fault (Johnson et al., 1999) is the southernmost strand of the east -west -trending Seattle Fault Zone. The Seattle Fault Zone is approximately 21/2 to 4 miles wide (north -south): The project site is located about 6 miles south of the southernmost strand. Evidence of Holocene rupture (i.e., movement within the last 10,000 years) has not been reported along the southernmost strand of the Seattle Fault. Liquefaction and related effects pose the most significant earthquake -induced geologic hazard at the site. We calculated factors of safety (FSs) against liquefaction for boring Standard Penetration Test (SPT) N -values. To calculate the FSs, we used design earthquake ground motions and empirical procedures established by the National Center for Earthquake Engineering Research (NCEER)-97-0022 (Youd and Idriss, 1997). We computed the FSs with IBC 2003 site class E parameters and a 0.34g peak ground acceleration (PGA) from a magnitude 7.0 source, located 41/2 miles away. The PGA represents the ground motion with a 2 percent likelihood of exceedance in 50 years, reduced as allowed by IBC 2003. Appendix C describes the liquefaction calculation methods and plots FSs versus depth. Some cohesionless and low -cohesion soils at the. site are susceptible to liquefaction. Most of the liquefaction -prone soils are thin sand layers that are either discontinuous laterally or display widely varying fines contents. So, localized liquefaction is more likely than widespread liquefaction. Lateral spreading is not likely. Historically, soil liquefaction within about 30 feet of the ground surface has caused most liquefaction damage. More uncertainty exists in estimating liquefaction potential in deeper soils (i.e., 60 feet or greater). We estimated post -liquefaction settlement using the methods of Tokimatsu and Seed (1987). We based our calculations on the FSs against liquefaction and estimates of relative density (using correlations with corrected SPT blow counts). Based on these calculations, we expect post -liquefaction settlement of 6 to 11 inches under the site. These values should be 21-1 -20780-001 -R1.doc/wp/LKD 6 21-1-20780-001 SHANNON FiWILSON, INC. considered estimates of post -earthquake ground behavior. Significant settlement variability, i.e., differential settlement, should be expected. The design of the proposed structure should consider liquefaction at the site. For example, utility connections to the structure should be flexible. We expect piles in liquefied areas to experience downdrag forces following & design -level earthquake. Downdrag is additional vertical shear stress along the length of a pile. This additional stress is caused by post - liquefaction settlement of soils above a liquefied layer. Downdrag forces at this site would be of relatively short duration. In our opinion, pile foundations could be adequately designed and installed to withstand downdrag forces while maintaining an adequate. FS against excessive settlements. We further discuss pile capacities and downdrag forces in Sections 7.3.2 and 7.3.3. 7.3 Deep Foundations 7.3.1 Pile Design Requirements Based on our subsurface explorations, engineering analyses, and a previously completed test pile program, we recommend that the proposed building be supported on closed-end steel pipe piles. We have performed analyses for ;1;2 .and .14 -inch -diameter .pilesi Other pile diameters may be appropriate and should be evaluated after the project structural engineer has determined the proposed building column loads. We should be contacted to assist the structural engineer in determining the optimum pile type, size, and depth for the anticipated column loads. 7.3.2 Axial Pile Capacities We analyzed pile capacities using an in-house computer program. We analyzed a single - pile case and did not consider group effects. The computer program determines allowable axial compressive capacity by summing allowable skin friction along the side of the pile and allowable end bearing at its tip. To determine allowable skin friction and end -bearing values, we applied an FS of 2 to the ultimate values. Figures 3 and 4 plot pile tip depth (penetration) versus allowable compressive and ultimate uplift capacity for 12- and 14 -inch -diameter piles, respectively. Based on the results of our analyses, it is our opinion that static loading conditions control deep foundation design. During a design -level earthquake, the sand layers surrounding some piles could liquefy to depths of about 75 feet, resulting in a temporary loss of skin friction. However, our pile capacity analyses assume that the fill material and estuarine deposits do not 21-1-20780-001-R 1. dodwp/LKD 7 21-1-20780-001 SHANNON 6WILSON. INC. contribute significant skin friction resistance; therefore, loss of shear strength in these soils would not significantly reduce the allowable capacity of the piles. Post -earthquake settlements in liquefied soils could induce downdrag loads on piles on the order of 80 to 90 kips. Because the piles would be installed to develop allowable capacities with an FS of at least 2.0, a temporary downdrag load of 90 kips would not reduce the FS below an acceptable valuefor the design -level earthquake, in our opinion. In our opinion, temporary downdrag loads could increase loads transferred to the tip of the pile, resulting in more end -bearing resistance. This could cause settlements up to % inch. We do not expect subsurface soils to settle and develop significant downdrag loads on pile foundations during static conditions because of the long settlement period (40 years) the site fills have already experienced. We recommend that piles be spaced no closer than three pile diameters (measured center - to -center) from either new or existing piles. We also recommend that piles bear in the medium dense to very dense, alluvial sand layer that underlies the estuarine deposits. We anticipate that the bearing depth for the piles will be approximately 145 to 165 feet. We recommend that our firm perform wave equation analyses to determine pile driving criteria for the pile diameter and capacity selected by the structural engineer, and the pile driving hammer selected by the contractor. 7.3.3 Estimated Settlements of Pile Foundations Based on the subsurface conditions encountered in the explorations, estimated pile design loads, and installation techniques, it is our opinion that the piles would experience relatively minor settlements upon loading. We estimate total pile settlements, including elastic strain, of steel pipe piles would be less than '/ inch. Because of the granular nature of the bearing soils, these settlements would be primarily elastic and would occur as the load is applied. No long- term settlements are anticipated. As discussed earlier, post -liquefaction ground settlements caused by a design -level earthquake could cause piles to settle up to an additional % inch. 7.3.4 Lateral Resistance We used the computer program LPILEPLus, Version 5.0 (Reese and Wang, 2004) to analyze 12- and 14 -inch -diameter steel pipe pile embedded to a depth of 150 feet. Based on loads we have encountered for similarly -sized buildings, we analyzed the piles for an axial load 21-1-20780-001-R1.doc/wp/LKD 8 21-1-20780-001 SHANNON6WILSON, INC. of 100 kips and a lateral load of 15 kips. We analyzed both free- and fixed -head conditions. Figures 5 and 6 present deflection, moment, and shear force versus depth along the piles, as predicted by the LPILE analysis. For both pile diameters, we anticipate less than %2 inch lateral deflection under our assumed loads. We recommend that the project structural engineer review the results presented in Figures 5 and 6 and contact us if additional analyses are warranted. 7.4 Floor Slabs A slab -on -grade could be considered as a floor slab for the proposed building. The magnitude of slab -on -grade settlement will depend on the amount of new fill that will be placed on the site to achieve the floor slab elevation of the proposed building. If the floor elevation is at or lower than the previous ground elevation at the site, the slab -on -grade would likely settle less than '/ inch under static conditions. In this case, the slab -on -grade would not experience long-term settlements because of the long settlement period (over 40 years) and preloading that the underlying soils have already experienced. If the floor elevation is significantly higher than the previous ground elevation at the site, additional settlements should be expected. Prior to slab -on -grade construction, we recommend that the Contractor proof -roll and compact the subgrade surface in accordance with our recommendations in Section 8.1.2. The Contractor should excavate any loose or soft zones detected during the compaction process and replace these areas with structural fill. For a rigid concrete slab built on compacted, very dense surfacing, we recommend using a modulus of subgrade reaction of 200 pounds per cubic inch (pci). Following a design -level earthquake (2,500 -year return period), a slab -on -grade could experience 6 to 11 inches of liquefaction -induced settlement, as discussed in Section 7:2:2. Differential settlements over a 20 -foot span could be 50 to 75 percent of the total settlement. A structurally - supported slab could be considered to mitigate liquefaction -induced settlements. Floor slabs -on -grade should be placed over a 4 -inch (minimum) -thick layer of capillary break gravel and a 6 -mil (minimum) plastic sheet vapor barrier. Capillary break gravel should have a maximum particle size of 3/4 inch and less than 3 percent fines passing the No. 200 sieve. The capillary break should be compacted to a dense condition with at least two passes of a vibrating plate compactor. 21 -1 -20780 -001 -RI .doc/wp/LKD 9 21-1-20780-001 SHANNON iWILSON. INC. 7.5 Methane Venting The designers of the Southcenter Mall expansion have incorporated methane venting systems in their design. The results of our subsurface explorations indicate a low potential for methane gas generation in the alluvial soils that contain organic material. While the potential is low, we believe it would be prudent to install a passive methane venting system to reduce the risks associated with methane accumulations in dead -air zones such as closets, mechanical rooms, etc. The passive venting system should include perforated polyvinyl chloride (PVC) pipe (4 -inch minimum diameter) bedded in the clean gravel capillary break layer described in Section 7.4. This layer is below the plastic sheet (6 mil minimum) vapor barrier. The perforated pipe should be installed on 10 -foot centers, or as needed to accommodate the structure's foundation. The pipe should have a slight slope up towards the outlet vent, which should be above the roof line. The outlet vent could be installed within a chase in the interior of the building, or within the exterior walls. We recommend checking the concentration of methane from the outlet vent approximately 6 and 12 months after construction to determine if the passive system should be converted to an active system through the addition of a fan. 7.6 Backfill Material, Placement, and Compaction All fill placed beneath areas to be paved or against below -grade walls (building or retaining walls) or other foundation elements should consist of structural fill. Structural fill should be placed on subgrade material that has been proof -rolled to a dense, unyielding condition. Structural fill should meet the Washington State Department of Transportation specification for Gravel Borrow (Section 9-03.14 [1]) but should have a maximum particle size of about 3 inches. During wet weather or wet conditions, the fill should not contain more than about 5 percent fines (material passing the No. 200 mesh sieve) by weight, based on the minus 3/ -inch soil fraction. Structural fill should not contain organics or deleterious material. It should be placed in horizontal lifts and compacted to at least 95 percent of its Modified Proctor maximum dry density (American Society for Testing and Materials [ASTM] D 1557, Method C or D), and should be deemed to be in a dense and unyielding condition. The thickness of loose lifts should not exceed 8 inches for heavy equipment compactors or 4 inches for hand -operated compactors. In landscaping areas, the backfill should be compacted to at least 90 percent of the Modified Proctor maximum dry density. 21.1-20780-001-R1 . doc/wp/LKD 10 21-1-20780-001 SHANNON &WILSON, INC. All utility trenches beneath flexible asphalt pavements and sidewalks also should be backfilled with Gravel Borrow; however, it should have a maximum diameter of 2 inches and should not have more than 5 percent passing the No. 200 sieve (wet sieve analysis, ASTM D 1140). Any fines should be nonplastic. The trench backfill should be placed in lifts not exceeding 4 inches if compacted with hand -operated equipment, or 8 inches if compacted with heavy equipment. Each lift should be compacted to a dense, unyielding condition and to at least 95 percent of the maximum dry density (ASTM D 1557) 18 inches or more below the pavement and/or sidewalk subgrade. We recommend a minimum cover over utilities of 2 feet from the crown of the pipes or conduits to the top of the pavement subgrade. Catch basins, utility vaults, and other structures installed flush with the pavement should be designed and constructed to transfer wheel loads to the base of the structure. Subgrade preparation for new utilities should follow the same general procedures outlined for structural fill placement. In our opinion, most of the fill soil at the site consists of silty sand with 20 to 40 percent fines. It is not suitable for reuse as structural fill unless the moisture content could be modified by scarification during warm, dry weather or treatment with lime/cement. In general, we recommend that the on-site fill not be reused as structural fill because the silt content is high and this soil is moisture sensitive. 8.0 CONSTRUCTION CONSIDERATIONS 8.1 Site Grading, Excavation, and Temporary Cut Slopes 8.1.1 Site Grading For safe working conditions and prevention of ground loss, excavation slopes should be the responsibility of the Contractor, who will be at the job site to observe and control the work. All current and applicable safety regulations regarding excavation slopes and shoring should be followed. Although we did not detect the presence of soil contaminants in our borings, the contractor would need to be prepared to segregate any soils suspected of containing contaminants. We should be notified immediately if contaminated soils are encountered or suspected during excavations. 21-1-20780-001-R 1. d oe/wp/LK D 11 21-1-20780-001 SHANNON &WILSON. INC. 8.1.2 Excavations Excavations could be accomplished with conventional excavating equipment, such as a dozer, front-end loader, or backhoe. For planning purposes, we recommend that temporary, unsupported, open -cut slopes be no steeper than 1.5 Horizontal to 1 Vertical (1.5H:1 V) in the near -surface fill soils. Flatter cut slopes could be required where loose soils or seepage zones are encountered. We recommend that all exposed cut slopes be protected with a waterproof covering during periods of wet weather to reduce sloughing and erosion. At this time, we are not aware of any need for temporary shoring or underpinning. If temporary shoring or underpinning is needed to support cuts adjacent to existing buildings, for example, then we should be notified so that additional analyses could be performed. Excavated material (or stockpiles of construction materials or equipment) should not be placed closer to the edge of any excavation than the depth of the excavation, unless the excavation is shored and such materials are accounted for as a surcharge load on the shoring system. Site grading to prepare for slab -on -grade structures should include the following: Remove material from the building footprint to establish the required subgrade elevation. Compact the exposed upper 1.5 feet of soil with heavy, vibrating -drum rollers (or equivalent) to at least 95 percent of the Modified Proctor maximum dry density (ASTM D 1557) under the observation of a field representative from Shannon & Wilson. ► Remove any soft/loose zones noted during rolling and replace those areas with structural fill material constructed in accordance with the recommendations presented in Section 7.6. A geotechnical engineer from our firm should observe mitigation of soft/loose zones. ► Place densely compacted, free -draining, well -graded, imported sand and crushed gravel or clean, crushed rock fill in the upper 18 inches beneath the slab elevation to increase the modulus of the subgrade, if required. If it is used to provide a capillary break layer, the upper 6 inches of the imported fill should have less than 3 percent fines (based on the minus 3% -inch fraction) and should have a maximum size of 4 inches. Compact all structural fill to at least 95 percent of the Modified Proctor maximum dry density. ► Install a vapor barrier under slabs of heated spaces. The design civil engineer should determine if sand between the vapor barrier and the concrete slab is required for concrete curing. 21-1-20780-001-R1. doc/wp/LKD 12 21-1-20780-001 SHANNON &WILSON. INC. 8.2 Steel Pipe Pile Installation 8.2.1 Pile -driving Equipment The Contractor should design, construct, and maintain all pile -driving equipment in a manner suitable for this project. If, in the opinion of the owner, the driving equipment is inadequate or deficient, the owner should direct the Contractor to remove it from the job site. The Contractor should pay all costs for remobilizing, removing, or replacing such equipment. The Contractor should furnish the manufacturer's specifications and catalog for the proposed driving hammer. 8.2.2 Pile -driving Conditions In our opinion, pile installation for the proposed building would encounter moderate driving conditions in the upper fill materials; easy driving conditions in the soft, clayey silt deposits; and moderate to hard driving conditions in the bearing sand layer. The soft silt layers could cause misfire of diesel hammers because of the minimal driving resistance. We recommend that the Contractor use a hammer that allows variable energy settings to drive the piles. 8.2.3 Monitoring Pile Driving Shannon & Wilson personnel should observe and evaluate all pile driving by making a continuous driving record of each pile. For this purpose, the Contractor should be required to mark the pile in 1 -foot increments. During restrike, additional 1 -inch increments between the 1 -foot marks would be required. The pile -driving record would include hammer stroke (diesel hammers), blows per foot, time, date, reasons for delays, and other pertinent information. In addition, the record would include tip elevation, specified criteria, and the initials of inspectors making final acceptance of the pile. The pile -driving records should be reviewed on a daily basis. It is difficult to visually estimate the energy delivered by diesel hammers. During construction, we recommend that the Saximeter, developed by Pile Dynamic, Inc., be used to record blow counts and stroke length that would correlate to driving energy. Use of the Saximeter during pile driving can verify that the hammer is developing enough energy to achieve the required axial capacity. 21-1-20780-001-RI.doc/wp/LKD 13 21-1-20780-001 SHANNON &WILSON, INC. 8.2.4 Vibrations and Noise Levels While we believe the risk for this project is low, some potential exists for damage to existing nearby buried utilities because of vibrations caused by pile -driving operations. If new piles are within 10 feet of existing sensitive buried utilities, we should be retained to develop and implement pile -driving vibration criteria for those existing structures and utilities. The criteria should consider the type and frequency of the vibrations, the structural design, and the existing condition of the structure. 8.3 Wet Weather Earthwork In this area, wet weather generally begins in October and continues through about May, although rainy periods could occur at any time of the year. Earthwork performed during the wet weather months would cost more and take longer to complete. Groundwater levels could also be higher during the rainy season. Groundwater and surface water runoff could enter into site excavations and would need to be intercepted by drainage ditches or trench drains, or otherwise removed. The soils at the site generally contain enough silt to produce an unstable mixture when wet. Such soils are susceptible to softening when wet. Standing water on the soil surface, along with construction activity, would result in disturbance and an unstable bearing surface that could require overexcavation. The following recommendations are applicable for pile caps, general excavation, floor slabs, or pavements: • If there is to be traffic over the exposed subgrade, the subgrade should be protected from disturbance. A lean concrete pad, about 2 or 3 inches thick (a "rat slab" or "mud slab"), could be placed immediately following excavation on the undisturbed soils. This could be done, as needed, to protect the exposed soils and act as a working surface. Overexcavation could be needed to accommodate this lean concrete pad. • The ground surface in the construction area should be sloped and sealed with a smooth - drum roller to promote rapid runoff of precipitation, to prevent surface water from flowing into excavations, and to prevent ponding of water. • Construction should be observed on a full-time basis by Shannon & Wilson personnel to determine that all unsuitable materials are removed, suitable drainage is achieved, and appropriate bearing surface results. • Covering work areas with plastic and/or sloping, ditching, pumping from sumps, and other dewatering measures should be employed as necessary to permit proper completion of the work. 21-1-20780-001 -Rl . doc/wp/LK D 14 21-1-20780-001 SHANNON & WILSON, INC. The above recommendations apply for all weather conditions but are most important for wet weather earthwork. They should be incorporated into the contract specifications for foundation and pavement construction. 8.4 Construction Observation We recommend that Shannon & Wilson review those portions of the plans and specifications that pertain to foundations and earthwork to determine if they are consistent with our recommendations. We also recommend that we observe the geotechnical aspects of construction, particularly the test pile program, pavement subgrade preparation, drainage, foundation installation, and backfill. This observation will allow us to verify the subsurface conditions as they are exposed during construction and to determine that the work is accomplished in accordance with our recommendations. 9.0 LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they presently exist, and further assume that the explorations are representative of the subsurface conditions at the Tukwila Bank of America project; that is, the subsurface conditions everywhere are not significantly different from those disclosed by the explorations. Within the limitations of the scope, schedule, and budget, the analyses, conclusions, and recommendations presented in this report were prepared in accordance_with generally accepted professional geotechnical engineering principles and practice in this area at the time this report was prepared. We make no other warranty, either express or implied. Our conclusions and recommendations are based on our understanding of the project as described in this report and the site conditions as interpreted from the explorations. If, during final design and construction, subsurface conditions different from those encountered in the field explorations are observed or appear to be present during pile installation, we should be advised at once so that we could review these conditions and reconsider our recommendations where necessary. If there is substantial lapse of time between the submission of this report and the start of work at the site, or if conditions have changed because of natural forces or construction operations at or adjacent to the site, we recommend that this report be reviewed to determine the applicability of the conclusions and recommendations concerning the changed conditions or the time lapse. 21-1-20780-001-R 1. doc/wp/LKD 15 21-1-20780-001 SHANNON 6WILSON, INC. We recommend that we review those portions of the plans and specifications pertaining to deep foundation installation, drainage, and earthwork to determine if they are consistent with our recommendations. This report was prepared for the exclusive use of Westfield Corporation, Inc., its structural engineer, and other members of the design team. It should be made available to prospective contractors for information on factual data only, and not as a warranty of subsurface conditions such as those interpreted from the exploration logs and presented in the discussions of subsurface conditions included in this report. Unanticipated soil conditions are commonly encountered and cannot fully be determined by merely by taking soil samples from a limited number of soil borings. Such unexpected conditions frequently require that additional expenditures be made to attain properly constructed projects. Therefore, some contingency fund is recommended to accommodate such potential extra costs. The scope of our geotechnical services did not include any environmental assessment or evaluation regarding the presence or absence of hazardous or toxic materials in the soil, surface water, groundwater, or air, on or below the site, or any evaluation for disposal of contaminated soils or groundwater should any be encountered, except as noted in this report. Shannon & Wilson, Inc. has prepared a document, "Important Information About Your Geotechnical Report," to assist you and others in -understanding the use and limitations of our reports. This document is included in this report as Appendix D. SHANNON & WILSON, INC. Jereir y N.utkovich Geotechnical Engineer `off01'1°4 JNB:MWP:TMG/jnb .GDM( 21-1-20780-001- R I . doc/wp/LKD 16 EXPIRES 4/21/ 011 Martin W. Page, P.E, Associate 21-1-20780-001 SHANNON 6WILSON, INC. 10.0 REFERENCES American Association of State Highway and Transportation Officials (AASHTO), 1993, Guide for design of pavement structures. American Society for Testing and Materials (ASTM), 2001, Annual book of standards, Construction, v. 4.08, Soil and rock (I): D 420 — D 4914: West Conshohocken, Pa. International Building Code, 2003, International Code Council, 2003. Johnson, S.Y., Dadisman, S.V., Childs, J.R., and Stanley, W.D., 1999, Active tectonics of the Seattle fault and Central Puget Sound, Washington — implications for earthquake hazards in Geological Society of America Bulletin, v. 111, no. 7, p. 1042-1053, July. Reese, L.C., and Wang, S.T., 2004, Documentation of computer program LPILEPLus, Version 5.0: Austin, Tex., Ensoft, Inc. Tokimatsu, K., and Seed, H.B., 1987, Evaluation of settlements in sands due to earthquake shaking: Journal of Geotechnical Engineering, v. 113, no. 8, p. 861-878. Youd, T.L., and Idriss, I.M., 1997, Proceedings of the NCEER Workshop on evaluation of liquefaction resistance of soils: NCEER technical report NCEER-97-0022, December 31. Zehfuss, P.H., Atwater, B.F., Vallance, J.W., Brenniman, H., and Brown, T.A., 2003, Holocene lahars and their by-products along the historical path of the White River between Mount Rainier and Seattle: Geological Society of America Field Guide 4, p. 209-223. 21 -1.20780 -001 -RI .doc/wp/LKD 17 21-1-20780-001 Date: 07-13-2007 Washington P`_R1 g 170TH, 7 ! ST. 0 I_14071 <! a' ST '9 44 S 4; '. 142 D ST v, LIB FOSTf HSS ST sri 22 h I $o Ad 4200 i 0 1.18 . $ 114 s `F 5 9l oNG , 0J401 ,' 5 �H, S 140 S 160 j vrl 14911 Pt .. K. 152ND 23 R: fs si . sT I• 1Isg it Pry S 15210 PL S r, 5 153RD ., 01?cram w %r -1 _.si 51 V.. ii ; 6460' -'. rUKW11A . �4` * =� ►�i� CH , 5 rKAW1 rU�.0/ N PKWY \ I Em4ss» 5 Lo BEs EYAH! �' SUITES ', ® 1 BIILC M ' 4 '\. GgfEi--.`I CRESTVIEW PARK S Wf-!SOUNDER 4 AMTRAK CASCADES 57A 5 167Th ST , 5sr ST STRANDS a W.QLFMAFF fL1159 16BTN S7 _ �a 5100 172ND 57 73RD 1-5' 0 5 172ND N a 1/4 PL 1/2 TUKWILA POND S 15571 57 ROW 8 26 rovo • CORPOR r DR f! CORPORA MiNKLfR DRSAgUitiffjir- PROJECT ✓ LOCATION Scale in Miles NOTE Reproduced with permission granted by THOMAS BROS. MAPS®. This map is copyrighted by Rand McNally R.L. 06-S-27. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. All rights reserved. 3 BLVD NTON TION REA70N 25 WETLANDS 1 T� ^'ll v), sw ' 33A0 QST 4 sit Bank of America Tukwila, Washington VICINITY MAP July 2007 21-1-20780-001 SHANNON WILSON, ConsA nts FIG. 1 U W 0 0 9 0 0 • \ N. ss ss r' , • • • J /'1 • / /' 0 4 3 U u BA -1 RB -1 m LEGEND Current Boring Designation and Approximate Location Previous Boring Designation and Approximate Location Strander Blvd. 0 F • • c > ♦ti • • • Ns • \\\\\\\\\' PROPOSED \ BANK OF AMERICA • • c • \ IL 's • y ' , RB -1 ♦ '`h\ \ `f. 50 100 Scale in Feet NOTE Figure adapted from electronic files provided by the client, received 7-13-2007. Bank of America Tukwila, Washington SITE AND EXPLORATION PLAN July 2007 21-1-20780-001 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. 2 p cap 32' 16 11' 1 -9. c -23 co m W -43 -93' -118' p GENERAUZED SOL PROFILE (BA -1) Medium dense to loose with depth, silty SAND/sandy SILT (SM/ML) V. loose, silty SAND (SM) V. soft, organic SILT (OL) Soft, fine sandy SILT (ML) Medium dense, slightly silty SAND (SP -SM) Medium dense, silty SAND (SM) Very soft silty CLAY / clayey SILT (CL/ML) Medium dense to very dense, silty SAND/GRAVEL (SM/GM) PILE TIP D n. s ESTIMATED AXIAL PILE CAPACITY (kips) 120 — 140 e 4 a 1 1 4 Ultimate Uplift Resistance ®Allowable Total Capacity -1 1 4 v r L r L r N 1- 0 0 20 40 60 NOTES 1. Allowable compressive capacity is a summation of allowable skin friction and end bearing. 2. Allowable skin friction and end bearing are obtained by applying a factor of safety (FS) of 2.0 to the estimated ultimate values. 3. Calculations assume static loading conditions with settlement. 4. Calculations assume ground water at elevation of 16 feet (16 feet below existing ground surface). 5. Piles must bear in the medium dense sand/gravel layer below elevation -93 feet. 80 100 120 140 160 180 20C Bank of America Tukwila, Washington ESTIMATED AXIAL CAPACITY 12-IN-DIAM. STEEL PIPE PILE July 2007 21-1-20780-001 SHANNON & WILSON, INC. I FIG. 3 Geotechnical and Environmental Consultants pilcap6p(v2)-/716/200/4 !EEL 13A-1 S 1 A 1 IC 14In.xls 32' 16' 11' 1 -9' a) c -23' co W -43' -93' -118' GENERALIZED SOIL PROFILE (BA -1) Medium dense to loose with depth, silty SAND/sandy SILT (SM/ML) V. loose, silty SAND (SM) V. soft, organic SILT (OL) Soft, fine sandy SILT (ML) Medium dense, slightly silty SAND (SP -SM) Medium dense, sty SAND (SM) Very soft silty CLAY / clayey SILT (CL/ML) Medium dense to very dense, silty SAND/GRAVEL (SM/GM) PILE TIP DEPTH (feet) ESTIMATED AXIAL PILE CAPACITY (kips) 100 120 140 L a Ultimate Uplift Resistance Allowable Total Capacity 1 ti i a L r L \ \ \ r L 0 20 40 60 80 100 120 140 160 NOTES 1. Allowable compressive capacity is a summation of allowable skin friction and end bearing. 2. Allowable skin friction and end bearing are obtained by applying a factor of. safety (FS) of 2.0 to the estimated ultimate values. 3. Calculations assume static loading conditions with settlement. 4. Calculations assume ground water at elevation of 16 feet (16 feet below existing ground surface). 5. Piles must bear in the medium dense sand/gravel layer below elevation -93 feet. 180 20C Bank of America Tukwila, Washington ESTIMATED AXIAL CAPACITY 14-IN-DIAM. STEEL PIPE PILE July 2007 21-1-20780-001 SHANNON & WILSON, INC. I PIG. 4 Geotechnical and Environmental Consultants P 1' O O N 1 1 I I O I I o I , r NI Moment (klps-ft) 0 0 0 O 0 0 O T• (V r r 0 0 0 C y;dad I I I I I , r r I I I I 1 I L 1 I I , I I I I I I I 1 I 1 I I 1 c 0 - 0 0 co 0 0 to C WLU v Q.l IL. LuJ WNO uJ a.0 CO O 0 C c O "O c O U a m m lL ®Fixed -Head Condition r r O r 0 c0') (;aa;) y;daa 0 (NI O 0 1 L 1 1 L J 0 0 0 0 N 0) �} (;aa;) y;daa 0 0 w 0 Very Loose Sand Very Soft Organic Silt Soft Silt m N c m O 13 c E co m c4 Vi Cm L N 0, 0. 8E J 0) -. 0O O N :--• m O) r O v a W t0 cn 7 A -a `h -am m a ttm m m 2a co m m "a4. 0. w 0. m real ° 2 3 o m ' rn o m a co 0 n _ .,C _° c T c m o a u o c 0 a, m m co Ii a 0 w E :E o .n a0n m 2c v) e co E co B O J ,1 m m OE y J m m J m a E m E m co mE m ��'� m m(� N e 03 CI) Q O) 13 co c a Q 5. Groundwater level assumed at depth of 16.5 feet. Wco J_ Qa za Q J W Lu Z I— <N0) W W W �CC 2a wz ' N 21-1-20780-001 0 LJ. IS c m o 'a o M U m 8 mm a - a & _ N C 2 c "U .a)Ny 08X 17 o. = O I.' O` c 8 O O m a m C d m m N E y m Ul 43 co (00 Q °m 'a m m to 43 >. m m ° m E c 0.Q ° Qc -a 6 0 of M N M 0 FIG.5 d O 0 N O 0 H a o L O m (q 0 • 0 . • Moment (kips -ft) 0 0 N O 0 0 0 0 0 0 o m 0 0 0 0 N O m 00 0 0 � W UJ N Q W QQJ IL J LT- UJD0 Izma 0 CO O N O 0 o N 0 O d (0 CO y;daa 0 ti r T y - Free -Head Condition ®Fixed -Head Condition 0 0 0 0 0 0i y;dap O m O n 1 r O 0 N 0 0 y;daa O 7n 0 co 0 r .. IN Very Loose Sand Very Soft Organic Silt Soft Silt m u, c a) O c E caw 2 N a a. m id 2 m fn c C U m U o 0 3 m m E m o5 y 0 0 m m a) m m a a 2 IS 0. .c o. m m m L- •o. 5. Groundwater level assumed at depth of 16.5 feet. CD W _J Cl)- m o ¢ a o C W u j < 0 E en <o o� Hcn ce C ca CO H RI CCM I- ga Wz_ 5' v 21-1-20780-001 15 c m 0 0 0 c r-i w g 0 m 17 RI a 1 3 m 0 O Q7 o ca y o. c x 0 i o 0 c aoa m o o. m E E m CA 07 V7 Q 0 m N F2 .0 ' m CO mT mw o CO co E <° -<a co t: 0 O m .c Za. c uoi m 8 J 0..Vj E 0 00 0 cN p :( .y o 'D CI 0 7 Z. 10 E� m m I ci •00 c m N m 03 U N m m '0. 0. w a. 02 8 a 2 3 ix o m m o m _o, v7 Z. _ 7m/7 m 2 LQ C C a c m o o. q c o• c m _. m m m u c. 0 0 0 a c> -on u a c m1 o o n m m :Ea' oawJe E mam E To' y l0 EEti. N (13 J Q Nm mcam O) >. 10 ¢ CO F- 0 J c a 0 0 0 O I FIG. 6 l APPENDIX A SUBSURFACE EXPLORATIONS SHANNON F&WILSON. INC. 21-1-20780-001 SHANNON &WILSON, INC. APPENDIX A SUBSURFACE EXPLORATIONS TABLE OF CONTENTS Page A.1 CURRENT SUBSURFACE EXPLORATIONS A-1 A.2 PREVIOUS SUBSURFACE EXPLORATIONS A-1 A.3 SOIL SAMPLING A-1 A.4 REFERENCES A-2 LIST OF FIGURES Figure No. A-1 Soil Classification and Log Key (2 sheets) A-2 Log of Boring BA -1 (2 sheets) A-3 Log of Boring RB -1 (May 2006) (3 sheets) 21 -1 -20780 -001 -R1 -AA. doc/wp/LKD A -i 21-1-20780-001 SHANNON &WILSON, INC. APPENDIX A SUBSURFACE EXPLORATIONS A.1 CURRENT SUBSURFACE EXPLORATIONS We performed one soil boring on July 16, 2007, designated BA -1, for the Bank of America project. The location of the soil boring is shown in the Site and Exploration Plan, Figure 2. A representative from our firm determined the location by taping from existing site features. The log for the soil boring is presented as Figure A-2. Gregory Drilling, Inc., under subcontract to Shannon & Wilson, Inc., drilled soil boring BA -1 using a CME 85 truck -mounted drill rig and mud -rotary drilling techniques. The mud -rotary method consists of drilling the subsurface soils and removing the cuttings by circulation of a bentonite/water mix drilling mud. A settling tank at the ground surface collected the cuttings while the mud was recirculated into the boring. Gregory Drilling, Inc. transferred all cuttings into drums and disposed of them. A.2 PREVIOUS SUBSURFACE EXPLORATIONS We evaluated subsurface information from a previous exploration to supplement geotechnical information derived from the recent boring. Our firm previously performed a soil boring in the project vicinity in 2005. Section A.4 references this study. The soil boring designation and location are shown in the Site and Exploration Plan, Figure 2. The log for this soil boring is presented as Figure A-3. A.3 SOIL SAMPLING A Shannon & Wilson, Inc. representative observed previous and current drilling operations. Our representative collected soil samples and prepared a log for each boring. During the explorations, disturbed (split -spoon) samples were retrieved from the borings at 21/2- to 5 -foot depth intervals. Retrieved samples were field screened for the potential presence of contamination. Field screening methods included visual and olfactory observations. To obtain disturbed soil samples, Standard Penetration Tests (SPTs) were performed in general accordance with the American Society for Testing and Materials (ASTM) Designation: D 1586, 21-1-20780-001-R I -AA.doc/wp/LKD A-1 21-1-20780-001 SHANNON 6WILSON, INC. Test Method for Penetration Test and Split -Barrel Sampling of Soils (ASTM, 2002). The SPT consists of driving a 2 -inch outside -diameter (O.D.) split -spoon sampler a total distance of 18 inches below the bottom of the drilled hole with a 140 -pound hammer falling 30 inches. The number of blows required to cause the last 12 inches of penetration is termed the Standard Penetration Resistance (N -value). When the resistance exceeded 50 blows for 6 inches or less penetration, the test was terminated and the number of blows and the corresponding penetration were recorded. The Standard Penetration Resistance values are plotted on the boring logs presented in Appendix A. These values provide a means for evaluating the relative density of granular soils and the relative consistency (stiffness) of cohesive soils. SPT samples were classified in the field and recorded on the logs by our field representative. Samples were placed in airtight jars and returned to our laboratory for testing. A.4 REFERENCES American Society for Testing and Materials (ASTM), 2002, 2002 Annual book of standards, Construction: v. 04.08, Soil and rock (I): West Conshohocken, Pa. Shannon & Wilson, Inc., 2005, Geotechnical report, Westfield Shoppingtown Southcenter Expansion, Tukwila, Washington: Shannon & Wilson, Inc., Seattle, Wash., report no. 21-1-20189-004, September. 21-1-20780-001 -R1-AA.doc/wp/LKD A-2 21-1-20780-001 Shannon & Wilson, Inc. (S&I,40, uses a soil classification system modified from the Unified Soil Classification System (USCS). Elements of the USCS and other definitions are provided on this and the following page. Soil descriptions are based on visual -manual procedures (ASTM D 2488-93) unless otherwise. noted. S&W CLASSIFICATION OF SOIL CONSTITUENTS o MAJOR constituents compose more than 50 percent, by weight, of the soil. Major consituents are capitalized (Le., SAND). • Minor constituents compose 12 to 50 percent of the soil and precede the major constituents (i.e., silty SAND). Minor constituents preceded by "slightly" compose 5 to 12 percent of the soil (i.e., slightly silty SAND). • Trace constituents compose 0 to 5 percent of the soil (i.e., slightly silty SAND, trace of gravel). MOISTURE CONTENT DEFINITIONS Dry Absence of moisture, dusty, dry to the touch Moist Damp but no visible water Wet Visible free water, from below water table ABBREVIATIONS ATD At Time of Drilling Elev. Elevation ft feet FeO Iron Oxide MgO Magnesium Oxide HSA Hollow Stem Auger ID Inside Diameter In inches lbs pounds Mon. Monument cover N Blows for last two 6 -inch increments NA Not applicable or not available NP Non plastic OD Outside diameter OVA Organic vapor analyzer PID Photo -ionization detector ppm parts per million PVC Polyvinyl Chloride SS Split spoon sampler SPT Standard penetration test USC Unified soil classification WLI Water level indicator GRAIN SIZE DEFINITION DESCRIPTION FINES SAND* - Fine - Medium - Coarse GRAVEL* - Fine - Coarse COBBLES BOULDERS SIEVE NUMBER AND/OR SIZE < #200 (0.08 mm) #200 to #40 (0.08 to 0.4 mm) #40 to #10 (0.4 to 2 mm) #10 to #4 (2 to 5 mm) #4 to 3/4 inch (5 to 19 mm) 3/4 to 3 inches (19 to 76 mm) 3 to 12 inches (76 to 305 mm) > 12 inches (305 mm) * Unless otherwise noted, sand and gravel, when present, range from fine to coarse in grain size. RELATIVE DENSITY / CONSISTENCY COARSE-GRAINED SOILS N, SPT, BLOWS/FT. 0-4 4-10 10-30 30 - 50 Over 50 RELATIVE DENSITY Very loose Loose Medium dense Dense Very dense FINE-GRAINED SOILS N, SPT, RELATIVE BLOWS/FT. CONSISTENCY Under 2 Very soft 2-4 Soft 4-8 8-15 15-30 Over 30 WELL AND OTHER SYMBOLS Bent. Cement Grout Bentonite Grout Bentonite Chips Silica Sand PVC Screen 11 Vibrating Wire ..r000 Medium stiff Stiff Very stiff Hard Surface Cement al Asphalt or Cap Slough Bedrock Bank of America Tukwila, Washington SOIL CLASSIFICATION AND LOG KEY July 2007 21-1-20780-001 SHANNON & WILSON, INC. I FIG. A-1 Geotechnlcal and Environmental Consultants Sheet 1 of 2 a 4T F 1/44, SOLuC MAJOR DIVISIONS .�►S F CAS ION 74(9g pp�`;2 8 snn�rusc GROUP/GRAPHIC SYMBOL TYPICAL DESCRIPTION COARSE- GRAINED SOILS (more than 50% retained on No. 200 sieve) FINE-GRAINED SOILS (50% or more passes the No. 200 sieve) HIGHLY - ORGANIC SOILS Gravels (more than 50% of coarse fraction retained on No. 4 sieve) Clean Gravels (less than 5% fines) •" GW' I'• � GP 33 o(1\o a )o DC Well -graded gravels, gravels, graver%sand mixtures,litttle or no fines. Poorly graded gravels, gravel -sand mixtures, little or no fines Gravels with Fines (more than 12% fines) GM Silty gravels, gravel -sand -silt mixtures GC • iI Clayey gravels, gravel -sand -clay mixtures Sands (50% or more of coarse fraction passes the No. 4 sieve) Silts and Clays (liquid limit less than 50) Clean Sands (less than 5% fines) sw Well -graded sands, gravelly sands, little or no fines SP Poorly graded sand, gravelly sands, little or no fines Sands with Fines (more than 12% fines) Inorganic SM SC ML Silty sands, sand -silt mixtures Clayey sands, sand -clay mixtures Inorganic silts of low to medium plasticity, rock flour, sandy silts, gravelly silts, or clayey silts with slight plasticity CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays,lean clays Organic OL Organic silts and organic silty clays of low plasticity Silts and Clays (liquid limit 50 or more) Inorganic Organic Primarily organ'c matter, dark in color, and organic odor MH Inorganic silts, micaceous or diatomaceous fine sands or silty soils, elastic silt _ PT Inorganic clays or medium to high plasticity, a sticity, sandy fat clay, or gravelly fat Y Organic clays of medium to high plasticity, organic silts Peat, humus, swamp soils with high organic content (see ASTM D 4477) NOTE: No. 4 size = 5 mm; No. 200 size = 0.075 mm NOTES 1. Dual symbols (symbols separated by a hyphen, i.e., SP -SM, slightly silty tine SAND) are used for soils with between 5% and 12% fines or when the liquid limit and plasticity index values plot in the CL -ML area of the plasticity chart. 2. Borderline symbols (symbols separated by a slash, i.e., CL/ML, silly CLAY/clayey SILT; GW/SW, sandy GRAVEL/gravelly SAND) indicate that the soil may fall into one of two possible basic groups. Bank of America Tukwila, Washington SOIL CLASSIFICATION AND LOG KEY July 2007 21-1-20780-001 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A-1 Sheet 2 of 2 7.GPJ 7/24/07 R LOG E 21-20 Total Depth: 156.5 ft. Northing: Drilling Method: Mud Rotary Hole Diam.: 6 in. Top Elevation: — 32 ft. Easting: Drilling Company: Gregory Drilling Rod Diam.: 2 -inch Vert. Datum: Station: Drill Rig Equipment: CME -85 Truck Rig Hammer Type: Automatic Horiz. Datum: Offset Other Comments: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materialsand drilling methods. The stratification n. lines indicated below represent the approximate boundaries d between materfal types, and the transition may be gradual. \ASPHALT. [ 0.3 Medium dense to loose with depth, gray, silty, fine SAND/sandy SILT; moist; (Fill) SM/ML. Very loose, gray to blue -gray, slightly gravelly, silty, fine SAND; wet; SM. Very soft, brown -gray, trace to slightly sandy, organic SILT; wet; numerous wood fragments and fibers; OL. Soft, gray -brown, fine sandy SILT; wet; scattered fine root particles and local partings of black, fine sand; ML. Medium dense, black, slightly silty fine SAND; wet; homogeneous; SP -SM. Medium dense, gray -black, silty fine SAND; scattered silt partings; SM. Very soft, dark gray, silty CLAY/clayey SILT; wet; blocky with scattered shell fragments; MUCL. CONTINUED NEXT SHEET 16.5 21.5 31.5 a C0 N a. co v rr= PENETRATION RESISTANCE (blowsltoot) m ♦ Hammer Wt. & Drop: 140 lbs / 30 inches 0 •A A .J ti 41.5 --- •JJ J:. 55.0 •:y 12T :y • 75.0 3= 1o= 111 13= 141 ).EGEND * Sample Not Recovered g Ground Water Level ATD Standard Penetration Test NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 4. The hole location was measured using a cloth tape from existing site features and should he considered aooroximate. 0 0, o' 10 20 30 40 50 60 - 70 80 90 20 40 60 20 40 60 O % Fines (<0.075mm) • % Water Content Plastic Limit l--1--1 Liquid Limit Natural Water Content Bank of America Tukwila, Washington LOG OF BORING BA -1 July 2007 21-1-20780-001 SHANNON & WILSON, INC. � FIG. A-2 Geotechnical and Environmental Consultants Sheet 1 of 2 • MASTER LOG Total Depth: 156.5 ft. Northing: Drilling Method: Mud Rotary Hole Diam.: 6 in. Top Elevation: — 32 ft. Easting: Drilling Company. Gregory Drilling Rod Diam.: 2 -inch Vert. Datum: Station: Drill Rig Equipment: CME -85 Truck Rig Hammer Type: Automatic Horiz. Datum: Offset Other Comments: SOIL DESCRIPTION Refer to the report text fora proper understanding of the subsurface materials and drilling methods The stratification lines indicated below represent the approximate boundaries between material types, and the transition may be gradual. to en m a. to to Very loose, gray -blue, fine, silty SAND; wet; scattered shell fragments; SM. Medium dense to dense, dark gray, silty, fine to medium SAND; wet; interbedded with ocasional layers of stiff to hard, trace to sandy SILT with scattered wood fragments; SM/ML. Very dense, gray, slightly silty sandy GRAVEL; \wet; GP -GM. BOTTOM OF BORING COMPLETED 7/16/2007 2 r 125.0 128.0 154.0 156.5 i 1a= 19 2 21 -T - 2 1T 2 110 120 : ..• :: ;._ ..:_„_ _: • PENETRATION RESISTANCE (blows/foot) ♦ Hammer Wt. & Drop: 140 lbs/30 inches 0 20 40 60 130 140 150 160 :-•-.-... 170 180 :..:::::..:... _ C.:::• :..:_:_. • • 190 ....:..: _:_�..:..:..;._:._ ._::: .. .. .. .. . ,.:..: Total Depth: 200.5 ft. Northing: Drilling Method: Top Elevation: – 24 ft. Easting: Drilling Company: Vert. Datum: Station: Drill Rig Equipment: Horiz. Datum: Offset Other Comments: Hole Diam.: Rod Diam.: Hammer Type: SOIL DESCRIPTION Refer to the report text far a proper understanding of the subsurface materials and drilling methods. The stratfkation lines represent the approximate boundaries between material types, and the transition may be gradual. Asphalt pavement. Medium dense to loose with depth, gray, clayey, silty, fine to medium SAND; moist; (Fill) SM. Loose, gray, clayey, silty, fine to medium SAND; moist; SM. Loose, brown, clayey SILT with numerous organics; moist; ML. Soft, dark brown, slightly clayey, silty PEAT; fine to coarse (1/2 -inch) fibers and bark moist; PT. i Soft, brown, organic -rich CLAY; moist OH. Loose to medium dense, black, dean to slightly silty, fine to medium SAND; moist to wet SP. Medium dense, dark gray, silty, fine SAND to fine sandy SILT with scattered clean sand lenses; wet; SM/ML. Very loose and very soft, dark gray, slightly sandy to sandy SILT and clayey SILT with trace of organics; sulfur odor, wet; MUMH. CONTINUED NEXT SHEET 0.:1 15.0 20.5 27.0 30.0 33.0 53.0 68.0 0 .a A • 0 0 E 0. 0. a 2 2 at a. m 0) 1= 2= 3= 4= � s 7= a= 9]_[ to—f- 12= oT 12= 13= 14= 15-1- 5T 167- 167- 17= 17= 1a= 19 ]I 20= 21= 22= 23 IE 24m c c 9 PENETRATION RESISTANCE (blows/foot) A Hammer Wt: & Drop: a 0 0 20 40 10 _:..;:_ . 20 ..` • 60 30,.. • 50 60 70 80 90 LEGEND * Sample Not Recovered Standard Penetration Test ]I Thin Wall Sample NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. 0 20 40 O % Fines (<0.075mm) • % Water Content Plastic Limit 1-410---1 Liquid Limit Natural Water Content 60 Westfield Shoppingtown Southcenter Expansion Tukwila, Washington LOG OF BORING RB -1 September 2005 21-1-20189-005 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A-3 Sheet 1 of 3 67 74 @§ lag 2 MASTER LOG E 21-20189.GPJ 21-20617.GPJ 7/24/07 Total Depth: 200.5 ft. Northing: Drilling Method: Top Elevation: -24 ft. Easting: Drilling Company: Vert Datum: Station: Drill Rig Equipment: Horiz. Datum: Offset Other Comments: Hole Diam.: Rod Diem.: Hammer Type: SOIL DESCRIPTION Refer to the report text fa a proper understanding of the subsurface materials and drilling meithods. The stratification lines represent the approximate boundaries between material types, and the transition may be gradual. Very loose to medium dense, gray, silty SAND with scattered organics and shells; wet; SM. Soft, light gray and light brown, sandy SILT with scattered organics; moist; ML. Medium dense, black with trace red, clean to slightly silty, fine to medium SAND; wet; SP. Medium stiff, gray, slightly fine sandy SILT; numerous organics organics (wood debris); moist; ML. Very dense, gray, clean to slightly silty, sandy GRAVEL; moist; GW. Medium dense to very dense, dark gray, stratified layers of silty, fine SAND and trace silty to slightly silty, trace gravelly to gravelly SAND; moist; scattered organics (wood debris) at top of layer, SM/SP-SM. Dense to very dense, clean to slightly silty, sandy GRAVEL; wet; GW. CONTINUED NEXT SHEET LEGEND Sample Not Recovered I Standard Penetration Test II Thin Wall Sample. ca. 120.0 132.5 138.0 147.5 150.0 157.0 187.0 0 u) •••• . . • . ..•••••••• • • •••• .1r. el • • ••• • • • • ••••••••• .. • . •4. tip 6 se 0. 6 E 0. ci a) 0. E 25 26 27 28 29 30= 31= 32= 33= 34= 35= 36= 37-7 33= 39= 40= 411: 42= 43= 44= NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. s 0 8 w 110 120 130 140 150 160 170 180 190 PENETRATION RESISTANCE (blowsffooq A Hammer Wt. & Drop: 0 20 40 60 : : : : F -F • F -F : : : : : : : : : : : : : ' • : : : : : :29r, : : : : • : . . • ^ --•._•••••• •.- 20 40 60 o % Anes (<0.075mm) • % Water Content Plastic Limit F-0-0 Liquid Limit Natural Water Content Westfield Shoppingtown Southcenter Expansion Tukwila, Washington LOG OF BORING RB -1 September 2005 21-1-20189-005 Geotechnical and Environmental Consultants SHANNON & WILSON, INC. FIG. A-3 Sheet 2 of 3 0 a. n. 1 m N a cs ai m 0 r N w 0 w f - y 3 Total Depth: 200.5 R. Northing: Drilling.Method: Top Elevation: - 24 R. Easting: Drilling Company: Vert. Datum: Station: Drill Rig Equipment Horiz. Datum: Offset Other Comments: Hole Diam.: Rod Diam.: Hammer Type: SOIL DESCRIPTION Refer to the report text for a proper understanding of the subsurface materials and drilling methods. The stratification lines represent the approximate boundaries between material types, and the transition may be graduaL BOTTOM OF BORING COMPLETED 10/27/2004 LEGEND • Sample Not Recovered Standard Penetration Test ]I Thin Wall Sample 0) 201.5 0 E, CO 00 E 0. 0. ci a NOTES 1. Refer to KEY for explanation of symbols, codes, abbreviations and definitions. 2. Groundwater level, if indicated above, is for the date specified and may vary. 3. USCS designation is based on visual -manual classification and selected lab testing. o, C, a E N 210 220 230 240 250 260 270 280 290 PENETRATION RESISTANCE (biowsifoot) A 'Hammer Wt. & Drop: 0 20 40 • • • 20 40 60 O % Fines (<0.075mm) ® % Water Content Plastic Limit 1-4111--1 Liquid Limit Natural Water Content Westfield Shoppingtown Southcenter Expansion Tukwila, Washington LOG OF BORING RB -1 September 2005 21-1-20189-005 SHANNON & WILSON, INC. Geotechnical and Environmental Consultants FIG. A-3 Sheet 3 of 3 SHANNON 6WILSON. INC. APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS 21-1-20780-001 SHANNON .WILSON. INC. APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS TABLE OF CONTENTS Page B.1 INTRODUCTION B-1 B.2 VISUAL CLASSIFICATION B-1 B.3 WATER CONTENT DETERMINATION B-1 B.4 FINES CONTENT B-2 B.5 REFERENCE 21-1-20780-001-R1 -AB.doc/wp/LKD B -i • B-2 21-1-20780-001 SHANNON &WILSON,INC. APPENDIX B LABORATORY TEST PROCEDURES AND RESULTS B.1 INTRODUCTION This appendix contains descriptions of the procedures and the results of laboratory tests performed on the soil samples obtained from the field exploration for the Bank of America project in Tukwila, Washington. We tested the samples to determine the basic index properties and the engineering characteristics of the soils within the project site. The Shannon & Wilson, Inc. laboratory in Seattle, Washington, conducted the testing during July 2007. Laboratory testing consisted of visual classification of all sail samples, natural moisture content determination of all soil samples, and fines content for four soil samples. B.2 VISUAL CLASSIFICATION Each of the soil samples recovered from the borings was visually reclassified in our laboratory using a system based on the American Society for Testing and Materials' (ASTM) Designation: D 2487, Standard Test Method for Classification of Soil for Engineering Purposes, and ASTM Designation: D 2488, Standard Recommended Practice for Description of Soils (Visual -Manual Procedure). These ASTM standards use the Unified Soil Classification System (USCS). The USCS is described in Figure A-1. The visual classification made using this system allows for convenient and consistent comparison of soils from widespread geographic areas. The individual sample classifications have been incorporated into the soil descriptions on the boring logs presented in Figures A-2 and A-3. B.3 WATER CONTENT DETERMINATION The natural water content of 26 soil samples recovered from the field explorations was determined in general accordance with ASTM Designation: D 2216, Standard Method of Laboratory Determination of Water (Moisture) Content of Soil, Rock, and Soil -Aggregate Mixtures. Comparison of natural water content of a soil with its index properties can be useful in 1 American Society for Testing and Materials (ASTM), 2002, 2002 Annual book of standards, Construction v. 04.08, Soil and rock (I): D 420 — D 5779: West Conshohocken, Pa. 21-1-20780-001-R1-AB.dodwpILKD B-1 21-1-20780-001 SHANNON FiWILSON, INC. characterizing soil unit weight, consistency, compressibility, and strength. Water content is plotted on the boring logs presented in Appendix A. B.4 FINES CONTENT Fines content determinations were performed on selected samples of granular soils in general accordance with ASTM D 422, Standard Method for Particle -Size Analysis of Soils. Fines contents are plotted on the boring logs presented in Appendix A. Fines contents are used to assist in classifying soils and to provide correlation with soil properties, including permeability, capillarity, susceptibility to liquefaction, and sensitivity to moisture. B.5 REFERENCE American Society for Testing and Materials (ASTM), 2002, 2002 Annual book of standards, Construction v. 04.08, Soil and rock (I): D 420 — D 5779: West Conshohocken, Pa. 21-1-20780-001-R 1-A13.doc/wp/LKD B-2 21-1-20780-001 APPENDIX C LIQUEFACTION POTENTIAL SHANNON FjWILSON, INC. 21-1-20780-001 APPENDIX C LIQUEFACTION POTENTIAL TABLE OF CONTENTS C.1 LIQUEFACTION POTENTIAL C.2 REFERENCE LIST OF FIGURES Figure No. C-1 Results of Liquefaction Analyses, Boring BA -1 C-2 Results of Liquefaction Analyses, Boring RB -1 21-1-20780-001-RI-AC.doc/wp/LKW C -i SHANNON 6WILSON. INC. Page C-1 C-1 21-1-20780-001 SHANNON FiVVILSON, INC. APPENDIX C LIQUEFACTION POTENTIAL C.1 LIQUEFACTION POTENTIAL Liquefaction potential of the subsurface soils was estimated using the Standard Penetration Test (SPT) N -values for samples obtained in the borings and their measured fines content. The factor of safety (FS) against liquefaction was determined for each SPT based on Seed's simplified empirical procedure and in accordance with National Center for Earthquake Engineering Research (NCEER) technical report NCEER-97-0022 (Youd and Idriss, 1997). FSs were calculated for ground motions consistent with the recommended design ground motions (i.e., earthquake magnitude of 7 and a peak ground acceleration of 0.34g). The calculated FSs for each boring are plotted in Figures C-1 through C-3. C.2 REFERENCE Youd, T.L., and Idriss, I.M., 1997, Proceedings of the NCEER Workshop on evaluation of liquefaction resistance of soils: NCEER technical report NCEER-97-0022, December 31. 2 1 - 1 -20780-00 1 -R1 -AC.doc/wp/LKD C-1 21-1-20780-001 7242007-UQUEF_& 1xls-author SUBSURFACE PROFILE (Based on Boring BA -1) Med. Dense to loose with depth, silty fine SAND/sandy SILT (SM/ML) Very loose, slightly gravelly, silty fine SAND (SM) Very soft, trace to slightly sandy organic SILT (OL) Soft, fine sandy SILT (ML) Medium dense, slightly silty, fine SAND (SP -SM) Medium dense, silty fine SAND (SM) Very soft silty CLAY (CL) 0.0 0 FACTOR -OF -SAFETY AGAINST LIQUEFACTION (FS) 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3 1.4 1.8 10-----1- 20 m W cc0 LL z 0 z 40 .- 0 /IY 0 .1 m X WO . - 6o r 0 60 70 80 L 4- L ----/---'4---J---J----4 r r r r • L L • J _ _ _ .J _ _ - J _ _ _ -I _ _ _ J - r r r 0 9 L L L • J • J - 1 - • • • • • 0 0 NOTES: 1. Reference: Youd, T.L. and Idriss, I.M., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/ NSF Workshops on Evaluation of Liquefaction Resistance of Soils. 2. The analysis was performed for an earthquake with a magnitude of 7 and a peak ground acceleration of 0.34g. 3. The liquefaction resistance of a soil is dependent on its density and fines content. The fines content was estimated based on selected grain -size analyses and engineering judgement. Bank of America Tukwila, Washington Jul RESULTS OF LIQUEFACTION ANALYSES BORING BA -1 21-1-20780-001 y 2007 NNION $WILSON NC. I FIG. C-1 ruca and Enwronmental onsru!tants OA, i i 7/24/2007-000EF RB-1.xlsauthor SUBSURFACE PROFILE (Based on Boring RB -1) Med. dense, gray, silty fine to med. SAND; Fill. (SM) Loose, gray, silty SAND. SM Soft to med. Stiff clayey SILT with numerous organics and peat layers. (MH) Loose to med. dense, dark gray, slightly silty to silty, fine to med. SAND. (SP-SM/SM) FACTOR -OF -SAFETY AGAINST LIQUEFACTION (FS) 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1.0 1.1 1.2 1.3 0• I t t 10 d 20 W V LL fn 0 2 G 30 ,- r o 0 J a ▪ - au 40 • J j L L • 50 -------- 60 NOTES: 4 1- • J 1 0 -4-- -4 --- j' --- �' --- Y • L 1. Reference: Youd, T.L. and Idriss, I.M., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/ NSF Workshops on Evaluation of Liquefaction Resistance of Soils. 2. The analysis was performed for an earthquake with a magnitude of 7 and a peak ground acceleration of 0.34g. 3. The liquefaction resistance of a soil is dependent on its density and fines content. The fines content was estimated based on selected grain -size analyses and engineering judgement. Westfield Shoppingtown Southcenter Mall Expansion Tukwila, Washington RESULTS OF LIQUEFACTION ANALYSES BORING RB -1 September 2005 21-1-20189-001 SHANNON & WILSON, INC. 1 FIG. C-2 Geotechnical and Environmental Consultants SHANNON iWILSON, INC. APPENDIX D I11'IPORTANT INFOTION ABOUT YOUR GEOTECHNICAL REPORT 21-1-20780-001 SHANNON & WILSON, INC. Attachment to and part of Report 21-1-20780-001 Geotechnical and Environmental Consultants Date: July 26, 2007 To: Westfield Corporation Mr. Richard Chung IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL REPORT CONSULTING SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND FOR SPECIFIC CLIENTS. Consultants prepare reports to meet the specific needs of specific individuals. Areport prepared fora ciyiLengineermay not be adequate for a construction cotitractoror even anothercivil.engineer. Unless indicated otherwise, your consultant preparedyour report expressly for you and expressly:for the purposesyou indicated. No one: other than you should apply this report for its intended purpose without first conferring with the consultant. No party should apply this .report for any purpose other than that originally contemplated without first conferring with the consultant. THE CONSULTANT'S REPORT IS RASED ON PROJECT -SPECIFIC FACTORS. AgeotechnicaJenvironmental report is,based on a subsurface exploration plan designed to consider a unique set ofproject-specific factors. Depending on the project, these may include: the general nature of the structure and property involved; its size and configuration; its historical use and practice; the location o€the structure on the site and its orientation; other improvements such as access -roads, parking lots, and underground utilities; and the additional risk created by scope -of -service limitations imposed by the client. To help avoid costly problems, ask the consultant to evaluate how any factors that change subsequent to the date of the report may affect the recommendations. Unless your consultant indicates otherwise, your report should not be used: (1) when the nature of the proposed project is changed (for example, if an office building will be erected instead of a parking garage, or if a refrigerated warehouse will be built instead of an unrefrigerated one, or chemicals are discovered on or near the site); (2) when the size, elevation, or configuration of the proposed project is altered; (3) when the location or orientation of the proposed project is modified; (4) when there is a change of ownership; or (5) for application to an adjacent site. Consultants cannot accept responsibility for problems that may occur if they are not consulted after factors which were considered in the development of the report have changed. SUBSURFACE CONDITIONS CAN CHANGE. Subsurface conditions may be affected as a result of natural processes or human activity. Because a geotechnical/environmental report is based on conditions that existed at the time of subsurface exploration, construction decisions should not be based on a report whose adequacy may have been affected by time. Ask the consultant to advise if additional tests are desirable before construction starts; for example, groundwater conditions commonly vary seasonally. }Construction operations at or adjacent to the site and natural events such as floods, earthquakes, or groundwater fluctuations may also affect subsurface conditions and, thus, the continuing adequacy of a geotechnical/environmental report. The consultant should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary. MOST RECOMMENDATIONS ARE PROFESSIONAL JUDGMENTS. Site exploration and testing identifies actual surface and subsurface conditions only at those points where samples are taken. The data were extrapolated by your consultant, who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates. Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations, you and your consultant can work together to help reduce their impacts. Retaining your consultant to observe subsurface construction operations can be particularly beneficial in this respect. Page 1 of 2 1/2007 A REPORT'S CONCLUSIONS ARE PRELIMINARY. The conclusions containedin your consultant's report are preliminary because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Actual subsurface conditions can be discerned only during earthwork; therefore, you should retain your consultant to observe actual conditions and to provide conclusions. Only the consultant who prepared the report is fully familiar with the background information needed to determine whether or.not the report's recommendations based on those conclusions are valid and whether or not the contractor is abiding by applicable recomriiendations. The consultant who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. THE CONSULTANTS REPORT IS SUBJECT TO MISINTERPRETATION. Costly problems can occurwhen other design professionals develop their plans based on misinterpretation of a geotechnical/environmental report. To help avoid these problems, the consultant should be retained to work with other project designprofessionals. to explain relevant geotechnical, geological, hydrogeological, and environmental findings, and to review the adequacy of their plans and specifications relative to these issues. BORING LOGS AND/OR MONITORING WELL DATA SHOULD NOT BE SEPARATED FROM THE REPORT. Final boring logs developed by the consultant are based upon interpretation of field logs (assembled by site personnel), field test results, and laboratory and/or office evaluation of field samples and data. Only final boring logs and data are customarily included in geotechnical/environmental reports. These final logs should not, under any circumstances, be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions in the transfer process. To reduce the likelihood of boring log or monitoring well misinterpretation, contractors should be given ready access to the complete geotechnical engineering/environmental report prepared or authorized for their use. If access is provided only to the report prepared for you, you should advise contractors of the report's limitations, assuming that a contractor was not one of the specific persons for whom the report was prepared, and that developing construction cost estimates was not one of the specific purposes for which it was prepared. While a contractor may gain important knowledge from a report prepared for another party, the contractor should discuss the report with your consultant and perform the additional or alternative work believed necessary to obtain the data specifically appropriate for construction cost estimating purposes. Some clients hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems and the adversarial attitudes that aggravate them to a disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY. Because geotechnical/environmental engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against consultants. To help prevent this problem, consultants have developed a number of clauses for use in their contracts, reports and other documents. These responsibility clauses are not exculpatory clauses designed to transfer the consultant's liabilities to other parties; rather, they are definitive clauses that identify where the consultant's responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your report, and you are encouraged to read them closely. Your consultant will be pleased to give full and frank answers to your questions. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Finns Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1/2007 Volume 1 of 2 for construction of COPY P€ -7:In [loo -•� • Bank of America SouthCenter Branch Relocation 320 Strander Blvd Tukwila, WA 98188 KtVII WtU ruk CODE COMPLIANCE APPROVED OCT 2 7 2008 11 City Of Tukwila B . LD :►..' 1_ ION D08- 3,3 RECEIVED JUL '0 8 2008 PERMIT CENTER Prepared by Gensler 1524 Fifth Avenue Suite 300 Seattle, Washington 98101 Phone: 206.654.2100 Fax: 206.654.2121 Not for Construction 04/30/2008 CD Owner Review Project Number 32.2177.089 110 • Gensler 32.2177.089 April 30, 2008 CD Owner Review SECTION 00001 — TABLE OF CONTENTS VOLUME 1 SERIES 0 BIDDING REQUIREMENTS AND CONTRACT FORMS 00700 GENERAL CONDITIONS DIVISION 1. - GENERAL REQUIREMENTS 01100 SUMMARY 01101 REQUESTS FOR INFORMATION (RFI'S) 01150 WASTE MANAGEMENT PROGRAM 01250 CONTRACT MODIFICATION PROCEDURES 01290 PAYMENT PROCEDURES . 01310 PROJECT MANAGEMENT AND COORDINATION 01320 CONSTRUCTION PROGRESS DOCUMENTATION 01330 SUBMITTAL PROCEDURES 01400 QUALITY REQUIREMENTS 01420 REFERENCES 01500 TEMPORARY FACILITIES AND CONTROLS 01600 PRODUCT REQUIREMENTS 01700 EXECUTION REQUIREMENTS 01731 CUTTING AND PATCHING 01770 CLOSEOUT PROCEDURES DIVISION 2 - SITE CONSTRUCTION 02361 TERMITE CONTROL 02456 CONCRETE -FILLED STEEL PILES 02875 BICYCLE RACKS DIVISION 3 - CONCRETE 03000 STRUCTURAL CONCRETE DIVISION 4 - MASONRY 04810 UNIT MASONRY ASSEMBLIES DIVISION 5 - METALS 05120 STRUCTURAL STEEL 05400 COLD FORMED METAL FRAMING 05500 METAL FABRICATIONS DIVISION 6 - WOOD AND PLASTICS 06105 MISCELLANEOUS CARPENTRY 06185 GLUED -LAMINATED CONSTRUCTION 06402 INTERIOR ARCHITECTURAL WOODWORK DIVISION 7 - THERMAL AND MOISTURE PROTECTION 07210 :BUILDING INSULATION • 07261 UNDERSLAB VAPOR RETARDING MEMBRANE 07272 FLUID -APPLIED MEMBRANE AIR BARRIERS Bank of America SouthCenter Tukwila, WA GENERAL CONDITIONS 00700-1 Gensler 32.2177.089 April 30, 2008 CD Owner Review 07430 COMPOSITE METAL PANEL SYSTEMS 07540 THERMOPLASTIC MEMBRANE ROOFING 07620 SHEET METAL FLASHING AND TRIM 07720 ROOF ACCESSORIES 07920 JOINT SEALANTS DIVISION 8 - DOORS AND WINDOWS 08110 STEEL DOORS AND FRAMES 08125 INTERIOR ALUMINUM FRAMES 08211 FLUSH WOOD DOORS 08411 ALUMINUM ENTRANCES AND STOREFRONTS 08711 DOOR HARDWARE 08450 MOVABLE GLASS WALLS 08800 GLAZING 08911 GLAZED ALUMINUM CURTAIN WALLS DIVISION 9 - FINISHES 09260 GYPSUM BOARD ASSEMBLIES 09310 CERAMIC TILE 09511 ACOUSTICAL PANEL CEILINGS 09651 RESILIENT FLOOR TILE 09680 CARPET 09720 WALL COVERINGS 09912 PAINTING 09961 ANTI GRAFFITI COATINGS DIVISION 10 - SPECIALTIES 10155 TOILET COMPARTMENTS 10350 FLAGPOLES 10506 WOOD LOCKERS 10520 FIRE -PROTECTION SPECIALTIES 10705 EXTERIOR SUN CONTROL DEVICES 10801 TOILET AND BATH ACCESSORIES DIVISION 11- EQUIPMENT 11310 KITCHEN APPLIANCES DIVISION 12 - FURNISHINGS 12494 SHADES 12900 BUILDING ACCESSORIES DIVISION 13 - SPECIAL CONSTRUCTION NOT APPLICABLE DIVISION 14 - CONVEYING SYSTEMS NOT APPLICABLE Bank of America SouthCenter Tukwila, WA GENERAL CONDITIONS 00700-2 t • • Gensler 32.2177.089 April 30, 2008 CD Owner Review • VOLUME 2 DIVISION 21- FIRE SUPPRESSION 21 05 00 BASIC MATERIALS AND METHODS — FIRE PROTECTION 21 10 00 FIRE PROTECTION • • DIVISION 22 - PLUMBING 22 05 00 BASIC MATERIALS AND METHODS - PLUMBING 22 05 01 PLUMBING 22 07 00 PLUMBING INSULATION 22 11 23 PLUMBING EQUIPMENT 22 21 13 PLUMBING PIPING, VALVES AND SPECIALTIES 22 21 23 PUMPS AND SPECIALTIES 22 40 00 PLUMBING FIXTURES DIVISION 23 - HEATING, VENTILATING AND AIR CONDITIONING 23 05 00 BASIC MATERIALS AND METHODS - HVAC 23 05 93 TESTING, ADJUSTING AND BALANCING 23 07 00 23 08 00 23 09 00 23 09 02 23 09 93 23 31 13 23 34 13 23 74 13 23 81 25 HVAC INSULATION MECHANICAL SYSTEMS COMMISSIONING CONTROLS AND INSTRUMENTATION VARIABLE FREQUENCY DRIVES (VFD) SEQUENCE OF OPERATIONS FOR HVAC CONTROLS AIR DISTRIBUTION FANS AND VENTS PACKAGED HVAC UNITS MINI -SPLIT AIR CONDITIONING UNITS Bank of America SouthCenter Tukwila, WA DIVISION 26 - ELECTRICAL 26 05 00 BASIC MATERIALS & METHODS 26 05 19 LOW -VOLTAGE ELECTRICAL POWER CONDUCTORS AND CABLES 26 05 26 GROUNDING AND BONDING FOR ELECTRICAL SYSTEMS 26 05 29 HANGERS AND SUPPORTS FOR ELECTRICAL SYSTEMS 26 05 33 RACEWAY AND BOXES FOR ELECTRICAL SYSTEMS 26 05 48 VIBRATION AND SEISMIC CONTROLS FOR ELECTRICAL SYSTEMS 26 05 53 IDENTIFICATION FOR ELECTRICAL SYSTEMS 26 06 51 SITE LIGHTING LUMINAIRE SCHEDULE 26 06 52 INTERIOR LUMINAIRE SCHEDULE 26 09 23 LIGHTING CONTROL DEVICES 26 24 16 PANELBOARDS 26 27 26 WIRING DEVICES 26 28 16 ENCLOSED SWITCHES AND CIRCUIT BREAKERS 26 29 23 VARIABLE -FREQUENCY MOTOR CONTROLLERS 26 43 13 TRANSIENT -VOLTAGE SUPPRESSION FOR LOW -VOLTAGE ELECTRICAL POWER CIRCUITS 26 51 00 INTERIOR LIGHTING 26 56 00 EXTERIOR LIGHTING 28 31 11 DIGITAL, ADDRESSABLE FIRE -ALARM SYSTEM GENERAL CONDITIONS 00700-3 • 1 • Gensler 32.2177.089 April 30, 2008 CD Owner Review SECTION 00700 — GENERAL CONDITIONS PART 1 - GENERAL Bank of America SouthCenter Tukwila, WA 1.1 The Facility Partner Contractor Agreement between Owner and Contractor for Bank of America Project Work co -executed by Trammell Crow Company and the Contractor for the New Store, hereinafter referred to as General Conditions, are hereby made a part of this Specification. 1.2 All bidding and contract requirements applicable to these project documents are contained in the General Conditions. 1.3 The Contractor is hereby specifically directed, as a condition of the Contract, to acquaint himself with the Articles contained therein, and to notify and apprise all Subcontractors and any other parties to the Contract of, and bind them to, its conditions. 1.4 No contractual adjustments shall be due as a result of failure on the part of the Contractor, Subcontractors or other parties to the Contract to fully acquaint themselves with the General Conditions. 1.5 To the extent there are any inconsistencies or conflicts between the General Conditions of the Contract and the Supplemental Conditions of the Contract (if any), and notwithstanding any provision of the Contract to the contrary, the Supplemental Conditions of the Contract shall supersede and govern the relationship between Owner and Contractor. 1.6 The provisions of the General and Supplementary Conditions and Division 1, General Requirements, apply to the Work specified in each Section of the Specifications. 1.7 Where conflicts occur concerning the Architect's duties and responsibilities between the General Conditions and the Agreement between the Owner and Architect, the Agreement shall take precedence. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) END OF SECTION 00700 Custom/11-01/bac GENERAL CONDITIONS 00700-1 • • • Gensler 32.2177.089 SECTION 01.100 - SUMMARY PART 1 - GENERAL 1.1 SUMMARY A. This Section addresses: April 30, 2008 CD Owner Review Bank of America SouthCenter Tukwila, WA 1. Work covered by Contract Documents. 2. Use of premises. 3. Work by others under other contracts. 4. Owner furnished products. 5. Occupancy requirements prior to substantial completion. B. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 1 Specification Sections, apply to all Sections. The Contract Documents are complementary, and what is required by one shall be as binding as if required by all. C. Conflicts or discrepancies among the Contract Documents shall be resolved in the following order of priority: 1. Amendments and revisions (such as Change Orders) of later date take precedence over those of earlier date; 2. the Agreement; 3. the Supplementary Conditions; 4. The General Conditions; 5. Drawings and Specifications; Drawings govern Specifications for quantity and location. Specifications govern Drawings for quality and performance. In the event of ambiguity or conflicts, the greater quantity and the better quality shall govern. 1.2 WORK COVERED BY CONTRACT DOCUMENTS A. Project: 1. Project Identification: Project consists of a new branch bank store facility for Bank of America. 2. Project Location: Refer to the Vicinity and Location maps on the drawings. 3. Owner: Bank of America. 1.3 WORK SEQUENCE A. The Work shall be conducted in a single phase. Coordinate construction schedule and operations with the Owner. SUMMARY 01100-1 Gensler 32.2177.089 1.4 USE OF PREMISES April 30, 2008 CD Owner Review Bank of America SouthCenter Tukwila, WA A. General: The Contractor shall have full use of premises for construction operations, including use of Project site, during construction period. Subcontractor's use of premises must be coordinated with the Contractor and is limited only by Owner's right to perform work or to retain other contractors on portions of Project. B. Access: At all times, provide the Architect and Owner easy and safe access to the Work wherever it is in preparation and progress. Provide such access so the Architect may perform their functions. C. Use of Site: Confine operations at the site to areas permitted by law, ordinances, permits and the Contract Documents and do not unreasonably encumber the Site with any materials or equipment. D. Environmental Requirements: The following requirements are in addition to all applicable laws and regulations. 1. No burning will be permitted on the Site. 2. Control dust by water sprinkling, temporary enclosures, or other methods acceptable to the Owner. Comply with governing regulations. E. Owner's Rules: Conform at all times to Owner's requirements for protection of plant, materials, equipment, and noise levels. 1.5 WORK UNDER OTHER CONTRACTS A. Separate Contract: Owner will award separate contracts for performance of certain construction operations at Project site. Those operations are scheduled to be completed during the same period as work under this Contract. The separate contracts will include the following: 1. Landscape and civil engineering work outside the building enclosure. 2. Security and data systems (Contractor to furnish and install empty conduits with a junction box where indicated on the Contract Documents). 3. Telephone systems (Contractor to furnish and install empty conduits with a junction box where indicated on the Contract Documents). 4. Fixtures, furnishings, and equipment to the extent not identified in the Contract Documents. 5. Precast concrete vault equipment. 6. ATM's and night deposit equipment. 7. Safe deposit boxes. 8. Copiers. SUMMARY 01100-2 • • • • • Gensler 32.2177.089 April 30, 2008 CD Owner Review 9. Equipment Racks. 10. Furniture systems. 11. Undercounter equipment. 12. Que line. 13. Signage to the extent indicated. 14. Walk -Off Mats. Bank of America SouthCenter Tukwila, WA B. Cooperate fully with separate contractors so work on those contracts may be carried out smoothly, without interfering with or delaying work under this Contract. 1.6 OCUPANCY REQUIREMENTS PRIOR TO SUBSTANTIAL COMPLETION A. Partial Owner Occupancy: Owner reserves the right to occupy and to place and install equipment in completed areas of building, before Substantial Completion, provided such occupancy does not interfere with completion of the Work. Such placement of equipment and partial occupancy shall not constitute acceptance of incomplete portions of the Work, nor shall it relieve the Contractor of his responsibility for completion of the Work in accordance with the Contract Documents. 1. Contractor is responsible for protecting Owner's items from damage during storage and handling, including damage from exposure to the elements. 2. If Owner's items are damaged as a result of Contractor's operations, Contractor shall repair or replace them. 3. Owner will prepare a Certificate of Substantial Completion for each specific portion of the Work to be occupied before Owner occupancy. 4. Obtain a Certificate of Occupancy from authorities having jurisdiction before Owner occupancy. 5. Before partial Owner occupancy, mechanical and electrical systems shall be fully operational, and required tests and inspections shall be successfully completed. On occupancy, Owner will provide, operate, and maintain mechanical and electrical systems serving occupied portions of building. 6. On occupancy, Owner will assume responsibility for maintenance and custodial service for occupied portions of building. 1.7 CODES AND STANDARDS A. All references to codes, specifications and standards referred to in the Contract Documents shall mean, and are intended to be, the latest edition, amendment or revision of such reference standard in effect as of the date of these Contract Documents. Where standards conflict the more stringent shall apply. SUMMARY 01100-3 Gensler 32.2177.089 1.8 TAXES April 30, 2008 CD Owner Review Bank of America SouthCenter Tukwila, WA A. Contractor shall pay sales, consumer, use and similar taxes for the Work or portions thereof provided by the Contractor which are legally enacted at the time Bids are received or negotiations concluded, whether or not yet effective or merely scheduled to go into effect. 1.9 PERMITS A. Contractor shall secure and pay for the building permit, and other permits and governmental fees, licenses and inspections necessary for the proper execution and completion of the Work which are customarily secured after execution of the Contract and which are legally required at the time the Bids are received or negotiations concluded. B. If required by governmental authority, Owner will make application for permits and licenses using forms obtained and prepared by the Contractor and with all costs paid by the Contractor. C. The Contractor shall comply with and give notices required by laws, ordnances, rules, regulations and lawful orders of public authorities bearing on performance of the Work. Any provisions hereof to the contrary not withstanding, Contractor shall observe and abide by and perform all of its obligations hereunder in accordance with all applicable laws, rules, and regulations of all governmental authorities having jurisdiction, including the Federal Occupational, Safety and Health Act. Contractor shall comply with all laws regarding trench excavations in excess of 5 feet in depth, including employing engineers, if needed. Such expenses shall be included in the cost of the work. 1.10 PROJECT COORDINATION A. General: Refer to the General Conditions for requirements pertaining to coordination. The Contractor shall be the sole coordinator of the Work. 1. The Architect has exercised reasonable care in coordinating the Contract Documents between disciplines. Carefully study and compare the Contract Documents, site, Owner furnished data, and local conditions and report at once any discrepancies, errors, or omissions in the Contract Documents prior to the award of the Contract. Failure to report any discrepancies, errors, or omissions in the Contract Documents shall be a waiver to any claim by the successful bidder for expense made necessary by reason of later interpretation of the Contract Documents by the Architect. B. Coordinate construction operations included in various Sections of these Specifications to assure efficient and orderly installation of each part of the Work. Coordinate construction operations included under different Sections that depend on each other for proper installation, connection, and operation. 1. Schedule construction operations in the sequence required to obtain the best results where installation of one part of the Work depends on installation of other components, before or after its own installation. 2. Coordinate installation of different components to assure maximum accessibility for required maintenance, service, and repair. SUMMARY 01100-4 • • • • • • Gensler 32.2177.089 April 30, 2008 CD Owner Review 3. Make provisions to accommodate items scheduled for later installation. C. Existing Conditions: Bank of America SouthCenter Tukwila, WA 1. Conduct a thorough examination of the site, the Contract Documents, and Owner furnished data of existing conditions before proceeding with the Work. The Contractor shall formulate from its examinations its own conclusions as to the extent of the existing conditions and the complexities that may be encountered in the execution of the Work. a. Owner Furnished Data: Portions of the Contract Documents were prepared from data received from the Owner by the Architect. Such data is available from the Owner and represents all existing conditions known to the Owner. Such data will be furnished only for the information and convenience of the Contractor, and the accuracy or completeness of this data is not guaranteed. Field verify all existing dimensions. Other conditions, of which no record exists, may be encountered during construction. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION (Not Used) END OF SECTION 01100 SUMMARY 01100-5 • • • Gensler 32.2177.089 April 30, 2008 CD Owner Review SECTION 01.101 - REQUESTS FOR INFORMATION (RFI' S) PART 1 GENERAL 1.1 REQUEST(S) FOR INFORMATION (RFI'S) Bank of America SouthCenter Tukwila, WA A. General: A Request for Information (RFI) is a Contractor initiated, Architect formatted, written instrument related to the execution of the Work that is addressed to the Owner and Architect. Upon receipt of the Notice to Proceed, and thereafter, the RFI shall be used by the Contractor as the means for it to ask questions related to the Work; subject to the conditions contained within this article. 1. An RFI which fails to conform to the requirements stated herein, (i.e, is incomplete or contains numerous errors) shall be returned to the Contractor for its completion/rectification without benefit of a response, in addition, no adjustments for Contract Time or Contract Sum shall be granted for an RFI failing to conform to the requirements stated herein. 2. The Owner reserves the right to assess the Contractor for the cost (based on time and materials) of an RFI response performed by the Architect, and any of it's consultants, which is deemed by the Owner and the Architect as being frivolous or unnecessary (i.e.; the subject of the RFI is clearly addressed in the Contract Documents). 3. Each RFI shall be submitted with such promptness as to cause no delay in the Contractor's own work and in that of any subcontractor. No adjustments of Contract Time or Contract Sum will be granted because of failure to have an RFI submitted with sufficient time to allow for the processing of a response by the Architect. B. Authorship: it . Prior to the commencement of the RFI process, the Contractor shall designate a full time "RFI Manager" whose duties shall include the responsibility for enforcing the Request for Information provisions of this article, to maintain an up-to-date log of all RFI's, advise the Owner and Architect, in writing, of the status and disposition of all RFI's at the progress meetings, and be a member of the Contractor's on-site staff. The RFI Manager shall be experienced in administration and supervision of building construction of the type indicated on the contract documents including mechanical and electrical work. 2. Each RFI shall originate solely from the Contractor's RFI Manager. An RFI submitted to the Owner and Architect by an entity, or individual, other than the RFI Manager shall be returned to the Contractor. C. Prohibitions: RFI's shall not be used for the following: 1. To solicit consideration of a "substitution". REQUESTS FOR INFORMATION (RFI'S) 01101-1 Gensler 32.2177.089 April 30, 2008 CD Owner Review Bank of America SouthCenter Tukwila, WA 2. To request an adjustment of the Contract time. If the Contractor believes that the response received to any RFI warrants adjustment to the Contract time it shall immediately advise the Owner and Architect, in writing, upon receipt of the response. 3. To request an adjustment of the Contract sum. If the Contractor believes that the response received to any RFI warrants adjustment of the Contract sum it shall immediately advise the Owner and Architect, in writing, upon receipt of the response. 4. To solicit comment clarification(s) of any required submittal or shop drawing review that was transmitted by the Owner or Architect to the Contractor. D. Procedure: 1. The Contractor shall submit all RFI's on the form supplied by the Architect. 2. Each blank on the RFI form shall be filled in. 3. Each RFI shall be typewritten and shall be forwarded to the Architect and Owner in triplicate. 4. Each RFI shall contain specific reference to the drawing number(s), detail number(s), schedule type(s), bulletin number(s), specification section(s) and paragraph number(s), or other related document(s) which is (are) pertinent to the Contractor's question. The date of each referenced drawing number, bulletin, specification section or other related document shall be identified. In preparing each RFI verify the applicable dimension(s), field conditions, drawing requirements (small through large scale details), and/or specification section requirements pertaining thereto. Prior to submission of the RFI coordinate the nature of the inquiry with the requirements of other sections or trades as related thereto. Where supplementary sketches are required to clarify an inquiry the Contractor shall attach supplementary sketches, at large scale, illustrative of the inquiry. Sketches shall include sufficient detail, materials, dimensions, thicknesses, assembly, attachments, relation to adjoining work, structural grid references, and all other pertinent data and information to make an informed response. a. The Contractor is encouraged to suggest solution(s) to its inquiries, if applicable. Should the Contractor's solution(s) have an impact on Contract Sum or Contract time it shall be so stated within the RFI. 5. Each RFI shall be dated and sequentially numbered. 6. Each RFI shall be reviewed, and signed, by the RFI manager prior to transmitting to the Architect and Owner. PART 2 PRODUCTS (Not Used) PART 3 EXECUTION (Not Used) END OF SECTION 01101 REQUESTS FOR INFORMATION (RFI'S) 01101-2 • • • REQUEST FOR INFORMATION • DATE: RFI No.: • • TO: <Insert Architect's and Owner's mailing addresses here> RE: Project No.: (Project Name) (Architect's Project Number) FROM: Project No.: (Contractor) (Contractor Project Number) Subcontractor: (Address) Sub Contractor RFI No. Date Rec'vd by Contractor Drawing and Detail No./Date: Schedule Title DESCRIPTION Contract Change , Specification No./Date Bulletin No. Date Paragraph No. Other/Date Enclosures BY: Response Requested By: (RFI Manager) • • • Gensler 32.2177.089 April 30, 2008 CD Owner Review SECTION 01150 - WASTE MANAGEMENT PROGRAM PART 1 - GENERAL 1.1 SUMMARY Bank of America SouthCenter Tukwila, WA A. This Section includes requirements for waste reduction and for the recycling of non -hazardous, recyclable, construction and demolition debris. 1. Reduce waste by minimizing factors that contribute to waste. 2. Use reasonable and legal means to divert construction and demolition debris from landfills and incinerators by facilitating their recycling or reuse through a Contractor developed, and Owner reviewed, waste management program. 1.2 DEFINITIONS A. Waste Reduction: Construction practices that achieve the most efficient use of resources and materials; uses water efficiently; avoids practices such as over -packaging, improper storage, ordering errors, poor planning, breakage, mishandling and contamination. B. Construction and Demolition Debris: Solid wastes arising from demolition or removal, excess or unusable construction materials, packing materials for construction products, and other materials generated on site during the construction process but not incorporated into the Work. C. Recyclable Materials: Construction and demolition debris that can be recovered and processed into new products or materials. Recyclable materials include, but are not limited to, the following: 1. Metals: Ferrous (iron, steel, stainless steel, galvanized steel) and non-ferrous (copper, brass, bronze, aluminum) types and containers made from metals such as pails, buckets and beverage cans. 2. Asphaltic concrete paving. 3. Concrete. 4. Gypsum wallboard. 5. Paper products such as generated from field office activities and clean corrugated packaging cardboard. 6. Wood products, including untreated dimensional lumber, plywood, oriented strand board, hardboard, particleboard and crates and pallets made from wood products. 7. Brick and stone masonry. 8. Carpet and padding. 9. Plastics and containers made from plastics such as pails, buckets, and beverage bottles. 10. Copper wiring. 11. Glass: Glass beverage containers, window and mirror glass. 12. Clean and uncontaminated, excavated soils not intended for other on-site use. 13. Stumps and trees removed as a part of land clearing operations. WASTE MANAGEMENT PROGRAM 01150-1 Gensler 32.2177.089 April 30, 2008 CD Owner Review Bank of America SouthCenter Tukwila, WA D. Non -Recyclable Materials: Construction and demolition debris not capable of being reused or reprocessed, exclusive of the recyclable materials listed above. E. Hazardous Materials: Construction and demolition debris that are regulated for disposal by local, city, county, state, or Federal authorities. 1.3 SUBMITTALS A. Waste Management Program: Submit a waste management program. The program shall include the following: 1. Identification of Contractor's staff responsible for enforcing the waste management program. 2. Actions that will be taken to reduce solid waste generation. 3. Description of the specific methods to be used in recycling/reuse of the various construction and demolition debris generated, including the areas and equipment, to be used for processing, sorting, and temporary storage of debris. 4. Characterization, including estimated types and quantities of the construction and demolition debris to be generated. Include percentages of recyclable and non -recyclable debris. 5. List of specific construction and demolition debris materials that will be salvaged for resale, salvaged and reused, or recycled. 6. Name(s) of landfill and incinerator to be used and the estimated costs for use, for construction and demolition debris that is unable to be recycled or reused. 7. Identification of local and regional reuse programs, including non-profit organizations such as schools, local housing agencies, and organizations that accept used and excess construction materials such as materials exchange networks and Habitat for Humanity. 8. Identification of local recycling facilities that will accept construction and demolition debris. 9. Identification of construction and demolition debris that cannot be recycled/reused with an explanation or justification. 1.4 QUALITY ASSURANCE A. Waste Management Program: Prepare a program that minimizes waste and diverts construction and demolition debris from landfills and incinerators by facilitating their reuse or recycling. Name the waste material processors who will accept the construction and demolition debris, the condition of the construction and demolition debris required by the waste material processors, the method proposed to provide the construction and demolition debris in suitable condition and in a quantity acceptable to the disposal sites and waste material processors whom will receive them, and the impact on the project schedule. The Contractor shall be responsible for implementation of any special programs involving rebates or similar incentives related to the recycling of waste. Revenues or other savings obtained from sale, reuse, and recycling operations shall accrue to the Contractor. B. Disposal Sites and Waste Material Processors: Use only facilities with valid legal permits for disposal, recycling and waste processing issued by the jurisdictions in which they are located. WASTE MANAGEMENT PROGRAM 01150-2 • • • • • Gensler 32.2177.089 April 30, 2008 CD Owner Review Bank of America SouthCenter Tukwila, WA C. Pre -Construction Waste Management Program Meeting: Prior to beginning site preparation, schedule and conduct a meeting to review the waste management program. The meeting shall include the Contractor, the Owner and any of the Contractor's subcontractors or suppliers whose work will interface with the program. The agenda shall include a discussion of procedures, schedules and specific requirements for construction and demolition debris, sale, reuse, recycling, and disposal. Make any revisions to the program that are agreed to as a part of the meeting and submit the revised program and the meeting minutes to the Architect and Owner for their records. PART 2 - PRODUCTS (Not Used) PART 3 - EXECUTION 3.1 WASTE MANAGEMENT PLAN IMPLEMENTATION A. Distribution: The Contractor shall distribute copies of the Waste Management Plan to the Job Site Foreman, each Subcontractor, the Owner and the Architect. B. General: For the duration of the project implement and maintain the waste management program. During the prosecution of the Work encourage the practice of efficient waste reduction when sizing, cutting, and installing products and materials. C. Transportation: Arrange for the regular collection, transport from the site, and delivery of the construction wastes and debris to the designated recyclers, and waste material processors and disposal sites. D. Separation Facilities: The Contractor shall provide on-site instruction of appropriate separation, handling separation, handling, and recycling, salvage, reuse and return methods to be used by all parties at the appropriate stages of the Project. Provide and designate an on-site area for the separation of construction and demolition debris for reuse and recycling. Locate the area in order that non -recyclable debris will not contaminate materials to be reused or recycled. Provide containers and bins in the designated area to facilitate separation, storage and handling which are clearly and appropriately marked. Cut all items to lengths and sizes to fit within the containers or bins provided. Where there is sufficient quantity of a specific recyclable debris item (for example; salvaged metal doors and frames or duct work), make arrangements for items to be bundled, banded or tied, and stack in a designated location for a special pick-up. Maintain the separation facilities in an orderly condition to prevent contamination of materials placed therein and to maximize reuse and recyclability of debris. Separate construction and demolition debris at the project site by one of the following methods: 1. Source Separated Method: Construction and demolition debris, that is reusable and recyclable, are separated from non -recyclable debris and sorted into appropriately marked separated containers or bins and then transported to the designated recycling facility for further processing. Non -recyclable debris is transported to a landfill or incinerator. 2. Co -Mingled Method: All construction and demolition debris is placed into containers or • bins and then transported to a recycling facility where recyclable and salvageable WASTE MANAGEMENT PROGRAM 01150-3 Gensler 32.2177.089 April 30, 2008 CD Owner Review Bank of America SouthCenter Tukwila, WA materials are removed, sorted, and processed and the remaining waste is transported to a landfill or incinerator. END OF SECTION 01150 01150 custom/08-01/ttt WASTE MANAGEMENT PROGRAM 01150-4 • • • • • • Gensler 32.2177.089 April 30, 2008 CD Owner Review SECTION 01250 - CONTRACT MODIFICATION PROCEDURES PART 1 - GENERAL 1.1 SUMMARY Bank of America SouthCenter Tukwila, WA A. This Section specifies administrative and procedural requirements for handling and processing Contract modifications. 1.2 MINOR CHANGES IN THE WORK A. Architect will issue supplemental instructions authorizing Minor Changes in the Work, not involving adjustment to the Contract Sum or the Contract Time, on a form acceptable to the Owner. 1.3 PROPOSAL REQUESTS A. Owner -Initiated Proposal Requests: The Architect will issue a detailed description of proposed changes in the Work that may require adjustment to the Contract Sum or the Contract Time. If necessary, the description will include supplemental or revised Drawings and Specifications. 1. Proposal Requests issued by the Architect are for information only. Do not consider them instructions either to stop work in progress or to execute the proposed change. 2. Within 20 days, unless otherwise provided in the General Conditions, after receipt of Proposal Request, submit a quotation estimating cost adjustments to the Contract Sum and the Contract Time necessary to execute the change. a. Include a list of quantities of products required or eliminated and unit costs, with total amount of purchases and credits to be made. If requested, furnish survey data to substantiate quantities. b. Indicate applicable taxes, delivery charges, equipment rental, and amounts of trade discounts. c. Include an updated Contractor's Construction Schedule that indicates the effect of the change. Contractor -Initiated Proposals: If latent or unforeseen conditions require modifications to the Contract, Contractor may propose changes by submitting a request for a change. 1. Include a statement outlining reasons for the change and the effect of the change on the Work. Provide a complete description of the proposed change. Indicate the effect of the proposed change on the Contract Sum and the Contract Time. 2. Include a list of quantities of products required or eliminated and unit costs, with total amount of purchases and credits to be made. If requested, furnish survey data to substantiate quantities. CONTRACT MODIFICATION PROCEDURES 01250-1