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Home My WebLink AboutPermit D06-473 - La Pianta LLC - Qwest Communications - Data CenterQWEST COMMUNICATIONS 6101 S 180 ST D06 -473 Parcel No.: Address: Suite No: Tenant: Name: Address: Owner: Name: Address: Phone: Value of Construction: Type of Fire Protection: Type of Construction: 3523049120 6101 5 180 ST TUKW QWEST COMMUNICATIONS 6101 S 180 ST , TUKWILA WA Contractor: Name: J P FRANCIS & ASSOCIATES INC Address: 8223 S 222 ST , KENT WA 98032 Phone: 253 872 -8950 Contractor License No: JPFRAAIO22RU City bet Tukwila Contact Person: Name: JAMES NIILLIRON Address: 6101 S 180 ST , TUKWILA WA 98188 Phone: 614 554 -2921 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: http: / /www.ct tukwila.wa.us LA PIANTA LLC PO BOX 88028 , TUKWILA WA 98138 $750,000.00 SPRINKLER/AEA IIB DEVELOPMENT PERMIT * *continued on next page ** Permit Number: Issue Date: Permit Expires On: Expiration Date: 01/08/2009 D06 -473 03/08/2007 01/27/2008 DESCRIPTION OF WORK: RENNOVATION OF EXISTING DATA CENTER TO INCLUDE EXPANDED ELECTRICAL AND HVAC SYSTEMS INCLUDING A CHILLED WATER PLANT AND NEW GENERATORS. Fees Collected: $9,047.29 International Building Code Edition: 2003 Occupancy per IBC: 0008 doe: IBC D06 -473 Printed: 08-27 -2007 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 'rime: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Storm Drainage: Street Use: Profit: N Water Main Extension: Private: Water Meter: Permit Center Authorized Signatur I hereby certify that I have read an exa governing this work will be complie wi The granting of this pe construction or the pe Signature: - City oh-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 es not pres a to ve authority to violate or cancel the provisions of any other state or local laws regulating of wor — 1 authorized to sign and obtain this development permit. Date: A ? O 7 Print Name: D Q» a a Tt N 2 Permit Number: D06 - 473 Issue Date: 03/08/2007 Permit Expires On: 01/27/2008 Date: Public: Non - Profit: N Public: min this permit and know the same to be true and correct. All provisions of law and ordinances th, whether specified herein or not. 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. doe: IBC-10 /06 D06 -473 Printed: 08-27 -2007 Parcel No.: Address: Suite No: Tenant: Name: Address: Owner: Name: Address: Phone: doc: IBC - 10/06 3523049120 8101 S 180 ST TUKW City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 -431 -3665 Web site: http: //www.ci.tukwila.wa.us WEST COMMUNICATIONS 6101 S 180 ST , TUEWILA WA LA PIANTA LLC PO BOX 88028 , TUB:WILA WA 98138 Contact Person: Name: JAMES MILLIRON Address: 6101 S 180 ST, TUKWILA WA 98188 Phone: 614 554 -2921 Contractor: Name: RUSRFORTH CONSTRUCTION CO Address: 6021 12 ST E, SUITE 100 , TACOMA, WA 98424 Phone: 253 -922 -1884 Contractor License No: RUSHFC *305R1 Value of Construction: $750,000.00 Type of Fire Protection: SPRINBLER/AFA Type of Construction: LIB DEVELOPMENT PERMIT Fees Collected: International Building Code Edition: Occupancy per IBC: * *continued on next page ** Permit Number: D06 -473 Issue Date: 03/08/2007 Permit Expires On: 09/04/2007 Expiration Date: 03/15/2007 Steven M. Mullet, Mayor Steve Lancaster, Director DESCRIPTION OF WORK: RENNOVATION OF EXISTING DATA CENTER TO INCLUDE EXPANDED ELECTRICAL AND HVAC SYSTEMS INCLUDING A CHILLED WATER PLANT AND NEW GENERATORS. $9,047.29 2003 0008 006473 Printed: 03 -08 -2007 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City of Tukwila Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 -431 -3665 Web site: httn: //www.ci.tukwila.wa.us Permit Number: D06 -473 Issue Date: 03/08/2007 Permit Expires On: 09/04/2007 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: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: Permit Center Authorized Signatur I hereby certify that I have read an governing this work will be compile doc: IBC - 10/06 N Print Name: r` Pi A. (4 ,1/ i ra Date: Mill kg- Steven D - Steven M. Mullet, Mayor permit and know the same to be true and correct. All provisions of law and ordinances er specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. lent authorized to sign and obtain this development permit. Signature: Y G� Date: 3 -8-6 7 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. 006 -473 Printed: 03 -08 -2007 Parcel No.: 3523049120 Address: Suite No: Tenant: 61015180STTUB:W 1: ** *FIRE DEPARTMENT CONDITIONS * ** 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.cttukwila.wa.us QWEST COMMUNICATIONS PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -973 ISSUED 12/20/2006 03/08/2007 2: The attached set of building plans have been reviewed by the lire Prevention Bureau and are acceptable with the following concerns: 3: 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) 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or leas. (IFC 906.3) (NFPA 10, 3 -2.1) 8: 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 nun). (IFC 906.7 and IFC 906.9) 6: 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. (ITC 906.6) 7: 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. (WC 906.5) 8: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4) 9: Doors shall swing in direction of egress travel where serving an occupant load of 50 or more persons or a Group H occupancy. (IFC 1008.1.2) 10: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 11: 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) 12: 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 doc: Cond -10/06 D06-473 Printed: 08-27 -2007 1008.1.8.1) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206- 431 -3665 Web site: htta: / /www.ci.tukwila.wa.us 13: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 14: 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. (1FC 1011.1) 15: 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 (81 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) 16: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 17: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. (IFC 1004.3) 18: 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) 19: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 20: 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) 21: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 80 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) 22: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 23: 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) 24: 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) doc: Cond -10/08 D06-473 Printed: 08 -27 -2007 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 28: 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) 26: An electrical permit from the City of Tukwila Building Department Permit Center (206- 431 -3670) is required for this project. 27: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 28: The Tukwila Fire Dept. has changed keybox manufacturers from SUPRA to KNOX. Install a fire dept. KNOX keybox. Contact the Tukwila Fire Prevention Office at 206 - 8754407 for ordering information. 29: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The locicbox should be mounted so that it is readily visible and not over 80 inches high. (City Ordinance #2081) 30: 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. 31: Battery rooms shall comply with 2003 International Fire Code Section 608 (Stationary Lead -Acid Battery Systems) and Section 609 (Valve - Regulated Lead -Acid Battery Systems). 32: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 33: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 34: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)876 -4407. 35: ** *BUILDING DEPARTMENT CONDITIONS * ** 36: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 37: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 38: 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. 39: The special inspections and verifications for concrete construction shall be required. 40: The special inspections for steel elements of buildings and structures shall be required. Jul welding shall be done by a Washington .Association of Building Official Certified welder. 41: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 42: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 43: 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 doc: Cond -10/06 006-473 Printed: 08 -27 -2007 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 building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 44: 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. 45: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 48: Partition walls that are tied to the ceiling and all partitions greater than 8 feet in height shall be laterally braced to the building structure. 47: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 48: 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. 49: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 50: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 51: All wood to remain in placed concrete shall be treated wood. 52: Masonry construction shall be special inspected. 53: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. 54: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 55: 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. 56: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 87: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (208 - 431 - 3670). 58: 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 doc: Cond -10/06 D06-473 Printed: 08 -27 -2007 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 Building Official from requiring the correction of errors in the construction documents and other data. * *continued on next page ** doc: Cond -10/06 D06473 Printed: 08 -27 -2007 Signature: doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 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 permi construction or the perf es not pres ce of work. Print Name: t o 5 � " :1.1 to give authority to violate or cancel the provision of any other work or local laws regulating Date: Ai 2? 67 D06-473 Printed: 06-27 -2007 Parcel No.: 3523049120 Address: Suite No: Tenant: doc: Cond - 10/06 6101S180STTUKW 1: ** *FIRE DEPARTMENT CONDITIONS * ** 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: httn: / /www.ci.tukwila.wa.us ()WEST COMMUNICATIONS PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -473 ISSUED 12/20/2006 03/08/2007 2: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 3: 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 78' or less. (IFC 906.3) (NFPA 10, 3-2.1) 4: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 78' or less. (WC 906.3) (NFPA 10, 3 -2.1) 5: 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 8 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 Boor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 nun). (IFC 906.7 and IFC 906.9) 6: 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) 7: 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 906.6) 8: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4) 9: Doors shall swing in direction of egress travel where serving an occupant load of 50 or more persons or a Group H occupancy. (IFC 1008.1.2) 10: Egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. (IFC 1008.1.8.3 subsection 2.2) 11: 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) 12: 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 D06 -473 Printed: 03-08-2007 1008.1.8.1) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 13: Exit hardware and marking shall meet the requirements of the International Fire Code. (IFC Chapter 10) 14: 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) 15: Every exit sign and directional exit sign shall have plainly legible letters not less than 6 inches (152 nun) high with the principal strokes of the letters not less than 0.76 inch (19.1 mm) wide. The word "EXIT" shall have letters having a width not less than 2 inches (51 nun) wide except the letter "I ", and the minimum spacing between letters shall not be less than 0.376 inch (9.5 mm). Signs Larger than the minimum established in section 1011.8.1 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 1011.8.1) 16: Exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 90 minutes in case of primary power loss, the sign illumination means shall be connected to an emergency power system provided from storage batteries, unit equipment or on -site generator. (IFC 1006.1, 1006.2, 1006.3) 17: Every room or space that is an assembly occupancy shall have the occupancy load of the room or space posted in a conspicuous place, near the main exit or exit access doorway from the room or space. Posted signs shall be of an approved legible permanent design and shall be maintained by the owner or authorized agent. «PC 1004.3) 18: 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) 19: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4) 20: Sprinklers shall be installed under fused 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) 21: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 80 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) 22: Maintain automatic fire detector coverage per N.F.P.A. 72. Addition/relocation of walls, closets or partitions may require relocating and/or adding automatic fire detectors. 23: Maintain square foot coverage of detectors per manufacturer's specifications in all areas including: closets, elevator shafts, top of stairwells, etc. (NFPA 72- 8.8.2.1) 24: 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) doc: Cond -10/06 006-473 Printed: 03-08 -2007 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us 25: 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) 28: An electrical permit from the Washington State Department of Labor and Industries is required for this project. 27: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 28: The Tukwila Fire Dept. has changed keybox manufacturers from SUPRA to KNOX. Install a fire dept. KNOX keybox. Contact the Tukwila Fire Prevention Office at 206 - 578 -4407 for ordering information. 29: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire Department. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance #2051) 30: 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. 31: Battery rooms shall comply with 2003 International Fire Code Section 608 (Stationary Lead -Acid Battery Systems) and Section 609 (Valve - Regulated Lead -Acid Battery Systems). 32: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 33: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 34: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 35: ** *BUILDING DEPARTMENT CONDITIONS * ** 36: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 37: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/4314870). 38: 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. 39: The special inspections and verifications for concrete construction shall be required. 40: 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. 41: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 42: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 43: 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. doc: Cond -10/08 006-473 Printed: 03 -08 -2007 44: 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. 45: New suspended ceiling grid and light fixture installations shall meet the non - building structures seismic design requirements of ASCE 7. 46: 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. 47: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 48: 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. 49: Structrral Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 50: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 51: All wood to remain in placed concrete shall be treated wood. 52: Masonry construction shall be special inspected. 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 53: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8 -feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage or bracing shall be prepared by a registered professional engineer licensed in the State of Washington. 54: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 55: 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. 56: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 57: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248 - 6630). 58: 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. doc: Cond -10/06 D06-473 Printed: 03-08 -2007 doe: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us * *continued on next page ** D06-473 Printed: 03-08-2007 City of Tukwila 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: t 4 i r r A. /L`,' J'i iron 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 Date: T —8 -07 doc: Cond -10/06 D06-473 Printed: 03-08 -2007 Contact Person: E - Mail Address: Company Name Mailing Address: CITY OF TUKWILA Community Derelopmenftff partment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ct tukwila. wa. us Company Name: I ou'/ to e $mot 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 Address: 6 / Su SOi% Sffee7 Tenant Name: C LOe - S'7 L 4'tr.on Property Owners Name: oks+ 4 n nun Iea - ea- e H1 Mailing Address: 6/0/ So u 8o-I.4 STree Contact Person: /i/• 1 �// E -Mail Address: p of re e4 le 'a rest; /cit 73 • ce rN Contact Person: Ed rG 9 P� E -Mail Address. .r 0'45It l C sec 1 i... i . es rt QMppliatiomaanns- Application. On ( neV -2006 - Permit Appliation.doc Revised: 9 -2006 bh King Co Assessor's Tax No.: 359 30+'9Jc 0 Suite Number: City New Tenant: 0 .... Yes g..No Werf State Floor: 91/83 Zip CONTACT PERSON who do we contact when your permit is ready to be issued Name: Cte 'nett el; ron 1 Day Telephone: 679-- SSY-a 90� / Mailing Address: 6/0 / Sou 44 /8614 ,Trh"ef / / City State Zip E -Mail Address: j deg • /n ; / / t een e ee G ��r, : Tel a r+ Fax Number: 6/0 889 T Ato tt. wr1 98/88' GENERAL CONTRACTOR INFORMATION (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5» Mailing Address: City Day Telephone: Fax Number: Contractor Registration Number: Expiration Date: State Zip ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Car /el /4ec J i 1-e4.13 J.n� Mailing Address: // Sa,t*fir Si %e e'/ 57 A / r non 1.u4 989 City State Zip Day Telephone: 316- ray-03 99 Fax Number: ENGINEER OF RECORD -All plans must be wet stamped by Engineer of Record Co,.i,n icA i»u &j ncerisq anti, 17 n 4 Li-C 6830 4-a„ r x`11 C, /,, oN 9sasl City State Zip Day Telephone: 6 /'/- a0S- a /a Fax Number: 679 989- 09 YC Page 1 of 6 Valuation of Project (contractor's bid price): "4- ' • - Existing Building Valuation: $ ?� Scope of Work (please provide detailed information): Re n 0 t-c ion c 1 ex Zr T+ �r 4 da - Ay CC ?de ✓ / o / ? G //ude exrame/eR � eke:A -rce/ eL /I✓ 9//1 in S/Jr+S ineJva'tnq Q WA Or a�a.'t Gin; nth) [fcner Pf'e J / Will there be new rack storage? ❑.... Yes Z .. No If yes, a separate permit and plan submittal will be required. 95;700 /Y, 33o / /-Q sfr/ab le ted/S PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) _ For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: r j Sprinklers A Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 'a' 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 Dios `�� rue / ,C-A-1 O r' 4'r Tarn FS ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q WpplicationsWonns- Applications On LinO3-2006 - Permit Application doc Revised. 9 -2006 bh Page 2 of 6 PERMIT APPLICATION NOT Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature Print Name : rg-t 4- ///, : / � � ro b" Mailing Address: 6/O / S ou7 /80 f- S`free f Date Application Expires: tig (2_14c4- I Date Application Accepted: 1 171114 at Q:WppIicaiions\Forms- Applications On LineU -2006 - Permit Application.doc Revised: 9 -2006 bh Applicable to all permits in this ap cation Day Telephone: T/ -zu City Date: !a'ab'Os< rh' /9 ss - a qa / £43)4 98/88 State Zip Staff Initials: Page 6 of 6 Fixture Type: - •: ° Qty. Fixture Type: s• Fixture Type: ' Qty Fixture Type: Bathtub or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial ' eceptor, indirect ' ste Clothes washer, domestic Floor drain - Si s Dental unit, cuspidor Shower, single head . •p Uri Is Dishwasher, domestic, with independent drain Lavatory Wate loset Building sewer or trailer park sewer Rain water sys •. " — per drain (inside .. tiding) Water h ter and/or vent Additional medical gas inlets/outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or al ;' ation of water piping an. ; a water treating equipme • Repair or a - ration of drainage o vent piping Medical gas piping system serving one to five inlets/outlets for specific gas PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: Valuation of Plumbing work ontractor's bid price): $ Valuation of Gas Piping work (c tractor's bid price): $ Scope of Work (please provide deta d information): Building Use (per Intl Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Indicate type of plumbing fixtures and/or gas piping outlets Q:'Appliationsffosms- Applicuions On Line'3 -2006 - Permit Appliation.doc Revised: 9 -2006 bh g• Sewer: City Day Telephone: Fax Number: Expiration Date: ailed and the quantity below: State Zip Page 5 of 6 Parcel No.: Address: Suite No: Applicant: Receipt No.: R07 -02109 Initials: JEM User ID: 1185 Payee: ACCOUNT ITEM LIST: Description 3523049120 6101S180ST 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.ct.tukwila.wa.us QV/EST COMMUNICATIONS M.D. MOORE COMPANY, INC. TRANSACTION LIST: Type Method Description Payment Check 16466 PLAN CHECK - NONRES Account Code 000/345.830 RECEIPT Permit Number: D06 -473 Status: ISSUED Applied Date: 12/20/2006 Issue Date: 03/08/2007 Payment Amount: 558.00 Payment Date: 09/27/2007 10:53 AM Balance: 50.00 Amount 58.00 Current Pmts 58.00 Total: $58.00 3273 07/27 9710 TOTAL 56 . doc: Receiot -06 Printed: 09-27 -2007 Receipt No.: R07 -00330 Initials: IEM User ID: 1165 ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431-3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 3523049120 Permit Number: D06 -473 Address: 6101 S 180 ST TURW Status: APPROVED Suite No: Applied Date: 12/20/2008 Applicant: QWEST COMMUNICATIONS Issue Date: Payee: COMMUNICATIONS ENGINEERING CONSULTANTS, LLC TRANSACTION LIST: Type Method Description Amount Payment Check 5790 5,484.98 Account Code Current Pmts 000/322.100 5,480.48 000/386.904 4.50 Total: $5,484.98 Payment Amount: $5,484.98 Payment Date: 03/08/2007 11:12 AM Balance: 50.00 l : r. TOTAL doc: Receiot -06 Printed: 03-08-2007 Parcel No.: 3523049120 Address: 6101 S 180 ST TURW Suite No: Applicant: QWEST COMMUNICATIONS Receipt No.: R06 -02020 Initials: BLH Payment Date: 12/27/2006 01:03 PM User ID: ADMIN Balance: $5,484.98 Payee: COMMUNICATIONS ENGINEERING CONSULTANTS LLC TRANSACTION LIST: Type Method Description Amount Payment Check 5674 3,562.31 ACCOUNT ITEM LIST: Description 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 PLAN CHECK - NONRES 000/345.830 RECEIPT Account Code Current Pmts Total: $3,562.31 Permit Number: D06 -473 Status: PENDING Applied Date: 12/20/2006 Issue Date: Payment Amount: $3,562.31 3156 12/28 9710 TOTAL. 4424.91 • • • • 3,562.31 • • doe: Receiot -06 Printed: 12 -27 -2006 Project: ) `/'' / r- 74 J2 /A)•G1 / l OfrikH4U .Jr c Type_of Inspection: — r,✓n e: // pu : /� , 4 ( - s: _ Address rr (SO/ S�) s--7- Date Called: � Special Instructions: Aav' L.•4rco✓ /� 0 /5 � — 6 / 7,1/ 30 r" I I- gr.. Date Wanted: a.m. -'' /. - / O rat' Requester: Phone No: � Z 206 4/27 -34- INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION f 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 OMMENTS: Approved per applicable codes. El Corrections required prior to approval. Inspectoo,�, / ' � O J 'Date: 1 2 h 1 17 l el $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: Pr C -- , ,,, / 1 Type of Ins ection: vrc. / /��+, / "' `l Address: 0 /0 / S 1 710 5 f` Date Called: Special Instructions: Date Wanted: //-- 2 o -D - 7 CUM: P.m. Requester: Pho a No: — 1 /;z3 - .7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 0 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3 7 COMMENTS: /4/ &ir f/4 .. sr 709.7% r r rev/ 2 e D Approved per applicable codes. $58.00 REINSPECTIO SEE REQUIRED. Prior o inspection, fee must be paid at 6300 Souther Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: IN 57 INSPECTION RECORD Retain a copy with permit O - 973 Corrections required prior to approval. IDate: Pro' ct: (VA/Pr 'C ohrn uH, ,-.. /., Type of Inspectio ,� y��- �r 4C; ,.A, Address: 4 /0/ 5 /705f Date Called: Special Instructions: Date anted: —07 can, P.m. Requester: Phone No: 206-'/27- 7 ■ CITY OF TUKWILA BUILDING DIVISION D.06 1 )73 INSPECTION RECORD Retain a copy with permit INSPECT' N0. PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: $58.11 REINSPE ON FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Approved per applicable codes. U Corrections required prior to approval. 'Receipt No.: 'Date: Projeer ✓ t �/ l l / /'S �6ywi v T. • Type of Inspection: / \ I CA- /140 e r \J Ad esl: Date Called: Special Instructions: Date Wanted: , a.m. 7— 5, c_ 7 /( p .m._ Requester: Phone No: Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPE 1• NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Ddb - V75 COMM€NTS: qispe X58 REINSPEC11ON FEE QUIREl7 Prior o inspection. fee must be p i at 6300 Southcenter Blv .. Suite 100. Cal the schedule reinspection. Rec- -€pt No.: Date 3 / — c im 'Date: Corrections required prior to approval. Proje t: C �(J /S (// Qrnml v: Type of Inspection: / J/ (l L Ad ddress: /O / ; g S7 Date Called: Special Instructions: Date Wanted: — 0 `7 a.m. :a KPr: r: Requester: Phone No: c 3 7 . 2S 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6 i 9,�.7�d✓ �' � i/3 . ' 4/ lnspe - •r: pt No.: I ( Date , J t- .00 REINSPECTION FEf REQU D. Prior o inspection. fee must be d at 6300 Southcenter vd, uite 100. Call the schedule reinspection. (Date: Project ,, /ce../ Type of /9 ection: ��? Addre o7 n Date Called: Special Instructions: Date Wanted: 7 X7-7 7 - J -0 P.m Requester: Phone No: 253- INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: RA, l-r/ 0// A - zp ,5e nori j / d //99 . .- -' 2.Oo�� $58.00 REINSPECTIOI E REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cal the schedule reinspection. Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit Ej Corrections required prior to approval. P �ct: Type of Inspection: A ress: (7 I O 1 S 1 P-n s-f Date Called: Special Instructions: Date Wanted: (�- 2(o - C� -7 : Gm.m. Requester: Phone No: 2 53 - 377 -7 ;7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PER El Corrections required prior to approval. COMMENTS: PA. C ��r ( trAA J 7(k (dL REINSPECTION :E REQUIRED. rior o inspection. fee must be at 6300 Southcente :lvd., Suite 11 I. Call the schedule reinspection. t No.: D (Date: (0 (206)431 -367 Project: Ado Type of Inspection: Addres : � a/ , Date Ar.� -- Called: ., Special Instructions: /`7 * ,D� Date Want •T, • ei quester g� / /; / Phone No: 2-5 3- 37 ?Z57f INSP: ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit El Corrections required prior to approval. COMMENTS: j /1 2 3/ rig? y " /s/tofll/ />>-T)/7/''`l6 ,'fip ✓w t ins ctor: l 0 Q �J REINSPECTION FEE REQUIRED. ' rior o inspection. fee must be p at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: (Date: Proj ; ten y /fjyf Type of Ins a n;, _ / Addr s: C,in/ /er)4 Date Called: Special Instructions: Date Wanted: — 7!7" G a.m. p.m• Requester: Phone i _ 77 y am / INSPECTION RECORD Retain a copy with permit INSPECT' NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ( foci { , 14// v ), - nspecto f IDate� ..__2:0 ` 9 ri S / t REINSPECTION FE REQU�rior to inspection, fee must be p. d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: Pr • ct: lF s4 Cen -vir'1 • Type of Inspe, }- Ann CN--(-7 Ad ress: (010\ C. 1 F 7 )0 Si Date Called: Special Instructions: Date Wanted: a.m (e, � 1 -v7 P.m. Requester: i'r\icl Phone No: - v z53- 3 7 - e S -7 1 sp INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approve COMMENTS: f mkt( 2. Anti l lA A.iA ttlrclt Tt- IA , Date: Receipt No.: Date: D06 - 173 PERMIT NO. (n -1 5 — » REINSPECTION FGE REQUIRE Prior a inspection. fee must be id at 6300 Southcenter Blvd.. Suite OD. Call the schedule reinspection. Project: Type of Inspection:. Addr s: /0 /L :1 /(DO$" Date Called: Special Instructions: Date Wanted: S Z7 0"7 �a.m . . Requester: Phone No: 2 53 -3 77 -25 - 7/ � �SPECTION RECORD --y Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. COMMENTS: p 0 ETA 100 e_ tn-14 ! 1-- Insp¢ctor q/ttt7 $54)" REINSPECIION SEE REQUIRE Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No,: 'Date: ID Corrections required prior to approval. a)(- %73 PE (206)431 -3670 Pro t: cS" (ermi n4 4fiLkC Type of inspection: Fi ?A zai.✓ 6 A dress: G S rev .s-t Date Called: Special Instructions: Date Wanted : ie 6 m . Requester: Phone No: 25 ? ?7 -257 7 Z INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: lJ ," /7f /,,t°ii /_ Inspecto I Date: 5--- D7 REINSPECTION EE REGU ED. Prior o inspection, fee must be at 6300 Southcenter Blvd.. Suite 100. Cal the schedule reinspection. R eipt No.: !Date: Approved per applicable codes. Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit PERMIT NO. Project �.� Type of Inspection P Address: , / Date Called .,1 —� Special Instructions: ,� Date Wanted; Cape �// 43'6 p.m. Requester: Phone No: 2r ¶ 3-32 -2-57/ INSPECrrION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2x6$31 -3670 El Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: ❑ $58.00 REINSPECTION VEE REQUIRED. Prior to inspection, fee must'be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: !Date: COMMENTS: Sprinklers: Y Type of Inspection: ' /4" - S/ ac,, JA. / Address: 4/ p ) . Suite #: /km C SK . - / Al Cr Ali A(1 Sr ins \ed ) s 4 c©n-4 04) Phone No.: Po(,- -,V 1. o`fo / 4a41t?) y Project: C2IA) tt Sprinklers: Y Type of Inspection: ' /4" - S/ ac,, JA. / Address: 4/ p ) . Suite #: /9 On Contact,Person: 3( +- rJ rtQ c) le a Special Instructions: Occupancy Type: Phone No.: Po(,- -,V 1. o`fo Needs Shift Inspection: Sprinklers: Y Fire Alarm: K Hood & Duct: Monitor: 141 Pr k1Mir. Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER ,Lpproved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Word /Inspection Record Form. Doc 1/13/06 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 n Corrections required prior to approval. Inspector: en yt1, Date: //a7/t7 Hrs.: 0 N If\ $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 QV✓ Project: Qww Sprinklers: Fire Alarm: Type of Inspection: SPRYmi.41, Q Address: 1,9101 4. Suite #: 105 11 4* Contact Person: V►}S('.t =. Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER - Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Word /Inspection Record Form.Doc 1/13/06 bo6-4 - 13 01 -S -o8 I PERMIT NUMBERS Corrections required prior to approval. COMMENTS: Inspector: 5 IL Date: 9 / b 7 Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 2 --1# 2tuphuaa unusi ash - 90Q :and 8 November 2007 City of Tukwila Building Department 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 -2544 Project: Qwest Communications Tukwila Cyber Center Address. 6101 5 180 Street We herewith certify that we have completed the following special inspections. To the best of our knowledge, the work inspected was in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Reinforcing steel 2. Reinforced concrete 3. Reinforced masonry 4. Epoxy grouting (rebar) 5. Epoxy- grouted anchor bolts 6. Structural steel /welds /ultrasonic testing of full penetration welds Sincerely, OTTO ROSENAU & ASSOCIATES, INC. nne L. Parvin OTTO ROSENAU & ASSOCIATES, INC. cc: Communications Engineering Consultants (via e-mail) Rushforth (via e-mail) Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4 -US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com RECE!VEO NOV 14 2007 COMMUNITY DEVELOPMENT Permit Number: D06 -473 Job Number: 07 -207 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number. 63298 Description: Structural Steel Erection Project: Address: Client: Inspector and Date Dusty Johnston 7/27/2007 Copies to: X Client X Architect X Engineer CONSTRUCTION INSPECTION REPORT Qwest Communications Cyber Center 6101 South 180'" Street, Tukwila Communications Engineering Consultants Conforms Permit Number. Job Number. Client Address: Remarks D06 -473 07 -207 6820 Lauffer Road, Columbus OH Visual inspection was made of the welds on the 3 brace frames on lines 12 D and E and found to be according to details #Z and 4/S5.2. Welding performed by W.A.B.O. certified welder (card on file with contractor) according to AWS D1.1 procedures. Visual inspection also made of welds of square washers to base plates for detail 2/S5.2 and found to be according to plans. Contractor X Building Dept. Technical Responsibility: O i a er nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm Is strictly prohibited. Page 1 of 1 6747 M.L. lCng Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888-OTTO -4-US — Fax (206) 723 -2221 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 63296 Description: Epoxy - Grouted Anchor Bolts CONSTRUCTION INSPECTION REPORT Project: Qwest Communications Cyber Center Permit Number. DO6 -473 Address: 6101 South 180 Street, Tukwila Job Number: 07 -207 Client: Communications Engineering Consultants Client Address: 6820 Lauffer Road, Columbus OH Inspector and Date Remarks Dusty Johnston Not ready; inspection of epoxy- grouted anchor bolts canceled. 7/26/2007 Copies to: X Client X Architect X Engineer Contractor X Building Dept. Technical Responsibility: VJ 41.4 irkkre.tn Walter C. Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. IGng Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 - Fax (206) 723 - 2221 Form No.: ADMIN -63 -01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number. 63283 Description: Structural Steel Erection, Epoxy- Grouted Anchor Bolts Project: Address: Client: Inspector and Date Dusty Johnston 7/12/2007 Copies to: X Client X Architect X Engineer CONSTRUCTION INSPECTION REPORT Qwest Communications Cyber Center 6101 South 180 Street, Tukwila Communications Engineering Consultants Permit Number: Job Number. Client Address: Remarks D06 -473 07 -207 6820 Lauffer Road, Columbus OH Visual inspection was made of the roof mechanical platform moment frame full penetration welds, and the scarfing out of the back -up bars. Welding was performed by WABO certified welders (cards on file with the contractor) according to details 1 & 5/S5.2 and AWS D1.1 procedures. Non destructive weld testing to be scheduled with our office upon completion. Observed cleaning of 5" & 6" deep holes into CMU and tilt -up concrete walls and the epoxy grouting of 48 column anchor bolts using Simpson Strong Tie SET 22 epoxy (expires 02/08) according to Manufacturer's directions. Conforms Contractor X Building Dept. Technical Responsibility: alter . "ansen, Project Manager This report applies only to the hems tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our fine is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 or 1 888 OTTO - 4 - US - Fax (206) 723 Form No.: ADMIN -63 -01 (Rev 0503) OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number. 61895 Description: Epoxy - Grouted Anchor Botts Project: Address: Client: Inspector and Date Davion Walker 7/26/2007 CONSTRUCTION INSPECTION REPORT Qwest Communications Cyber Center 6101 South 180 Street, Tukwila Communications Engineering Consultants Permit Number. Job Number. Client Address: Remarks 006 -473 07 -207 6820 Lauffer Road, Columbus OH Arrived on site for inspection of epoxy - grouted anchor bolts for canopy and canopy braces. All holes were drilled 9/16 of an inch in diameter and deep enough for at least 5° minimum embedment, and were blown and brushed clean prior to application of epoxy. On canopy, holes were 4 feet on center and nine bolts were placed. On canopy brace system, there were 26 holes that had epoxy and bolts placed. The epoxy that was used for holes was Simpson Epoxy -Tie SET 22, expiration date August 2008. There were also three wedge anchor bolts placed in canopy and six in canopy brace system. (Holes had same depth and diameter as epoxied holes.) All work was done on the south end of east side of building. Conforms Copies to: X Client Contractor X Architect X Building Dept. Technical Responsibility: ` 9 ,f e.I0e nita - IA X Engineer Walter C. Hansen, Project Manager VV This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau 8 Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. !Ong Way S., Seattle, Washington 98118 - Phone (206) 725 or 1 - Fax (206) 723 - 2221 Form No.: ADM/N -63-01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 60830 Description: Structural Steel Erection CONSTRUCTION INSPECTION REPORT Project: Qwest Communications Cyber Center Permit Number: D06 -473 Address: 6101 South 180 Street, Tukwila Job Number. 07 -207 Client: Communications Engineering Consultants Client Address: 6820 Lauffer Road, Columbus OH Inspector and Date Remarks Isaac Ruoff Arrived on site for continuous visual welding inspection on the full penetration welds at the moment 7/11/07 connections above the roof. Welds were made by the FCAW process and performed by Jeff D. Warren WABO# W00652 and Russell J. Doherty WABO# W07672. Both welders' cards expire on APR 1, 2008. Work is in progress and is as per approved plans and AWS D1.1. Non destructive weld testing to be scheduled with our office upon completion. In Progress - Conforms Copies to: X Client Contractor X Architect X Building Dept. Technical Responsibility X Engineer Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 - 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN - 63 - 01 (Rev 05/03) This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Assoctates, Inc. Reproduction of this report, except in full, without written pemmission from our firm is strictly prohibited. OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT R�CiCGiv + � Q� Report Number. 60829 G F+ L �O Description: Structural Steel Erection ¶p3 GOMMQ Project: Qwest Communications Cyber Center Permit Number. D06 -473 p Address: 6101 South 18e Street, Tukwila Job Number. 07 -207 Client: Communications Engineering Consultants Client Address: 6820 Lauffer Road, Columbus OH Inspector and Date Isaac Ruoff 7/10/07 Copies to: X Client X Architect X Engineer In Progress - Conforms Remarks Arrived on site for continuous visual welding inspection on the full penetration welds at the moment connections above the roof. Welds were made by the FCAW process and performed by Jeff D. Warren WABO# W00652 and Russell J. Doherty WABO# W07672. Both welders' cards expire on APR 1, 2008. Work is in progress and is as per approved plans and AWS D1.1. Non destructive weld testing to be scheduled with our office upon completion. Contractor X Building Dept. Technical Responsibility: This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. lung Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888-07704 -US - Fax (206) 723-2221 Form No.: ADM/N -63-01 (Rev 05'03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 61921 Description: Structural Steel Erection CONSTRUCTION INSPECTION REPORT Project: Qwest Communications Cyber Center Permit Number: D06 -473 Address 6101 South 180 Street, Tukwila Job Number: 07 -207 Client: Communications Engineering Consultants Client Address: 6820 Lauffer Road, Columbus 01-I Inspector and Date Remarks Douglas Graham On site to perform special inspection on structural steel erection per AWS D1.1, Al SC, and approved 7/18/2007 drawings. 1. Performed visual and ultrasonic examination on moment frame complete joint penetration welds per drawing S2.3a and S5.2, details 5, 6, & 7. See ultrasonic examination report 59746 for locations and results. Welds and workmanship found to be in conformance. Conforms Copies to: X Client Contractor X Architect X Building Dept. Technical Responsibility: X Engineer RECEIVED .1111 2 n ?007 C OMMUNITY DEVELOPMENT Walter ns en, Project Manager This report applies only to the Items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspectiohk Materials Testing Report Number. 60818 Description: Structural Steel Erection Copies to: X Client X Architect X Engineer Conforms CONSTRUCTION INSPECTION REPORT Project Qwest Communications Cyber Center Permit Number. D06 -473 Address: 6101 South 180 Street, Tukwila Job Number. 07 -207 Client Communications Engineering Consultants Client Address: 6820 Lauffer Road, Columbus OH Inspector and Date Remarks Isaac Ruoff Arrived on site to visually inspect the field welds at the lower brace frame in the administration area 7/3/2007 and the welding of the washers at the same location. Welds were made using the FCAW process. Contractor has a copy of the welder's WABO certification on file in the job trailer. Welds were visually as per approved plans, Engineer RFI 053, and AWS D1.1. Contractor X Building Dept. Technical Responsibility: RECEIVED JUL L u au/ DEVELOP4en This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau 8 Associates, Inc. Reproduction of this report, except in hill, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - 1 - US - Fax (206) 723 Form No.: ADM /N -63-01 (Rev 05/03) Job Number: I 07 -207 I Report N Contractor x D06 -473 x Project: Qwest Communications Tukwila Communications Engineering Consultants Address: 6101 S 180tl5 St, Tukwila Address: 6820 Lauffer Rd, Columbus OH 43231 Date: 7/18/2007 Technician: Douglas Graham, Level II ❑ Fabrication Shop a Jobsite ITEM INSPECTED (Weld Location and Identification) iaAa - a sett ie*e, U Attenuation Factor Sound Path ipsue-t laden XWaj eaugsia Distance From 03B4 WOJj Bad Conforms Does Not Conform Roof elevation, W16x45 to column flanges - Grid B.3 © 11.1, top, bottom flanges & cover plates — 4 welds 52 X Grid B.3 @ 11.9, top, bottom flanges & cover plates — 4 welds 52 X Grid C.2 © 11.1, top & bottom flanges & cover plates — 4 welds 52 X Grid C.2 © 11.9, top & bottom flanges & cover plates — 4 welds 52 X Grid D.2 @ 11.1, top & bottom flanges & cover plates — 4 welds 52 X Grid D.2 @ 11.9, top & bottom flanges & cover plates — 4 welds 52 X Goveming Code: _i AWS D1.1 - 06 [ ) Other Instrument Mfg.: Krautkramer ORA #8820 Procedure No.: NDT -OP -03- ( 1 Other Model #: USN50[ 1 Serial # 00HTDF Transducer Mfg.: Krautkramer Dag. Size Frequency 0 Straight Serial#00K18F 0 1.00 2.25 Mhz. Shear Serial #OODKTH 70 .75x.75 2.25 Mhz. Calibration Blod( Type: ® IIW ❑ DSC Couplant Type: a Water Based ❑ 011 Based ❑ Other x Client Contractor x Architect x Buildinq_Dept. x Engineer OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing REPORT F ULTRASONIC EXAMINATION -- WELDS Copies to: This torn is applicable to Statically and Cyclically Loaded Non - tubular Structures. AWS Section # 2 Parts B or C. Technical Responsibility: RECEIVED JUL 3 0 2007 II FVF I nnN e .Ir Bob Schaefer, Structural Steel Supervisor This report applies only to the Items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 2 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1- 888 - OTTO -4 -US - Fax (206) 723-2221 FORT) No.: ADMIN -52 -03 (Rev 01/06) Job Number: I 07 -207 Report h Contractor x D06 -473 x Project: Qwest Communications Tu.._ _,__. __.._. k.. Communications Client: Engineering Consultants Address: 6101 S 180 St, Tukwila Address: 6820 Lauffer Rd, Columbus OH 43231 Date: 7/18/2007 Technician: Douglas Graham, Level II ❑ Fabrication Shop 70 Jobsite ITEM INSPECTED (Weld Location and Identification) iene1 • yea level uoneoIPul Attenuation Factor Sound Path IuOue - -- tade0 X woJ,J eaums!D A waj eaueisia aced woad Gel Conforms Does Not Conform Roof elevation, W16x45 to column flanges - Grid E © 11.1, top & bottom flanges & cover plates - 4 welds 52 X Grid E © 11.9, top & bottom flanges & cover plates - 4 welds 52 X Governing Code: C AWS D1.1 - 06 [ 1 Other Instrument Mfg.: Krautkramer ORA #8820 Procedure No.: IS NDT OP - 03 - [ 1 Other Model #: USNSO[ 1 I Serial # OOHTDF Transducer Mfg.: Krautkramer Deg. Size Frequency _1 Straight Serial #00K18F 0 1.00 2.25 Mhz. E9 Shear Serial #OODKTH 70 .75x.75 2.25 Mhz. Calibration Block Type: ® IIW • DSC Couplant Type: :. Water Based • Oil Based • Other x Client Contractor x Architect x Building Dept. x Engineer OTTO ROSENAU & ASSOCIATES, INC Geotechnical Engineering, Construction Inspection & Materials Testing Copies to: REPORT OF ULTRASONIC EXAMINATION OF WELDS This form is applicable to Statically and Cyclically Loaded Non - tubular Structures. AWS Section # 2 Parts B or C. Technical Responsibility: RECEIVE JUL 3 0 2001 rnu oEVELOrr+=r• Bob Schaefer, Structural Steel Supervisor This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our fine is strictly prohibited. Page 2 of 2 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 or 1 - Fax (206) 723 - 2221 Form No.: ADMIN -52 -03 (Rev 01/06) OTTO ROSENAU o & INC. 11 /kb ' 3 CONSTRUCTION INSPECTION REPORT �'F[� p 1p �r Report Number: 60807 Description: Wedge Anchor Bolts Project. Southcenter Square Permit Number. D06 -457 Address: 17200 Southcenter Parkway, Tukwila Job Number. 06-683 Client Wig Properties LLC - SS Client Address: 48 134" Place SE, Bellevue WA 98006 inspector and Date Isaac Ruoff 6/28/2007 Remarks Arrived on site at Building N to witness the installation of diameter Red Head Trubolt wedge anchors at the top of the south west pilasters as per engineer RFI. Wedge anchors were installed with 6' embedment and installed and torqued to the requirements specified in ICC ESR #1372. Conforms Copies to: Owner X Contractor X Architect X Building Dept. Technical Responsibility: X Engineer David Lyal, Technical Director This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm Is strictly prohibited. Page 1 of 1 6747 M.L.1ing Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 OTTO.4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63-01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number. 52098 Description: Epoxy Grouting (Rebar) Project Address: Client Inspector and Date CONSTRUCTION INSPECTION REPORT Remarks Copies to: Owner X Contractor X Architect X Building Dept. Technical Responsibility: X Engineer T Southcenter Square Permit Number 006 -457 17200 Southcenter Parkway, Tukwila Job Number. 06-683 4811 134 Place SE, Bellevue WA Wig Properties LLC - SS Client Address: 98006 Wayne Barker On site for the application of epoxy. Hilti Hit HY 150 epoxy was used with an expiration date of 7/3/2007 9/2007. At the base of 4X4 steel beams: 4 holes into base at footing pad. Trellis running east and west of North Building for the pavilion. Two rows of columns. At 6 column in from the east, also 7, 8, and 9 both sides of walkway. A total of 8 column pads with 3/4 -inch diameter all thread with 6 inches of embedment. All holes brushed prior to inspector's arrival and blown free of debris with inspector present. All inspected work conducted as per approved plans. Conforms David Lyal, Technical Director This report applies only to the Items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. ling Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 688 - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63-01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES INC. Geotechnlcal Engineering, Construction Inspection & Materials Testing Report Number: 60828 Description: Wedge Anchor Bolts Inspector and Date Isaac Ruoff 7/9/2007 CONSTRUCTION INSPECTION REPORT Remarks Copies to: Owner X Contractor X Architect X Building Dept. Technical Responsibility: X Engineer Project Southcenter Square Permit Number. D06 - 457 Address' 17200 Southcenter Parkway, Tukwila Job Number. 06 -883 Client Wig Properties LLC - SS Client Address: 98 134 Place SE, Bellevue WA 98006 Arrived on site to perform torque verification on the wedge anchors for the north trellises. Anchors were installed prior to my arrival. Based on contactor statements and debris on the job site the bolts are Simpson Wedge All anchors and are 34* X 8W based on the letter code on the bolt (0). Based on the letter code 0 the bolts have a minimum embedment of 6 °— 6W as per engineer memo dated 8/20/2007. Using a calibrated torque wench the anchor bolts were torqued to 150 t/Ibs as per the ICC ESR. David Lyal, Technical Director This report applies only to the Items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way 5., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -63-01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing ` � ' �CFfV r CONCRETE REPORT f (�� Job Number: 06 -683 Report Number: RC58431 Permit Number: D06 -457 � On f � zoo, D Project: Southcenter Square Client: Wig Properties LLC - SS ccop Address 17200 Southcenter Parkway, Tukwila Address 4811 134th Place SE, Bellevue Inspector: Ross Bogle, Zack Ring Date: 6/25/2007 Description/Location: Footings for pavilions and trellis in front of North Building, running east to west to the Kohl's Building. Resteel Verified: Yes 6/25/2007 by Ross Bogle Grade: 60 Mfg: Nucor Placement Data Design n Actual ❑ Batch Weights /Cubic Yard Supplier: Miles Cement (Ibs/type): 517# Mix Number: 02550 Fine Agg. (lbs): - 1480# Slump Spec: 3" ± 1" Coarse Agg. (lbs/size): 1860# 7/8" Slag (lbs): W/C Ratio Spec: Coarse Agg. (lbs/size): Air Spec: N/A Coarse Agg. (lbs/size): Total Yards: 28 Fly Ash (lbs): Placed Via: Chute Water (Ibs or gal): 262# Consolidated: Yes Admixtures (specify): 16 oz. POLYHEED 997 Required Strength (psi): 2500 Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 1:00 pm 4.00 0 gal. 4" N/A 75 °F 80 °F Mo2o120364 Specimen Number 1 Weather: Partly Cloudy Slump Range -- Date Samples Picked Up: 6/26/2007 Initial Curing Method: Excluding ASTM C31- 121.5 Comments COMPRESSIVE TEST RESULTS Air % Range: -- Initial Curing Temp: Excluding ASTM C31- 10.1.2 REINFORCING / PLACEMENT: Conforms MI Does Not Conform ❑ Test Field Age Size Area Weight Max Load Strength Fracture Type Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 7/2/07 7 4 x 8 12.61 8.68 43,570 3460 •= Discarded Tested in general accordance to: ASTMC39 © ASTMC617 ❑ ASTMC1231 Copies to: ❑ Client © Contractor Architect © Building Dept Technical Responsibility: Engineer Batch Plant David Lyal, Technical Director This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 03 (Rev 01/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number. 62109 Description: Structural Steel Erection Project: Address: Client: Inspector and Date Dusty Johnston 6/26/2007 Copies to: X Client X Architect X Engineer CONSTRUCTION INSPECTION REPORT Qwest Communications Cyber Center 6101 South 180 Street, Tukwila Communications Engineering Consultants Permit Number: Job Number. Client Address: Remarks RECCilbtp JJUL 1 DM OP N MENT 006-473 07 -207 6820 Lauffer Road, Columbus OH On site to inspect structural steel erection. Visual inspection was made of brace frame welds on lines E and F. Welding performed by WABO certified welders, cards on file with contractor, per AWS 01.1 procedures, according to details on sheet S5.4 of approved drawings. Conforms Contractor X Building Dept Technical Responsibility: alter C Kafisen, Project Manager This report applies only to the Items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 7254600 or 1 - Fax (206) 723 - 2221 Form No.: ADMIN -63 -01 (Rev 05103) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number. Project: Address' Date: ()west Communications Tukwila Cyber Center 601 S 180 St, Tukwila 05/30/2007 Type of Inspection: Periodic 12, per approved plans. Resteel Verified: Resteel Grade: Mix No./Type: Grout Temp: Grout Ingredients: Mix No./Type: Mortar temp: Date Constructed: Date Grouted: Sample Description Masonry Prisms - Grouted: Masonry Prisms - Ungrouted: Masonry Units/Blocks Grout: Mortar: Other Test Methods / Standards Used: 07 -207 Report Number: Weather & Mean Daily Temp: Inside bldg. Date Samples Picked Up: 6/1/2007 MASONRY REPORT Client: Address: Inspector. Description 1 Location 64700 Permit Number: D06 -473 Continuous ❑ On site to inspect 6 lift grouting of CMU block laid at 10.5/E to C and D.9/10.5 to Yes Date: 5/16/07 Positioners in Place: No 60 Manufacturer: Nucor Grout Information (ASTM C1019) (excluding paragraph 12.1.5) 360372 Grout Supplier: Stoneway Grout Preparer: 68 Grout Slump: 9 W Method of Consolidation: Mortar Information (ASTM C270 1 ASTM C780) Mortar Supplier: Mortar Preparer. Mortar ingredients: Prism Information (ASTM C 140 / ASTM C 1314) (excluding paragraph 5.11) 5/16/07 Constructed By (mason): 5/30/07 Block/Unit Supplier: Number of Sample Samples Size 6 8 "x8"x16" Specimen Test Age Size Area No./Type Date (Days) (In.) (Sa.ln.) Weight Avg. Compressive Strength of Grout Specimens (psi): Copies to: x Client Contractor x Archited x Building Dept. x Engineer Comments Block/Unit Type: Specified Ambient Strength (psi) Temp 2000 58 Protection Methods: REINFORCING 1 PLACEMENT: Conforms GROUT AND MORTAR COMPRESSION TEST RESULTS Technical Responsibility Communications Engineering Consultants 6820 Lauffer Rd, Columbus, OH 43231 John Reeder Max Load Strength I(� (psi) Stoneway Vibration Truck No. 460 Inside bldg. X Does Not Conform Her C. Page 1 of 2 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US - Fax (206) 723 -2221 Form No.: ADMIN -72 -03 (Rev 12/04) 2 n, • Ticket No. 813588 Tested in general accordance with ASTM C 39 ASTM C 109 ASTM C 1019 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our firm is strictly prohibited. • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Owest Communications Tukwila Cyber Center Job No.: 07 -207 Report No.: 84700 Number of Grouted Prisms: 6 Number of Ungrouted Prisms: Number of Bed Joints: Number of Units Used: Date Prisms Picked Up: 6/1/2007 Block / Unit Supplier Diameter of Spherical Seat: Required Upper Bearing Plate Thickness: Required Lower Bearing Plate Thickness' Avg. Prism Test Age Width No. Date (Days) fiLL.1 1 6/27/07 28 8.59 2 6/27/07 28 8.52 3 6/27/07 28 8.66 4 6/27/07 28 8.57 5 6/27/07 28 8.67 6 6/27/07 28 8.65 Height to thickness correction factor from Table 1 of ASTM C 1314 Photo / Sketch of Prism Failure Prism No. 2 Form Prism No. 1 Prism No. 4 ttle, Washin MASONRY PRISM TEST REPORT Prism Information Specified Strength (psi): Specified Strength (psi): Prism No. 5 or 1 -888 -C 2000 Max/min Temperature (1 48 hrs.): • Unit Information Type of Unit: Compression Test Machine Information 13.0" Provided Upper Bearing Plate Thickness: Provided Lower Bearing Plate Thickness: (excluding paragraph 11.1.3) Prism No. 3 Prism No. 6 3.5" 5.5" PRISM COMPRESSION TEST RESULTS Avg. Avg. Net Max Net Height/ Height Length Area Load Strength Thickness &th (in (Ib (Psi) Ratio 16.00 9.65 82.89 201,230 2430 15.75 9.65 82 21 252,220 3070 16.00 9 65 83.57 265,010 3170 16.00 9.65 82.7 150,690 1820 16.00 9.67 83.36 235,060 2820 15.75 9.65 83.47 248,280 2980 C/F N/A N/A N/A N/A N/A N/A Sampling & Testing Methods Used: ASTM C 140, ASTM C 1314 Avg Compressive Strength of Prisms (psi): 2715 (excluding paragraph 5.11) Corrected Strength si OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 07 -207 Project: Qwest Communications Tukwila Cyber Center Address: 6101 South 180th Street, Tukwila Inspector: Ross Bogle Description /Location: (4) housekeeping slabs between 7.2 and 7.5 line and grids E and F and (2) piers at 7.5 and 7.6 line on grid F, also another housekeeping slab from 8.5 to 9.5 line on grid F and column pad at 12 line at grid B.2. Resteel Verified: Yes 5/17/2007 by Ross Bogle Grade: 60 Mfg: Nucor Placement Data Supplier: Cadman Mix Number: 631081G Slump Spec: 4 " -5" W/C Ratio Spec: 0.500 Air Spec: N/A Total Yards: 12 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data Time Cubic, Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 3:45 pm 12.00 10 gal. 4" N/A 70 °F 73 °F 409 729969 Weather: Inside Date Samples Picked Up: COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 5/24/07 2 6/14/07 3 6/14/07 4* 6/14/07 Copies to: © Client © Architect ® Engineer ❑ Contractor Building Dept ® Batch Plant CONCRETE REPORT Report Number: RC58402 Permit Number: 006-473 Client: Communications Engineering Consultants Address: 6820 Lauffer Road, Columbus Date: 5/17/2007 Design ❑ Actual 0 Batch Weights/Cubic Yard Cement (lbs/type): 492# Fine Agg. (lbs): 1368# Coarse Agg. (lbs/size): 1479# 3/4" Slag (Ibs): 111# Coarse Agg. (lbs/size): 402# 3/8" Coarse Agg. (Ibs/size): Fly Ash (lbs): Water (Ibs or gal): 138# Admixtures (specify): 32 oz. WRA 7 4 x 8 12.55 8.8 65,430 5210 28 4 x 8 12.5 8.83 99,600 7970 28 4 x 8 12.5 8.8 103,590 8290 28 • • Discarded Tested in general accordance to: ASTMC39 ® ASTMC617 ❑ ASTMC1231 Slump Range 5/18/2007 Initial Curing Method: E"g"o ASTM C31. 12.1.5 Comments REINFORCING / PLACEMENT: Conforms 0 Does Not Conform ❑ Technical Responsibility: Air % Range: Initial Curing Temp: alt =, H en, Excluding ASTM C31 -1 0.1.2 Pro ect Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1- 888- OTTO-4-US — Fax (206) 723.2221 Form No.: ADMIN - 62 - 03 (Rev 01/06) Page 1 of 1 . OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 07 -207 Project: Qwest Communications Tukwila Cyber Center Address: 6101 South 180th Street, Tukwila Inspector: Ross Bogle CONCRETE REPORT Report Number: RC58406 Permit Number: D06473 Description/Location: Footings located on 12 line at grids D & E and grid F at 7.5 & 7.6 line, also footings at 12 line inside and outside. Rebar as per approved plans. Resteel Verified: Yes 5/23/2007 by Ross Bogle Grade: 60 Mfg: Nucor Placement Data Design ❑ Actual IV Batch Weights /Cubic Yard Supplier: Cadman Cement (Ibs/type): 488# Mix Number: 631081G Fine Agg. (Ibs): 1338# Slump Spec: 4 " -5" Coarse Agg. (Ibs/size): 1470# 3/4" Slag (Ibs): 112# W/C Ratio Spec: 0.500 Coarse Agg. (Ibs/size): 402# 3/8" Air Spec: N/A Coarse Agg. (Ibs/size): Total Yards: 15 Fly Ash (Ibs): Placed Via: Pump Water (Ibs or gal): 190# Consolidated: Yes Admixtures (specify): 32 oz. WRA Required Strength (psi): 3000 Sampling and Testing Data Time Cubic. Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 1:30 pm 12.00 12 gal. 5" N/A 60 °F 57 °F 408 07731691 Weather. Overcast Slump Range Date Samples Picked Up: 5/24/2007 Initial Curing Method: Exdudig ASlM C31- 12.1.5 Comments • = Discarded Tested in general accordance to: ASTMC39 ® ASTMC617 ❑ ASTMC1231 Copies to: Client © Architect ® Engineer Client: Communications Engineering Consultants Address: 6820 Lauffer Road, Columbus Date: 5/23/2007 Air % Range: Initial Curing Temp: Excluding ASIA C31- 10.1.2 REINFORCING / PLACEMENT: Conforms © Does Not Conform ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 5/30/07 7 4 x 8 12.54 8.72 57,380 4580 2 620/07 28 4 x 8 12.54 8.73 81,890 6530 3 6/20/07 28 4 x 8 12.54 8.67 83,630 6670 4* 6/20/07 28 ❑ Contractor ® Building Dept Technical Responsibility: ® Batch Plant ,r . -r an - ( anager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 or 1 - Fax (206) 723 - 2221 Form No.: ADMIN -62 -03 (Rev 01/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Weather & Mean Daily Temp: Inside building Protection Methods: Inside building Date Samples Picked Up: N/A - No samples ready at this time. Comments Other Test Methods / Standards Used: Avg. Compressive Strength of Grout Specimens (psi): Copies to: X Client X Architect X Engineer GROUT AND MORTAR COMPRESSION TEST RESULTS Contractor X Building Dept. Technical Responsibility: RECElima JUN 2 6 2007 Geotechnicat Engineering, Construction Inspection & Materials Testing MASONRY REPORT Job Number. 07 - 207 Report Number: 18596 Permit Number: D CCO P M Q -473 Project: Qwest Communications Tukwila Cyber Center Client: Communications Engineering Consultants Address: 6101 South 180 Street, Tukwila Address: 6820 Lauffer Road, Columbus, OH Date: 5/16/2007 Inspector. Ross Bogle Description / Location Type of Inspection: Periodic ® Continuous ❑ 4 lift at 10.5 line from grid C to E and 10.5 to 12 lines. Rebar as per plans. Resteel Verified: Yes Date: 5/16/2007 Positioners in Place: No Resteel Grade: 60 Manufacturer: Nucor Grout Information (ASTM C1019) (excluding paragraph 12.1.5) Mix No./Type: 360372 Grout Supplier. Stoneway Grout Preparer. Stoneway Grout Temp: 62 °F Grout Slump: Fluid Method of Consolidation: Vibrator Grout Ingredients: 564# cement, 100# slag cement, 2063# sand, 922# pea gravel, 33 oz. WRDA -64, 3201/ water Mortar Information (ASTM C270 / ASTM C780) Mix No./Type: 8 Mortar Supplier. Design mix Mortar Preparer: Hinshaw Masonry Mortar Temp: 50 °F Mortar Ingredients: pre -mixed bags Prism Information (ASTM C 140 / ASTM C 1314) (excluding paragraph 5.11) Date Constructed: 5/16/2007 Constructed By (mason): Hinshaw Masonry Date Grouted: Block/Unit Supplier: Mutual Mat. Block/Unit Type: 8x8x10 Number of Sample Specified Ambient Truck Ticket Sample Description Samples Size Strength (psi) Temp No. No. Masonry Prisms - Grouted. Masonry Prisms - Ungrouted: Masonry Units/Blocks Grout: Mortar: REINFORCING / PLACEMENT: Conforms X Does Not Conform Specimen Test Age Size Area Max Load Strength Tested in general No./Type Date (Days) (In.) (Sq.in.) Weight (Ib.) MA) accordance with ASTM C 39 ASTM C 109 ASTM C 1019 nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strict& prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 or 1 888.OTT04US - Fax (206) 723 - 2221 Form No.: ADMIN -72-03 (Rev 12/04) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 07 -207 Project. Owest Communications Tukwila Cyber Center Address: 6101 South 180th Street, Tukwila Inspector. Ross Bogle Placement Data Supplier. Cadman Mix Number. 631081G Slump Spec: 4 " -5" W/C Ratio Spec: 0.500 Air Spec: N/A Total Yards: 12 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 3:45 pm Weather: See Comments Date Samples Picked Up: Inside building. Copies to: ▪ Client ® Architect • Engineer ❑ Contractor • Building Dept • Batch Plant CONCRETE REPORT Report Number. RC58402 Permit Number: 006-473 Client: Communications Engineering Consultants Address: 6820 Lauffer Road, Columbus Date: 5/17/2007 Description/Location: (4) housekeeping slabs between 7.2 and 7.5 line and grids E and F and (2) piers at 7.5 and 7.6 line on grid F, also another housekeeping slab from 8.5 to 9.5 line on grid F and column pad at 12 line at grid B.2. Resteel Verified: Yes 5/17/2007 by Ross Bogle Grade: 60 Mfg: Nucor Design ❑ Actual © Batch Weights /Cubic Yard Cement (lbs/type): 492# Fine Agg. (lbs): 1368# Coarse Agg. (lbs/size): 1479# 3/4" Slag (lbs): 111# Coarse Agg. (lbs/size): 402# 3/8" Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): 138# Admixtures (specify): 32 oz. WRA Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket Yards Added C 143 C 231 C 1064 Temp No. No. 12.00 10 gal. 4" N/A 70 F 73 ° F 409 729969 Slump Range: 5/18/2007 Initial Curing Method: Excluding ASTM C31- 12.1.5 Comments • = Discarded Tested in general accordance to: ASTMC39 0 ASTMC617 ❑ ASTMC1231 Technical Responsibility: Air % Range: Initial Curing Temp: Excluding ASTM C31 -10.1.2 REINFORCING / PLACEMENT: Conforms ® Does Not Conform ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 5/24/07 7 4 x 8 12.55 8.8 65,430 5210 2 6/14/07 28 4 x 8 12.5 8.83 99,600 7970 3 6/14/07 28 4 x 8 12.5 8.8 103,590 8290 4* 8/14/07 28 Iter ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau 8, Associates, Inc. Reproduction of this report except In full, without written pem,ission from our firm Is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723 -2221 Form No.: ADMIN -62 - 03 (Rev 01/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 07 -207 Project Qwest Communications Tukwila Cyber Center Address: 6101 South 180th Street, Tukwila Inspector. Ross Bogle Placement Data Supplier. Cadman Mix Number. 631081G Slump Spec: 4 "-5" W/C Ratio Spec: 0.500 Air Spec: N/A Total Yards: 15 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Copies to: © Client © Architect ® Engineer ❑ Contractor ® Building Dept ▪ Batch Plant CONCRETE REPORT Report Number RC58406 Permit Number: D06 -473 Client: Communications Engineering Consultants Address: 6820 Lauffer Road, Columbus Date: 5/23/2007 Description /Location: Footings located on 12 line at grids D & E and grid F at 7.5 & 7.6 line, also footings at 12 line inside and outside. Rebar as per approved plans. Resteel Verified: Yes 5/23/2007 by Ross Bogle Grade: 60 Mfg: Nucor Design ❑ Actual © Batch Weights /Cubic Yard Cement (lbs/type): 488# Fine Agg. (lbs): 1338# Coarse Agg. (Ibs /size): 1470# 3/4" Slag (lbs): 112# Coarse Agg. (lbs/size): 402# 3/8" Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (lbs or gal): 190# Admixtures (specify): 32 oz. WRA Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C in, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 1:30 pm 12.00 12 gal. 5" N/A 60 ° F 57 °F 408 07731691 Weather: Overcast Slump Range: Date Samples Picked Up: 5/24/2007 Initial Curing Method: Excluding ASTM C31- 12.1.5 Comments • = Discarded Tested in general accordance to: ASTMC39 ® ASTMC617 ❑ ASTMC1231 Air % Range: Initial Curing Temp: Excluding ASTM C31- 10.1.2 REINFORCING / PLACEMENT: Conforms © Does Not Conform ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 5/30/07 7 4 x 8 12.54 8.72 57,380 4580 Technical Responsibility: alter H nsen, Project Manager This report applies only to the Items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 888-OTTO -4-US - Fax (206) 723 -2221 Form No.: ADMIN - 62 - 03 (Rev 01/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number. 46870 Description: Soil Bearing Capacity Verification Project Address: Client Inspector and Date Huayang Luo 4/5/2007 Copies to: X Client & Owner Architect Engineer GEOTECHNICAL INSPECTION 11E,PORT Permit Number. b Number. 07 -207 Communications Engineering Consultants CI l •t Address: 6820 Laufer Road, Columbus OH 1 visited the site at the request TS6*6*3/8 footings and 10 in Rema of CMU wall footing to e -1 306 -1 17) RRCE WAY' 07 200)i D �� DP b�NT aluate foundation subgrade conditions for the Qwest Communications Cyber Center. The contractor had completed excavations of 4 TS663/8 footings. The 2 footings located at the west of Une 11 and 2 located at the Line 12 which showing at 'Partial Foundation Plan"- #S2.1A. Also, the contractor had completed the excavations of continuous spread footings, 1 parallel and close to Line C (east -west direction) and 1 parallel to Line 11, which is located at approximately 20 feet west of Une 11. The excavation depth is about 0.5 feet below the bottom of existing concrete slab for the 2 TS6 *6 *3/8 footings at the west side of Line 11, the north -south continuous spreading footing, and the west side of east -west continuous spreading footing. The exposed subgrade soils are imported crushed rock (structural fill). The crushed rock appears to be well compacted. We evaluated the subgrade crushed rock by probing with a % -inch diameter steel probe rod. Probe depths of 1 to 2 inches at the exposed crushed rock were typical. Based on our observations and evaluation, it is our opinion that the exposed foundation subgrade soils at the above mentioned locations are capable of providing an allowable bearing capacity of 4,000 pounds per square foot. The excavation depth is about 6 feet below the bottom of existing concrete slab for 2 TS6*6 *3/8 footings at Line 12 and east end of E -W continuous spreading footing. The excavation also exposed the existing spreading foundation at a depth about 6 feet. The exposed subgrade soils were brown to gray fine sand to silty fine sand, moist, loose to medium dense. The subgrade soils appear to be nonnal consolidated native river deposits. We evaluated the subgrade soils by probing. Probe depths of 12 inches were typical. Based on our observations and evaluation, it is our opinion that the exposed foundation subgrade soils at these locations are not capable of providing an allowable bearing capacity of 4,000 pounds per square foot. The contractor was excavating the remaining 2 TS6*6*3/8 footings at the south end of Line 12 and south end of north -south continuous footings. The bearing capacity verification was not required for these footings at this visit. Contractor X Building Dept. Technical Responsibility: This report applies only to the Items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 - Fax (206) 723 Form No.: ADMIN -100-01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number. 46883 Description: Soil Bearing Capacity Verification Copies to: X Client 8 Owner Architect Engineer Contractor X Building Dept. GEOTECHNICAL INSPECTION REPORT Project Qwest Communications Cyber Center Permit Number: Address: 6101 South 180 Street, Tukwila, WA Job Number. 07 -207 Client Communications Engineering Consultants Client Address: 6820 Laufer Road, Columbus OH Inspector and Date Remarks Huayang Luo I visited the site at the request of Mr. Jim Milliron to evaluate foundation subgrade conditions for 4/10/2007 tube steel 6 -inch x 8 -inch x 3/8 -inch spread footings at the south end of line 12 and south end at north south continuous footings. The excavation depth is about 8 feet below the bottom of existing slab for both footings. The excavation also exposed the existing spread footing foundation at a depth of about 5 feet. The exposed subgrade soils were dark brown to gray fine sand with silt, moist loose to medium dense. I evaluated the subgrade soil by probing with a 1/2 -inch diameter steel probe rod. Probe depths of 10 to 12 inches were typical. Based on my observation and evaluation, it is my opinion that the exposed foundation subgrade soils at both locations are not capable of providing an allowable bearing capacity of 4,000 pounds per square foot. According to the probing, the bearing capacity of these soils at a depth of 8 feet may be less than 1,500 pounds per square foot. Technical Responsibility: This report applies only to the Items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm Is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 - Fax (206) 723 - 2221 Form No.: ADMIN -100-01 (Rev 01/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number. 42838 Description: Epoxy Grouting (Reber) CONSTRUCTION INSPECTION REPORT Project Qwest Communications Cyber Center Permit Number. 006-473 Address: 6101 South 180 1 Street, Tukwila Job Number. 07 -207 Client Communications Engineering Consultants Client Address: 6820 Laufer Road, Columbus OH Inspector and Date Remarks Tara Pfaff Performed Epoxy inspection at the following locations: 4/16/2007 At the CC4 column location, witnessed (7) #6 vertical bars, 5' 2" in length and (8) #6 horizontal bars 3' 8" in length, epoxied into existing footing. At the CC3 column location, witnessed (8) #7 vertical bars, 5' 2" in length and (8) #8 horizontal bars, 4' in length, epoxied into existing footing. At the CC2 column location witnessed (7) #7 bars, 5' 2° in length and (8) #6 horizontal bars, 4' in length, epoxied into existing footing. At the CC1 column location, witnessed (5) #6 vertical bars, 5' 2" in length and (8) #8 horizontal 4' in length, epoxied into the existing footing. All bars were grade 60. All holes were 9° in depth, and 7/8° in diameter for the #6 bars and 1° in diameter for the #7 bars. Holes were brushed and blown clean. The epoxy used was CIA Gel 7000, with an expiration date of 8/2007, contractor ran out of CIA Gel 7000 and the dowels at CC1 were epoxied with Simpson SET 22, with an expiration date of 9/2008. Work is proceeding per detail 10 on S3.1, sections 1 -4 on P 1 and epoxy manufacturer's recommendations. Conforms Note: At CC3 column location, due to issue of hitting rebar 3 vertical dowels are still needed. Contractor will have these inspected at a later date. Copies to: X Client Contractor X Architect X Building Dept. Technical Responsibility: X Engineer This report apples only to the Items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 7254600 or 1 888 - 4 - US - Fax (206) 723 - 2221 Form No.: ADM /N -63-01 (Rev 05003) OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number. 64671 Description: Epoxy Grouting (Reber) CONSTRUCTION INSPECTION REPORT Project: Qwest Communications Cyber Center Permit Number. D06-473 Address: 6101 South 180 Street, Tukwila Job Number. 07 -207 Client: Communications Engineering Consultants Client Address: 6820 Laufer Road, Columbus OH Inspector and Date Remarks John Reeder On site to inspect installation of #4 grade 60 epoxy grouted slab resteel dowels at 10.7/0.2 to C, 04/19/2007 C/10.7 to 12 with minimum embedment of 4" per 7/S3.1. The # 4 resteel was manufactured by Nucor. I also inspected installation of epoxy grouted #6 bar grade 60 resteel dowels from Cascade Mills for column verticals out of footings. These bars were embedded 9 " as specified and located at F/7.8, F/7.2 to 7.4, F/8.5 to 8.2 per 11/S3.1. Work inspected was found to be done per approved plans. Conforms Copies to: X Client Contractor X Architect X Building Dept Technical Responsibility: X Engineer This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our fine is strictly prohibited. Page 1 of 1 6747 M.L. IGng Way S., Seattle, Washington 98118 - Phone (2Q6) 72P - 4600 er 1 -8 - O1TO4US - Fax (206) 723 Fonn No.: ADMIN -63 -01 (Rev 05/03) /IL OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 63150 Description: Epoxy Grouting (Reber) CONSTRUCTION INSPECTION REPORT Project: Qwest Communications Cyber Center Permit Number. D06 -473 Address' 6101 South 180 Street, Tukwila Job Number. 07 -207 Client: Communications Engineering Consultants Client Address: 6820 Lauffer Road, Columbus 01-I Inspector and Date Remarks Douglas Graham On site to perform special inspection of epoxy grouting per approved drawings and manufacturer's 6/5/2007 recommended practices. Witnessed epoxy grouting of #5 vertical dowels into existing floor slab (housekeeping pads) 36" on center. Holes met 3" minimum embedment depth. Holes were brushed and cleaned with compressed air. Simpson SET 22, batch No. 555524KK, expiry date 8/2008; ICC- ES -ESR 1772 batch No. 501402KK, expiry date 8/2008. 8.7 to 9.4 line, grid E to F, 2 pads were epoxied per drawing S2.1 b, S3.1 detail 6. Note: Drawings call for Hilti HY150 epoxy grout to be used Contractor is aware of this issue. Work found to be in conformance, pending engineer of record's approval for use of Simpson SET 22 epoxy in lieu of Hilti HY150 epoxy. Copies to: X Client Contractor X Architect X Building Dept. Technical Responsibility: X Engineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our fine is strictly prohibited. Page 1 of 1 6747 M.L. IGng Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN - 63 - 01 (Rev 05/03) n, Project Manager OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number 07 -207 Report Number: Project: Qwest Communications Tukwila Cyber Center Address: 6101 South 180 Street, Tukwila Date: 5/15/2007 Type of Inspection: Periodic 1:2) Continuous ❑ Inspected rebar placement and grouting of third lift at CMU wall section from grid "C" to "E" and from 10.5 to 12 lines. Rebar as per approved plans. Resteel Verified: Resteel Grade: Mix No./Type: Grout Temp: Grout Ingredients: Mix No.frype: Mortar Temp: Date Constructed: Date Grouted: N/A Sample Description Masonry Prisms - Grouted: Masonry Prisms - Ungrouted: Masonry Units/Blocks Grout: Mortar: Other Test Methods / Standards Used: Yes Date: 5/15/2007 Positioners in Place: No 60 Manufacturer: Nucor Grout Information (ASTM C1019) (excluding paragraph 12.1.5) 360372 Grout Supplier. Stoneway Grout Preparer: Stoneway 3 °F Grout Slump: Fluid Method of Consolidation: Vibrator 564# cement, 100# slag cement, 2063# sand, 922# pea gravel, 33.2 oz. WRDA, 970# water Mortar Information (ASTM C270 / ASTM C780) N/A Mortar Supplier. Mortar Preparer. Mortar Ingredients: Prism Information (ASTM C 140 / ASTM C 1314) (excluding paragraph 5.11) Constructed By (mason): Block/Unit Supplier: Number of Sample Samples Size Weather & Mean Daily Temp: Clear, 50 °F Date Samples Picked Up: N/A - No samples made at this time. Comments REINFORCING / PLACEMENT: Conforms X Does Not Conform GROUT AND MORTAR COMPRESSION TEST RESULTS Specimen Test Age Size Area Max Load No./Type Date (Days) fSa.ln.) Weight Llb� Avg. Compressive Strength of Grout Specimens (psi): MASONRY REPORT Client: Address: Inspector. Description / Location Copies to: X Client Contractor X Architect X Building Dept Technical Responsibility X Engineer 15895 Permit Number: D06 -473 Communications Engineering Consultants 6820 Lauder Road, Columbus, OH Ross Bogle Block/Unit Type: Specified Ambient Strength (psi) Temp Truck No. Protection Methods Inside building Strength Tested in general (psi) accordance with ASTM C 39 ASTM C 109 ASTM C 1019 Ticket No /i2 Wa - ` ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our fire is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -72-03 (Rev 12/04) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 07 -207 Report Number: 64701 Permit Number: Project: Address: Date: Type of Inspection: Periodic ® Continuous ❑ On site to inspect top of wall grouting of CMU block laid at 10.5 /E to C and 0.9/10.5 to 12, per approved plans. Resteel Verified: Resteel Grade: Mix No./Type: Grout Temp: Grout Ingredients: Mix No./Type: Mortar temp: Date Constructed: Date Grouted: Qwest Communications Tukwila Cyber Center 6101 S 180 St, Tukwila 05/31 /2007 Sample Description Masonry Prisms - Grouted: Masonry Prisms - Ungrouted Masonry Units /Blocks Grout: Mortar: Other Test Methods / Standards Used: Specimen Test No./Type Date Copies to: x Client x Architect x Engineer MASONRY REPORT Client: Address: Inspector. Description / Location Yes Date: 5/16/07 Positioners in Place: No 60 Manufacturer: Nucor Grout Information (ASTM C1019) (excluding paragraph 12.1.5) 360372 Grout Supplier. Stoneway Grout Preparer: 68 °F Grout Slump: 9' F" Method of Consolidation: Mortar Information (ASTM C270 / ASTM C780) Mortar Supplier: Mortar Preparer: Mortar Ingredients: Prism Information (ASTM C 140 / ASTM C 1314) (excluding paragraph 5.11) Contractor x Building Dept. Constructed By (mason): Block/Unit Supplier: Number of Sample Samples Size Weather & Mean Daily Temp: Inside bldg. Date Samples Picked Up: N/A No samples made. Avg. Compressive Strength of Grout Specimens (psi): Comments GROUT AND MORTAR COMPRESSION TEST RESULTS Technical Responsibility: Communications Engineering Consultants 6820 Lauffer Rd, Columbus, OH 43231 John Reeder Block/Unit Type: Specified Ambient Strength (psi) Temp Protection Methods: Stoneway Vibration Truck No. Inside bldg. D06 -473 Ticket No. REINFORCING / PLACEMENT: Conforms X Does Not Conform Age Size Area Max Load Strength Tested in general ( Days (InLI (Sa.ln.) Weight I (psi) accordance with ASTM C 39 ASTM C 109 ASTM C 1019 r nsen Project Mana Walter Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in MI, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. IGng Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 Form No.: ADMIN -72 -03 (Rev 12/04) CUTTO ROSENAU & ASSOCIATES, INC. Pc center Geotechnical Engineering, Construction Inspection & Materials Testing p,,, CONCRETE REPORT ' -t cow Job Number: 07 -207 Report Number. RC58034 Permit Number: 006 -473 D EVEL OP z' fr Project: Qwest Communications Tukwila Cyber Center Address: 6101 South 180th Street, Tukwila Inspector: Darren Reid Description /Location: Inspected anchor bolts, resteel and concrete placement for footing with pilaster at E and 10.6 per addendum #2 2/12/2007, reference plan S2.1A and schedule same page. Resteel Verified: Yes 5/3/2007 by Darren Reid Grade: 60 Mfg: Nucor Placement Data Design 0 Actual ❑ Batch Weights /Cubic Yard Supplier: Cadman Cement (lbs/type): 490# Mix Number: 631081G Fine Agg. (lbs): 1228# Slump Spec: 5" ± 1" Coarse Agg. (lbs /size): 1233# 3/4" Slag (lbs): 111# W/C Ratio Spec: 0.500 Coarse Agg. (lbs/size): 774# 3/8" Air Spec. N/A Coarse Agg. (lbs/size): Total Yards: 12 Fly Ash (lbs): Placed Via: Pump Water (lbs or gal): 28 gal. Consolidated: Yes Admixtures (specify): 24 oz. WRA Required Strength (psi): 5000 Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards. Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 4:45 pm 10.00 0 gal. 5" N/A 70 °F 58 °F 278 7725687 Weather: Slump Range Air % Range: Date Samples Picked Up: 5/4/2007 Initial Curing Method: Excluding ASn1 C31- 12.1.5 Initial Curing Temp: Excluding Asnd C31401.2 Comments COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs) (psi) (other than cone) 1 5/10/07 7 4 x 8 12.6 8.79 52,140 4140 Copies to: © Client ❑ Contractor Architect © Building Dept Engineer ® Batch Plant 2 5/31/07 3 5/31/07 4" 5/31/07 REINFORCING / PLACEMENT: Conforms 0 Does Not Conform ❑ 28 4 x 8 12.55 8.84 86,510 6890 28 4 x 8 12.55 8.81 82,270 6560 28 4 x 8 12.55 • = Discarded Tested in general accordance to: ASTMC39 ® ASTMC617 ❑ ASTMC1231 Technical Responsibility: Client: Communications Engineering Consultants Address 6820 Lauffer Road, Columbus Date: 5/3/2007 0 • -% a e ansen, Project Manager This report applies only to the Items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 or 1 - Fax (206) 723 - 2221 Form No.: ADMIN - 62 - 03 (Rev 01/06) Page 1 of 1 • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 07 -207 Project: Qwest Communications Tukwila Cyber Center Address: 6101 South 180th Street, Tukwila Inspector: Darren Reid Description /Location: Inspected resteel, anchor bolts (1" J bolts) and concrete placement for footings at grid C from 10.5 -12 line and along 10.5 line from grid C -D.9, per addendum #2 2/12/2007 and approved project documents. Resteel Verified: Yes 5/3/2007 by Darren Reid Placement Data Supplier: Cadman Mix Number 581081R Slump Spec: 5' t 1" W/C Ratio Spec: 0.500 Air Spec: N/A Total Yards: 7 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 5:45 pm Weather: Date Samples Picked Up: 5/4/2007 Initial Curing Method: Copies to: ® Client Architect ® Engineer ❑ Contractor 0 Building Dept ® Batch Plant CONCRETE REPORT Report Number. RC62241 Permit Number: D06 -473 Client: Communications Engineering Consultants Address 6820 Lauffer Road, Columbus Date: 5/3/2007 Grade: Mfg: Design © Actual ❑ Batch Weights /Cubic Yard Cement (Ibs/type): 470# Type: 1 Fine Agg. (Ibs): 1437# Coarse Agg. (Ibs /size): 1485# 3/4" Slag (Ibs): Coarse Agg. (Ibs/size): 470# 3/8" Coarse Agg. (Ibs /size): Fly Ash (Ibs): 75# Water (Ibs or gal): 172# Admixtures (specify): 13.1 oz. GLENIUM 3030, 20 oz. WRA Cubic Water $lump Air° Conc.Temp Ambient Truck Ticket Yards Added C 143 C 231 C 1064 Temp No. No. 7.00 0 gal. 5" N/A 67 ° F 58 ° F 231 7725725 Slump Range Air % Range: Excluding ASTM C31- 12.1.5 Technical Responsibility: Initial Curing Temp: Excluding AVM C31- 10.1.2 Comments REINFORCING / PLACEMENT: Conforms © Does Not Conform ❑ COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln,) (Lbs.) (Lbs.) (psi) (other than cone) 1 5/10/07 7 4 x 8 12.8 8.99 73,380 5820 2 5/31 /07 28 4 x 8 12.55 8.97 98,970 7890 3 5/31 /07 28 4 x 8 12.55 8.95 96,670 7700 4* 5/31/07 28 4 x 8 12.55 • = Discarded Tested in general accordance to: ASTMC39 ® ASTMC617 ❑ ASTMC1231 WI s en Project Manager alter / g er This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1- 888- OTTO4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 03 (Rev 01/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number. Project Qwest Communications Tukwila Cyber Center Address: 6101 S 180 St, Tukwila Date: 5/10/2007 Type of Inspection: Periodic ® Continuous ❑ Resteel Verified: Resteel Grade: Mix No./Type: Grout Temp: Grout Ingredients: Mix No./Type: Mortar temp: Date Constructed: Date Grouted: NA Sample Description Masonry Prisms - Grouted: Masonry Prisms - Ungrouted: Masonry Units/Blocks Grout Mortar. Weather & Mean Daily Temp: Sunny 50 °F Date Samples Picked Up: No Samples Ungrouted cells filled with Periite Other Test Methods / Standards Used: Specimen Test Age No./Type Date iDaysi Avg. Compressive Strength of Grout Specimens (psi): Copies to: X Client Contractor X Architect X Building Dept. X Engineer X Batch Plant RFC EiVRR `[J MAY 2 9 Perm' C il et: e D06 -473 Client Communications Engineering Consultants Address: 6820 Lauffer Rd, Columbus, OH Inspector. Dusty Johnston Description/ Location l lift wall lines 10.5 from C to E, and C from 10.5 to 12. MASONRY REPORT 07 -207 Report Number: 18534 Yes Date: 5/10/2007 Positioners in Place: No 60 Manufacturer. Cascade Grout Information (ASTM C1019) (excluding paragraph 12.16) 360372 Grout Supplier: Stoneway Grout Preparer Batch Plant 68 °F Grout Slump: 8' Method of Consolidation: Vibrator 564# type I-11, 2087# Sand, 922#/ 3/8 Cement , 100# Slag Cement, 48 oz WRDA -64 Mortar Information (ASTM C270 / ASTM C780) Mortar Supplier: Mortar Preparer: Mortar ingredients: Prism Information (ASTM C 140 / ASTM C 1314) (excluding paragraph 5.11) Constructed By (mason): Block/Unit Supplier. Number of Sample Samples Size NA Size Area 11n_) (Sa.in.1 Comments Technical Responsibility: Page 1 of 1 Block/Unit Type: Specified Ambient Strength (psi) Temp 50 °F Protection Methods: REINFORCING / PLACEMENT: Conforms GROUT AND MORTAR COMPRESSION TEST RESULTS Max Load Strength Weight Ib. si Truck No. 440 6747 M.L. Kong Way S., Seattle, Washington 98118 - Phone (206) 7254800 or 1- 888- OTTO4 -US - Fax (208) 723 -2221 Ticket No. 805667 x Does Not Conform Tested in general accordance with ASTM C 39 ASTM C 109 ASTM C 1019 ' =n , Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm Is strictly prohibited. OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 62239 Description: Reinforcing Steel, Epoxy Grouting (Rebar) CONSTRUCTION INSPECTION REPORT PFEF1VED MAY 21 20071 coMMUNIW DEVELOPMENT Project: Qwest Communications Cyber Center Permit Number: D06 -473 Address: 6101 South 180 Street, Tukwila Job Number. 07 -207 Client: Communications Engineering Consultants Client Address: 6820 Laufer Road, Columbus OH Inspector and Date Remarks Darren Reid On site for inspection of resteel and epoxy grouted rebar; 5/2/2007 1. (4) #4 bar epoxied with 6° of embedment into holes drilled %" diameter, into wall (horizontally) and (3) #5 bar epoxied with 7' /z of embedment into footing (horizontally) at 12 and C per 9/S31. 2. (3) #4 bar epoxied with 6" of embedment into holes drilled %" diameter into wall (horizontally) and (4) #6 bar epoxied with 7' /z of embedment into holes drilled 7/8° diameter into footing (vertically) at 7.8 and E.9 per 11/S3.1 and engineer's approved RFI on file at ORA office. All holes brushed and blown free of debris. The epoxy used was Simpson SET 22 with an expiration date of 9/2008, ICC ES ESR 1772. All work per approved project documents. Copies to: X Client X Architect X Engineer Conforms X Building Dept. Technical Responsibility: d Contractor ' art= C. a ' - -n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau 8 Associates, Inc. Reproduction of this report, except in full, without written permission from our fine is strictly prohibited. Page 1 of 1 6747 M.L King Way S., Seattle, Washington 98118 - Phone (206) 725 or 1 888 OTTO - Fax (206) 723 - 2221 Form No.: ADM/N -63-01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES INC Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 07 -207 Project: Qwest Communications Tukwila Cyber Center Address: 6101 South 180th Street, Tukwila Inspector: Darren Reid Description/Location: Inspected anchor bolts, resteel and concrete placement for footing with pilaster at E and 10.6 per addendum #2 2/12/2007, reference plan S2.1A and schedule same page. Resteel Verified: Yes 5/3/2007 by Darren Reid Grade: 60 Mfg: Nucor Placement Data Supplier: Cadman Mix Number 631081G Slump Spec: 5" ± 1" W/C Ratio Spec: 0.500 Air Spec: N/A Total Yards: 12 Placed Via: Pump Consolidated: Yes Required Strength (psi): 5000 Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 4:45 pm Specimen Number 1 Copies to: © Client Architect Engineer CONCRETE REPORT Report Number: RC58034 Permit Number: D06 -473 Client: Communications Engineering Consultants Address 6820 Lauffer Road, Columbus Date: 5/3/2007 Design Q Actual ❑ Batch Weights /Cubic Yard Cement (lbs/type): 490# Fine Agg. (lbs): 1228# Coarse Agg. (Ibs/size): 1233# 3/4" Slag (Ibs): 111# Coarse Agg. (Ibs/size): 774# 3/8" Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (lbs or gal): 28 gal. Admixtures (specify): 24 oz. WRA Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket Yards Added C 143 C 231 C 1064 Temp No. No. 10.00 0 gal. 5" N/A 70 °F 58 °F 278 7725687 Weather: Slump Range Air % Range: Date Samples Picked Up: 5/4/2007 Initial Curing Method: Excluding ASm C31- 12 Initial Curing Temp: Excluding ASTM C31- 10 Comments REINFORCING / PLACEMENT: Conforms I!) Does Not Conform ❑ COMPRESSIVE TEST RESULTS Test Field Age Size Area Weight Max Load Strength Fracture Type Date Cure (Days) (in.) (Sq.ln.) (Lbs) (Lbs.) (psi) (other than cone) 5/10/07 7 4 x 8 12.6 8.79 52,140 4140 • = Discarded Tested in general accordance to: ASTMC39 ® ASTMC617 ❑ ASTMC1231 ❑ Contractor © Building Dept Batch Plant Technical Responsibility: Ite H s n, Project Manager This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our fine is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (208) 725 -4600 or 1- 888- OTTO-4-US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 03 (Rev 01/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 07 -207 Project: Qwest Communications Tukwila Cyber Center Address: 6101 South 180th Street, Tukwila Inspector. Darren Reid Description /Location: Inspected resteel, anchor bolts (1" J bolts) and concrete placement for footings at grid C from 10.5 -12 line and along 10.5 line from grid C -D.9, per addendum #2 2/12/2007 and approved project documents. Resteel Verified: Yes 5/3/2007 by Darren Reid Grade: Mfg: Placement Data Supplier: Cadman Mix Number. 581081R Slump Spec: 5' ± 1" W/C Ratio Spec: 0.500 Air Spec: N/A Total Yards: 7 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Specimen Number 1 Copies to: 0 Client I] Architect Engineer CONCRETE REPORT Report Number. RC62241 Permit Number D06473 Client: Communications Engineering Consultants Address: 6820 Lauffer Road, Columbus Date: 5/3/2007 Design ® Actual ❑ Batch Welghts/Cublc Yard Cement (lbs/type): 470# Type: 1 Fine Agg. (lbs): 1437# Coarse Agg. (Ibs /size): 1485# 3/4" Slag (Ibs): Coarse Agg. (lbs/size): 470# 3/8" Coarse Agg. (Ibs /size): Fly Ash (lbs): 75# Water (lbs or gal): 172# Admixtures (specify): 13.1 oz. GLENIUM 3030, 20 oz. WRA Sampling and Testing Data Time Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket ASTM C 172, C 31 Made Yards Added C 143 C 231 C 1064 Temp No. No. Cast Samples: 1-4 5:45 pm 7.00 0 gal. 5" N/A 67 °F 58 °F 231 7725725 Weather. Slump Range: Date Samples Picked Up: 5/4/2007 Initial Curing Method: Excluding ASTM C31- 12.1.6 Comments Air % Range: Initial Curing Temp: Excluding ASTM C31- 10.1.2 REINFORCING / PLACEMENT: Conforms © Does Not Conform ❑ COMPRESSIVE TEST RESULTS Test Field Age Size Area Weight Max Load Strength Fracture Type Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 5/10/07 7 4 x 8 12.8 8.99 73,380 5820 • = Discarded Tested In general accordance to: ASTMC39 Q ASTMC617 ❑ ASTMC1231 ❑ Contractor Building Dept ® Batch Plant Technical Responsibility: S �ct Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our fine is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1- 888- OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN - 62 - 03 (Rev 01/06) Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 56357 Description: Reinforcing Steel Copies to: X Client X Architect X Engineer Conforms CONSTRUCTION INSPECTION REPORT RF,cFtv MAY 14 2007 D � D PAC ay Project: Qwest Communications Cyber Center Permit Number: D06 -473 Address: 6101 South 180 Street, Tukwila Job Number. 07 -207 Client: Communications Engineering Consultants Client Address: 6820 Laufer Road, Columbus OH Inspector and Date Remarks Ross Bogle Visually inspected rebar for (4) column pads at grid F at 7.1 , 7.2, 8.5 and 8.6 line , and (6) column 4/23/2007 pads on grid E at 7.1, 7.2, 7.5 , 7.6, 8.5 and 8.6 line along with slab on grade from 8.5 to 9.5 line. Also visually inspected installation of epoxy grouted resteel dowels for slab on grade named above. Holes were 3° in depth and spaced at 36" on center as specified.. Holes were blown and brushed free of debris. Grade 60, #4 rebar from Nucor mills, 6" in length was installed. The epoxy used was Simpson Strong Tie SET 22 with an expiration date of 9/2008. Contractor X Building Dept. Technical Responsibility: 1- sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 or 1 888 - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number. 58809 Description: Concrete - Cancel CONSTRUCTION INSPECTION REPORT Project: Qwest Communications Cyber Center Permit Number. D06 -473 Address: 6101 South 180 Street, Tukwila Job Number. 07 -207 Client: Communications Engineering Consultants Client Address' 6820 Laufer Road, Columbus OH Inspector and Date Remarks Dusty Johnston On site for inspection of concrete placement at column footing and equipment slab. Concrete 4/23/2007 placement was canceled at the jobsite because the contractor could not get a concrete pump truck when needed. Copies to: X Client X Architect X Engineer Contractor X Building Dept. Technical Responsibility Walter . Hansen, Project Manager This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our fire is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725.4600 or 1 888 OTTO.4 - US - Fax (206) 723 - 2221 Form Na: ADM/N -63 -01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 07 -207 Project: Qwest Communications Tukwila Cyber Center Address: 6101 South 180th Street, Tukwila Inspector: Ross Bogle Description /Location: Inspected concrete placement for pilasters located at the following areas: approximately grid E at 7.2, 7.3, 7.7, 7.8 and 8.8 lines also grid F lines 6.8, 6.9, 7.7 and 7.8 next to housekeeping slabs located approximately 7.2 to 7.6 line between grid E and F, Line 8.5 and 8.6 to 9.8 between grid E and F. Rebar as per approved plans. Resteel Verified: Yes 4/24/2007 by Ross Bogle Grade: 60 Mfg: Nucor Placement Data Supplier. Cadman Mix Number. 581081R Slump Spec: 5" - 6" W/C Ratio Spec: 0.500 Air Spec: N/A Total Yards: 20 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data Time ASTM C172, C 31 Made Cast Samples: 1-4 2:15 pm Weather: Inside Date Samples Picked Up: 4/25/2007 Specimen Number 1 5/1/07 Copies to: ® Client 0 Architect Engineer Test Field Date Cure CONCRETE REPORT Report Number: RC59143 Permit Number. D06 -473 Age (Days) 7 Design Cement Qbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Client: Communications Engineering Consultants Address: 6820 Lauffer Road, Columbus Date: 4/24/2007 Actual ❑ Batch Weights /Cubic Yard 470# Type: 1 1446# 1484# 3/4" 470# 3/8" 75# 161# 13 oz. GLENIUM 3030, 20 oz. WRA Slag (lbs): Cubic Water Slump Air % Conc.Temp Ambient Truck Ticket Yards Added C 143 C 231 C 1064 Temp No. No. 10.00 24 gal. 6" N/A 59 °F 52 °F 239 07722763 Slump Range: Air % Range: Initial Curing Method: Excluding ASTM C31- 12.1.5 Initial Curing Temp: Comments REINFORCING / PLACEMENT: Conforms © Does Not Conform ❑ COMPRESSIVE TEST RESULTS • = Discarded Tested in general accordance to: ASTMC39 © ASTMC617 ❑ ASTMC1231 ❑ Contractor 0 Building Dept Technical Responsibility: ❑J Batch Plant Excluding ASTM C31- 10.1.2 Size Area Weight Max Load Strength Fracture Type (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 6 x 12 28 04 29.83 148,180 5290 W t Hansen, Project Manager This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN - 62 - 03 (Rev 01/06) Page 1 of 1 Structural Calculations FOR ME con P.- r'a. Qwest — Ttikwila Mechanical' Upgrades 6101 S. 180 St. Tukwila, WA 98188 REVIEWED FOR CODE COMPLIANCE prior+rwco JAN 2 9 2097 EXPIRES: 7/6/2008 CG Engineering Project No. 06181.10 December 18, 2006 ENGINEERING 250 4 Avenue S, Suite 200 Edmonds, WA 98020 (425) 778-8500 Of Tukwila BUILDING DIr/ISION IZh aj GTYOFTHI MIIA DEC 2 7 2006 PERMrTCENTER ott -yam Qwest Tukwila — Mech. Upgrades 6101 S. 180 St. Tukwila, WA 98188 GENERAL INDEX SECTION TITLE / DESCRIPTION SECTION NO. MECH. PLATFORM 1 CHILLER SLAB 2 STRONGBACKS 3 CMU WALLS 4 CABLE CONDUIT FRAMING 5 FOUNDATION 6 Pro tect Location Street Address: 6101 S. 180TH ST., TUKWILA,WA 98188 Latitude, 47 441°. N t ontiit r22.25C WN Roof DL Roof LL Mechanical Units Cable + Conduit Soil Data Project Description Mechanical and electrical equipment is to be installed at the Owest communication building located at the above address. The structural steel support systems have been designed to act indenpent of the existing structure. The chiller towers will be supported by a steel platform above roof level which stacks down to a steel frame below. New footings are to be sawcut into the slab -on -grade as required. An 8'-4" x 10' -0' opening is to be out into the south conrete tilt -up wall panel for maintenance of the chillers, which requires steel strongbacks for lateral resistance. New mechanical and electrical units are to be installed in the UPS room per plan. The cable and conduit is to be supported on a steel frame system. The conduit and cable are designed by others to span the distances shown on plan. The cable and conduit connections are also the responsibility of others, but are to be reviewed by CO Engineering prior to construction. Scope of Work Perform the gravity and lateral design for support of the various mechanical and electrical equipment in conformance with the 2003 International Building Code. The connection of the cable and conduit to the UPS room framing is to be designed by others. Basis of Design 2003 IBC and Referenced Standards Gravity Design Loads 13 PSF 25 PSF (Snow) 20 KIPS/EA. 855 PLF Sall Report: GeoEngineers File No. 0171 -030 -R02 Dated: 9/08/93, and supplemental letter Dated: 02/16/00 Allowable Bearing: 4000 PSF Seismic Loading (Refer to Lateral Summary) G 0 ENGINEERING a0 MAve. South alto 200 Edmonds, WA 95020 Descapece Project Summary "'reject °west Tukwila By Checked cs Scale NTS Job No. 06181.10 12/18/2006 taus Shat No. Seismic Design Occupancy Category Seismic Use Group Seismic Importance Factor Site Class 0.2s Spectral Response S 1.3951 1.0s Spectral Response S 0.477 Site Coefficient (short period) F 0.90 Site Coefficient (1.0 second) F 2.40 S =F S 1.2556 SM7 =Fv + S1 SM1= 1.1441 Sos= 2 / 3 'SMS Sos= 0.837 Sol= 2/3 Sol= 0.763 Seismic Design Category SDC= E Seismic Design Comments Type 11 S.U.G. I I 1.00 S.C.= E 2003 IBC Table 1604.5 Section 1616.2 Table 1604.5 Section 1615.1.1 ASCE 7-02 Table 1 -1 Table 9.1.3 Table 9.1.4 Section 9.4.1.2 Figure 1615(1) Figure 9.4.1.1(a) Figure 1615(2) Figure 9.4.1.1(b) (Source: Enercalc 5.8 per LatiLong.) Table 1615.1.2(1) Table 9.4.1.2.4a Table 1615.1.2(2) Table 9.4.1.2.4b Section 1615.1.2 Section 9.4.1.2.4 Section 1615.1.2 Section 9.4.1.2.4 Section 1615.1.3 Section 9.4.1.2.5 Section 1615.1.3 Section 9.4.1.2.5 Section 1616.3 Section 9.4.2.1 The new equipment weights are large enough to require structural systems that act independently of the existing building. The seismic load was calculated independently for each structural system type. See calculations to follow. C C 0 ENGINEERING 2804th Ava. South Sults 200 Edmonds, WA 98020 Deaaiptim Lateral Summary Owest Tukwila By CB Checbad JO Seale NTS Job No. 06181.10 Date 12/182006 Dale Sheet No. Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude/Longitude, ... Page 1 of 1 ZUSGS Earthquake Hazards Program LOCATION 47.44070,Lat. - 122.25647 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10 %PE in 50 yr 2 %PE in 50 yr PGA 32.60 61.72 0.2 sec SA 71.78 39.51 1.0 sec SA 23.61 Analysis Options page Ground Motion page http: / /egdesign .cr.usgs.gov /cgi- bin/find -11- 2002 - interp.cgi 10/9/2006 fbncirl 15/ (-444E7 , got- 0 1,aveti _ 525,,2s site ) r ip 7 4= t wei = 22,3 kips Situ r./ 4 hoL,9 f s q,234; v: foto, t_t/ oisc fl j / /; 71, bg 1 iti c2, 1 k, ,3015(7-14- 11 L.1/21 Coid.)?- 790 ____ k1I' , LLP,G , Dakt,‘ Apirpuni-e :IP X ■ Cilok_Sil 10iL • )5 IMP,s : • • C • ricor- A,25(4-A4R0?-}. 24.3,,4)=3Len fL _.tosittektio._.itsit L 1 ' : 1 .1 = F, 4 b3$ . 0 i • 5Upt 735, . , toc • 1 5 14: : • (t+ 47ST -- 5,9i k/N • ."; Ls•nov 57 0 (ft)J/06 L - Issr; , 4 .. . 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Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 II lateral calwlattona.ecw:CakWations Description General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W16X57 Center Span Left Cant. Right Cant Lu : Unbraced Length Distributed Loads Note! Short Term Loads Are WIND Loads. DL LL ST Start Location End Location Qwest Tukwila Platform Beam 1 [point Loads Note! Short Term Loads Are WIND Loads. Dead Load Live Load Short Term Location Summary #1 0.100 0.250 29.500 # 1 10.000 5.000 29.50 ft 0.00 ft 0.00 ft 7.50 ft #2 #2 10.000 23.500 Pinned - Pinned Bm Wt. Added to Loads LL 8 ST Act Together #3 # 3 # 4 # 4 Using: W16X57 section, Span = 29.50ft, Fy = 50.0ksi End Fixity = Pinned- Pinned, Lu = 7.50ft, LDF = 1.000 Actual Allowable Moment 99.422 k -ft 230.500 k -ft fb : Bending Stress 12.940 ksi 30.000 ksi fb / Fb 0.431 : 1 Shear fv : Shear Stress fv /Fir 16.343 k 2.313 ksi 0.116 :1 141.298 k Title : Dsgnr. Description : Scope: 20.000 ksi # 5 #5 Fy Load Duration Factor Elastic Modulus #6 #6 Max. Deflection LengthIDL Deft Lengthl(DL +LL Defl) Job # Date: 3:18PM, 12 DEC 06 50.00ksi 1.00 29,000.0 ksi #7 #7 k k k ft cc- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only ti Center E0 Center ® Cants Si) Cants Max. M + 99.42 k -ft 72.45 99.42 k -ft Max. M - Max. M © Left Max. M C Right Shear @ Left 16.34 k 12.66 16.34 Shear C Right 15.67 k 11.98 15.67 Center Defl. -0.764 in -0.570 -0.764 -0.764 0.000 0.000 in Left Cant Defl 0.000in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 In 0.000 0.000 0.000 0.000 0.000 in ...Query Defl ft 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction C Left 16.34 12.66 16.34 16.34 k Reaction C Rt 15.87 11.98 15.67 15.67 k Fa calc'd per Eq. E2 -2, Kith> Cc I Beam, Major Axis, (102,000 • Cb 1 Fy) ".5 <= UrT <= (510,000 • Cb I Fy) ".5 , Fb per Eq. F1-6 I Beam, Major Axis, Fb per Eq. F1-8, Fb =12,000 Cb AU (I • d) k -ft k -ft k -ft k k kilt k/ft k/ft ft ft Beam OK Static Load Case Governs Stress -0.764 in 621.3 : 1 463.6 : 1 Force & Stress Summary 1 20 on A u sa ss ,'„ 02 — LL U — I EL .ILL P. .a a1 . Y.n Y3a 1720 2031 xb 20 31 Rev. 580008 User: KW-0805155, Vet 5.8.0, 1 - 3ea2003 (c)1983 - 2003 ENERCALC Engirwrep Software Steel Beam Design Page 2 lateral nak:olatIons.ewr.Calculatlons Description Section Properties W16X57 I Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design.... J Cw 7a Rmv.le.3sk Vns C ee.16.3a.3k Qwest Tukwila Platform Beam 1 16.430 in 0.430 In 7.120 in 0.715 in 16.80 in2 1.860 in Rao R -yy 2.220 in4 Zx Zy K 2,660.00 in6 Sketch 8 Diagram I 4 0 20.5e ens.90A A DimeaMilln lak Weight Ixx lyy Sxx Syy l 1 , 35441 Raw .1555e5& VmvQn.15.l1 nue: Dagnr. Description : Scope: 57.06 it/ft 758.000 in4 43.100 in4 92.200 in3 12.100 in3 6.720 in 1.800 in 105.000 in3 18.900 in3 1.120 in ass Bea g MalitieIs B I Da Si, in 42*- 1720: 2031 2036 A20 203 mart rm Loueon Cl? Iscllan (m Job # Date: 3:18PM, 12 DEC 06 1 21 3 S -_ \_ �_ A i1 -� 1. a It 1- ivvad a _. � - M 23Se ..31 .n 11.17 x1e 1720 .gy Rev. 580008 User: KW-0805155, Vet 5.8.0, 1 - 3ea2003 (c)1983 - 2003 ENERCALC Engirwrep Software Steel Beam Design Page 2 lateral nak:olatIons.ewr.Calculatlons Description Section Properties W16X57 I Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design.... J Cw 7a Rmv.le.3sk Vns C ee.16.3a.3k Qwest Tukwila Platform Beam 1 16.430 in 0.430 In 7.120 in 0.715 in 16.80 in2 1.860 in Rao R -yy 2.220 in4 Zx Zy K 2,660.00 in6 Sketch 8 Diagram I 4 0 20.5e ens.90A A DimeaMilln lak Weight Ixx lyy Sxx Syy l 1 , 35441 Raw .1555e5& VmvQn.15.l1 nue: Dagnr. Description : Scope: 57.06 it/ft 758.000 in4 43.100 in4 92.200 in3 12.100 in3 6.720 in 1.800 in 105.000 in3 18.900 in3 1.120 in ass Bea g MalitieIs B I Da Si, in 42*- 1720: 2031 2036 A20 203 mart rm Loueon Cl? Iscllan (m Job # Date: 3:18PM, 12 DEC 06 1 21 3 S Cktck COMO Et fi C.671 WF 1364M 1 151 11 F-S —;- ' ij$ Lr D IZ r14 I csc iv/ 6 1( 1 :_ Who 4) 113 :801:41: L ' “Pftu I T1 t ' 35, Li loP.S . f6;a- 459 , , • . , , , , .. . .. • • . • : . . . . , . • , . . .. .. .. .. ., 2, ',----- WT '', • P r 315 kip !US& : ( i to i.,n ' ii , izi,s,-7_,:c tc.R.1,4s • r . , . . . ; • . . . . . ; . . . , . . • . r ' 4 4' -4- r • • i r • . i . ---: ' r • . • i t i 1 r . • ', "-- -": , • : - 4.- . • 4. , --- : r . . , • . • : ____! ___L ,,, _ ,... 1 '; ■ I , I : T , + ; ,' . ■ 1 . . , • . , • 1 , — — , .. t . i . . 1 . 4 ---- • : L . 1 i . .-1. i -, . . . • ■ . . 1 ' ■ ; . . . . . . . , . . . -4 ----.4 1 . . ! kl 1 . 1 . . . . 1 ■ 1 . . 1 • 1 . , i . . . , . . . . 1 . . . . . . . . • I : , 1 . . • . ' . ■ 1 I . ■ . . . • . I ■ i • L - 4 . ■ I : • . . . . . . . 1 ■ 1 . . . ■ ; . . ■ .. . I . . . . , . , ■ . ■ • . 1 . . . . i i . • 1 1 .._., . • i ! i I i ■ 1 I I . : . i . r ; r • . . . • • r , , . • , ' . , • • • , • • • ' ' . • . . • . • . . • , . . . . . . 4- • , . . . . . • . . . , . . . . . . . • . . , . • . , . • . . . . . I e ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Description Proj By Checked Scale Job No. Date Date Sheet No. 1 22 eR114114, .1146: 567' D '1 U t7 Lti r Z L 046 . , . 'ffit--41/s _o}cc ap - Z' it E 7G73 2 kwic a / -- yiB> rav trn gs5 ry 2,5 p, 5,1 I W i0 3 Yt L 1,3_3921+1 Ico_ou • • q .2 tj j o � gip= _+ — !- $_47 - Tint€ c cuC4 -r7vA$ - . (Cot/lob ._ -`>`@ /2 o c FA. way ____ h) IN FT6 . 4y,s f (M3 Sa; -. SLM3 MAST ?WIC I fnsT !saLk-rDRS. C e ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 • Description CMLL4 rive. meet). Project I P W 30k 1- 0,�54jb 7. ,8' 45 - 2 B 6P-C I � g r i Le � •(95� .r �. ��, 13 — ( I . ' 5 73 PS f .__ <` R UrIwIFULE _�3/7t1G p/ll ikc (9Ik/G-5T TUKWIL.1t By Checked Scale Job No. ob /B /, 0 Date _ Sheet No. Date ///U /ao 2 91 Rev: 580001 User: KW- 0805155, Vet 5.8.0, 1- Dec.2003 (c)1983 -2003 ENERCALC Engineering Software General Footing Analysis & Design Page 1 lateral ealcuWSons.ecwCakulatkns Description General Information Code Ret ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 A Allowable Soil Bearing Short Term Increase Seismic Zone Biaxial Applied Loads Live & Short Term Combined re Fy Concrete Weight Overburden Weight Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Tenn Applied Shears... Dead Load Live Load Short Term Summary Chiller Pad Foundation I Max Soil Pressure 334.4 Allowable 2,000.0 'X Ecc, of Resultant 0.000 in • y' Ecc, of Resultant 0.000 in No Overturning 4.196 X -X Min. Stability Ratio Y -Y Min. Stability Ratio 2,000.0 psf 1.333 3 2,500.0 psi 60,000.0 psi 150.00 pcf 0.00 psf 30.000 k k k Creates Rotation about V -Y Axis (pressures © left & right) k -ft k -ft 36.000 k -ft Creates Rotation about Y -Y Axis (pressures @ left & right) k k 7.200 k 573.4 psf 2,866.0 psf 11.439 in 0.000 in 1.500 :1 Title : Dsgnr. Description: Scope: Shear Forces ACI C-1 ACI C -2 ACI C-3 Two-Way Shear 4.78 psi 6.04 psi 3.88 psi One -Way Shears... Vu @I Left 1.37 psi 2.70 psi 1.74 psi Vu © Right 1.37 psi 0.04 psi 0.03 psi Vu 92 Top 10.00 psi 10.00 psi 8.43 psi Vu @ Bottom 10.00 psi 10.00 psi 8.43 psi Moments ACI C -1 ACI C -2 ACI C-3 Mu © Left 0.04 k -ft -0.00 k -ft -0.00 k -ft Mu Q Right 0.04 k -ft 0.08 k -ft 0.05 k -ft Mu © Top 0.65 k -ft 0.65 k -ft 0.42 k -ft Mu 6 Bottom 0.85 k -ft 0.65 k -ft 0.42 k -ft Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X -X Axis Col Dim. Along Y -Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures © top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures © top & bot) k k k 8.00ft x 16.00ft Footing, 8.0in Thick, w/ Column Support 84.00 x 144.00in x 0.0in high 8.00ft x 16.00ft Footing, 8.0in Thick, w/ Column Suppo DL +LL DLL +ST Shear Stresses.... 1 -Way 2 -Way Vn • Phi 112.71 psi Job # Date: 2:39PM, 21 NOV 06 8.000 ft 16.000 ft 8.00 in 84.00 in 144.00 in 0.000 in 0.0014 4.00 in Loads Footing Design OK Actual Allowable Max Mu 0.654 k -ft per ft Required Steel Area 0.173 in2 per ft Vu Vn • Phi 10.000 85.000 psi 8.038 112.712 psi Footing Design 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru / Phi As Recd 2.8 psi 0.17 in2 per ft 5.6 psi 0.17 in2 per ft 45.4 psi 0.17 in2 per ft 45.4 psi 0.17 in2 per ft 2 0^ UNIT � (pgo 7o Nf 7/Y' I-9 IA' LOS, LOW PER 160.ATLR Vb Ko Dv PAM To SD tWIlTOR CaISTRWflGT! I VA' wr Ienn Dui l .W 9ti I Vt RELIT e V Nakb.g,9al PRAWNS SQt %ts lm< P6 - Omaha ° Engineer FOOtraetor or N/A cI�F LeathP N/na HE t i Pal o PN QO P.19 MN) NMgNrtR Ant WA PAY N PN QH Polyy MAI COMM Kr F 1 PAW 10 PR (y0 Pala Ptt [aRTkOt 0. p P.Vb V PR 00 VIetau; la •r mdd tloonI•• fro 1114 / *'mA cage s 141196 Pate : MAN ?Gy95aa le : Nr5 1p' s. YORK° A sLtt&N ca4fRAS CCMfr Pear- or pc-Am E CAT 1;12*-- WITFI N eh-) oP)JN to P.) S L , z -1,42.6 U' (f 5 *Se Alid) of Er/ST, eta e, -TlL-r -uP WkU,S 4.02404 B►!k g. S A / f5' 5.0 4 S•• r 30' s „ wet 5 5 IoG.24 rSe cr O .4 TES Ss W W tom. = o.4 (I.o) 6.837)(19DecF r ) . _ 35.6 PSF SrW 7:-6.1 Wweti= (c ,tsP 6rflauE7 ?Act 4 ; (4 F * refs. ✓5 / = �.6r5Fx5.S') = ii‘ "Is (r6) f t (55: G rsFX (- ) - r J f2A- 1.55 (e&) P = 1,2% t 112-Ps = (39+ I's) 1 u�- P = I.2Po = I a (I5areF *Ss - s ' 25A2-) = J / 4D) Sraoo rw-k B = V+461%-= �,6yS� In i Sk �) XZ _= (to_) � C ,6K -Y la l P C 8 c85 Ptes. _ „C9 1 3) _ i -r . , eD l s) - P utt) = 1. =1. = II -85 (D) C e ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description $j7aoN4 ttek 1)esi6,ti Project &coa Tuc-c,.vc t By / 1 Checked Scale Job No. Date I1(1 Date Sheet No. 3 01 S-rfor&, ?3.tcic D = 2`fomrs/ EJ 6 OcW fL = 3122 ks1 n = e sk, = 9.29 (5EEPf2HUouS PAbE ma_ Lo /DMJ4 CAL -CS) M = S no/VG BACk A (AC EQN. 14 -0 I/0 HaE z 1 iota. - -j 4. P LL + pie = 32.14k "r CZ a 3 i = I - SP, ~4SK EZI = o,46'1 Asc. = F tA -P _(o.oSZk +17635 +(t.Z41. te, 53 N'_ I, -c -Cop ks1 1\ -(4) -x15 bZSCb 0 . __ a < tsr<�Cs.st,z� 0. 595 c = 04 _ _ 0.595 = o. 4429 Co »CRETE MONetlr 64Mcr : OA = oq (Aserya(t bd % )) 11 _ k -i = M 6 6�, - g emrey EXCESS MOM &MT = ULT. Hol4E117 touc. WMt_ FUMU/T CAP. FA G9.8 - 2 . 7.4 k- f 42.4k_� ( GI %° or 7bru- mon err) CletSG }-/SS secrao Td lRejgr excess tun : MIA _ _ , 42.E t, 3 1 X,eeeb Q , 5 OR (4Lkst) usE YSSSscx'!i< ( = I3.1 ios) e ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description tau beS /4.x.1 Project Q wts 72&t.. C»4 By Frr_i_ ( Checked Scale Job No. oGitl.lo Date Date Sheet No. 3 0_ S 77,bu4 TAU< bt314A-I (aur'A • 5ftOM B,KGc 8 A m_ = M Pa L'tx = Wata — C = 4640 (VDTAL Erass /q°HeN7 2 Q A P 5 P kQ� /(0 :76t4g 0.341 _ }Li AS{"y _ ( O. thtktil.+7sk)4-(0.47.Ne)(6.0t � �y LoKSI (Z) us T = n Ase(d- crt o2.o4 N+ 3 -... a = A to.8t2t� )(( ■si� __ 0 .531.. o.&SfLb aS�S(3ks)(3'xli) C = ° Vs _ o6-517 0465. = 0.‘25'" Col - an - /E /otfrieNT C,MACI1 (AC1 IAN t4 14.6 -/ UL(. nomouT - taN( . tau._ Harker C.qP 614 .o " 14 k--/ .. ( %go or 70 k°fteNi) ,ClicoJE NSS ¶ecns J 7a ResysT ev S Heeeu-r ,aeorb Q6 v co. (40k5 o. 872tt ,2 ' e ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description S TROPC? 114 chc 703/ 4.0 Project ans-r- Tjaccitt.4 By Checked Scale Job No. 0612'1.10 Date /7J c Date Sheet No. 3 03 $73cth r3ACk s bgreit.> c.s, r5 .. , CI1 t tc .Fr S17FFPCS5 cr 5TH- �? ?A-7 ,@. eF etruc. �j lane fz- or Sm--. = I /ESTs grit Yesis STlco o 73.hcic 8 Sr4o,0 6 FACIA, A- (see A¢evroks pA�-es rot r I 57 ILea-. n-= o. 44- - 44% < = RTor .. . AIMUtt Zb ss4'f3+o; STRaAy imck t2 I6,J IS AAeClcurE Ka7 z 4. 9 0_4 COPC, R-tt. R_ = p .70 — ' 9 7 0.4 t = 0.30 i• 30l c SS %C ° nanrtT .- -.- - Arvuee ntax°og3.tckaJ 5».0 -§ - /3Ack-D a /Gm ADMQ4Ars, _.. e ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description Project 0G0e5 ?ukwr&a Checked Scale Job No. obt8l Jo Date l/a Date Sheet No. 3 04 %BENTLEY Reactions My I Fy M. Fx Fi icr MID Direction of positive forces and moments Forces fLbj Node FX FY Condition EQ1 =Earthquake Load 1 4 - 10.48799 -0.16902 -0.03971 0.00000 5 - 2718.11920 - 2461.00020 0.00773 0.00000 8 - 2713.48760 2481.16880 0.03367 0.00000 SUM - 5442.07470 -0.00046 LOADS To cMu- Current Date: 12/11/2006 3:37 PM Units system: English File name: RA 2006 Projects\06181.10 Qwest Tukwila \EngineeringURAM Files\Platfonn 2.0.adv Analysis Results Condition DL =Dead Load 4 0.31254 5135.22580 0.00231 0.00000 0.00000 0.00000 5 3929.43940 34112.67900 0.10497 0.00000 0.00000 0.00000 6 -4100.18350 19051.51300 -0.03794 0.00000 0.00000 0.00000 SUM - 170.43161 58299.41800 0.06934 0.00000 0.00000 0.00000 Condition LL=Live Load 4 0.07026 2773.24950 0.00061 0.00000 0.00000 0.00000 5 1143.16400 9174.83670 0.02232 0.00000 0.00000 0.00000 8 - 1175.14890 8431.08020 -0.00683 0.00000 0.00000 0.00000 SUM - 31.91257 18378.96800 0.01631 0.00000 0.00000 0.00000 Condition WL1=Wlnd Load 1 4 -0.33976 -0.28559 -0.06282 0.00000 0.00000 0.00000 5 -4511.27710 - 4124.87310 0.01254 0.00000 0.00000 0.00000 8 -4503.24970 4125.15790 0.05311 0.00000 0.00000 0.00000 SUM - 9014.86650 -0.00073 0.00283 0.00000 0.00000 0.00000 Condition WL2=Wind Load 2 4 0.00182 0.00361 0.00175 0.00000 -- 0.00000 0.00000 5 55.58233 50.33454 -0.07586 0.00000 0.00000 0.00000 8 54.41188 - 50.33563 0.06206 0.00000 0.00000 0.00000 SUM 109.99602 0.00252 -0.01205 0.00000 0.00000 0.00000 0.00169 0.00000 0.00000 0.00000 tHf -'744 -(oo0V Pagel Moments fKlo'ftl MX \� MY 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 MZ 4 0. Condition EQ2 =Earthquake Load 2 4 -0.00050 0.00441 - 10.30556 0.00000 0.00000 0.00000 5 67.28343 61.18815 - 26.68907 0.00000 0.00000 0.00000 6 68.42928 - 61.19023 - 26.59913 0.00000 0.00000 0.00000 SUM 133.71220 0.00233 - 63.59377 0.00000 0.00000 0.00000 Condition LC1 =DL +LL 4 0.38280 7908.47530 0.00292 0.00000 0.00000 0.00000 5 5072.60340 43287.31500 0.12729 0.00000 0.00000 0.00000 6 - 5275.33040 25482.59300 -0.04457 0.00000 0.00000 0.00000 SUM - 202.34418 76678.38400 0.08565 0.00000 0.00000 0.00000 Condition LC2=DL +WL1 4 -0.02721 5134.94020 -0.06051 0.00000 0.00000 0.00000 5 - 581.83772 29987.80600 0.11751 0.00000 0.00000 0.00000 6 - 8603.43320 23176.67100 0.01517 0.00000 0.00000 0.00000 SUM - 9185.29620 58299.41700 0.07217 0.00000 0.00000 0.00000 Condition LC3=DL +WL2 4 0.31436 5135.22940 0.00405 0.00000 0.00000 0.00000 5 3985.02170 34163.01300 0.02912 0.00000 0.00000 0.00000 6 - 4045.77160 19001.17800 0.02412 0.00000 0.00000 0.00000 SUM - 60.43558 58299.42000 0.05729 0.00000 0.00000 0.00000 Condition LC4=1.12DL +EQ1 4 - 10.11794 5751.28390 -0.03713 0.00000 0.00000 0.00000 5 1882.85290 35745.20000 0.12530 0.00000 0.00000 0.00000 6 - 7305.69310 23798.86400 -0.00882 0.00000 0.00000 0.00000 SUM - 5632.95810 65295.34700 0.07935 0.00000 0.00000 0.00000 Condition LC5=1.12DL +EQ2 4 0.34954 5751.45730 - 10.30298 0.00000 0.00000 0.00000 5 4468.25550 38267.38800 - 26.57151 0.00000 0.00000 0.00000 6 4525.77830 21276.50500 - 26.84163 0.00000 0.00000 0.00000 SUM - 57.17120 65295.35000 - 63.51611 0.00000 0.00000 0.00000 Condition LC6=DL+0.751L+0.75WL1 4 0.11042 7214.94870 -0.04435 0.00000 0.00000 0.00000 5 1403.35480 37900.00100 0.13112 0.00000 0.00000 0.00000 6 - 8358.98090 26968.89200 -0.00308 0.00000 0.00000 0.00000 SUM -6955 51590 72083.84200 0.08370 0.00000 0.00000 0.00000 Condition LC7=DL+0.75LL+0.75WL2 4 0.36660 7215.16560 0.00408 0.00000 0.00000 0.00000 5 4828.49910 41031.40700 0.06482 0.00000 0.00000 - 0.00000 6 -4940.73480 23837.07200 0.00364 0.00000 0.00000 0.00000 SUM - 11186902 72083.64400 0.07254 0.00000 0.00000 0.00000 Paget 4 02 Condition LC8 =1.09DL+0.75LL+0.75EQ1 4 - 7.45763 7677.20640 -0.02881 0.00000 0.00000 0.00000 5 3101.87250 42218.04700 0.13696 0.00000 0.00000 0.00000 6 - 7385.67590 27435.33600 -0.02107 0.00000 0.00000 0.00000 SUM -4291.26090 77330.59000 0.08908 0.00000 0.00000 0.00000 Condition LC9 =1.0913L +0.751-L+0.75EQ2 4 0.39299 7677.33850 - 7.72620 0.00000 0.00000 0.00000 5 5190.92450 44109.68800 - 19.88584 0.00000 0.00000 0.00000 6 - 5300.73820 25543.56700 - 19.99568 0.00000 0.00000 0.00000 SUM - 109.42072 77330.59200 47.80752 0.00000 0.00000 0.00000 Condition LC10 =0.6DL +W L1 4 -0.15223 3080.84990 -0.06144 0.00000 0.00000 0.00000 5 - 2153.61350 16342.73400 0.07552 0.00000 0.00000 0.00000 6 - 6963.35980 15556.06600 0.03035 0.00000 0.00000 0.00000 SUM - 9117.12550 34979.65000 0.04443 0.00000 0.00000 0.00000 Condition LC11=0.6DL +WL2 4 0.18934 3081.13910 0.00313 0.00000 0.00000 0.00000 5 2413.24590 20517.94200 -0.01287 0.00000 0.00000 0.00000 6 - 2405.69820 11380.57200 0.03930 0.00000 0.00000 0.00000 SUM 7.73706 34979.65300 0.02955 0.00000 0.00000 0.00000 Condition LC12=0.48DL +EQ1 4 - 10.31797 2464.73940 -0.03861 0.00000 0.00000 0.00000 5 - 831.98830 13913.08600 0.05812 0.00000 0.00000 0.00000 6 -4681.57570 11605.89500 0.01546 0.00000 0.00000 0.00000 SUM -5523.88190 27983.72000 0.03497 0.00000 0.00000 0.00000 Condition LC13=0.48DL +EQ2 4 0.14952 2464.91280 - 10.30446 0.00000 0.00000 0.00000 5 1953.41430 16435.27400 - 26.63869 0.00000 0.00000 0.00000 6 - 1901.85880 9083.53810 - 28.61735 0.00000 0.00000 0.00000 SUM 51.90503 27983.72300 -63.56049 0.00000 0.00000 0.00000 Envelope for nodal reactions Note.- lc is the controlling load condition My I Y �y Z FY Nix Fx �} Fzz -9 J MO Direction of positive forces and moments Page3 4 Q' Envelope of nodal reactions for DL =Dead Load LL=Live Load WL1 =Wind Load 1 WL2 =Wind Load 2 EQ1= Earthquake Load 1 EQ2= Earthquake Load 2 LC1 =DL +LL LC2= DL +WL1 LC3 =DL +WL2 LC4 =1.12DL +EQ1 LC5= 1.12DL +EQ2 LC6= DL +0.75LL +0.75 W L 1 LC7= DL +0.75L L +0.75 W L2 LC8 =1.09DL +0.75LL +0.75E01 LC9 =1.09DL +0.75LL +0.75EQ2 LC10= 0.6DL +WL1 LC11= 0.6DL +WL2 LC12=0.48DL +EQ1 LC13 =0.48DL +EQ2 Node Forces Moments Fx lc Fy It Fz le Mx le My Ic Mz Ic [LW [Lb] [Lb] [Kieft] IKip'ft] [Kip * ft] 4 Max 0.393 LC9 7908.475 LC1 0.004 LC7 0.00000 DL 0.00000 DL 0.00000 DL Min -10.488 EQ1 -0.286 WL1 - 10.306 EQ2 0.00000 DL 0.00000 DL 0.00000 DL 5 Max 5190.925 LC9 44109.688 LC9 0.137 LC8 0.00000 DL 0.00000 DL 0.00000 DL Min -4511.277 WL1 -4124.873 WL1 - 26.689 EQ2 0.00000 DL 0.00000 DL 0.00000 DL 6 Max 68.429 EQ2 27435.336 LC8 0.062 WL2 0.00000 DL 0.00000 DL 0.00000 DL Min - 8603.433 LC2 -81.190 EQ2 - 26.642 LC5 0.00000 DL 0.00000 DL 0.00000 DL Page4 4 04 l0" Cwt U!w414– bEstgm � WA-1 OUT _-OF - pt • I FP 9 L0 B u.0) 94 PSF ) as S tsF LL F . tsts�F s . =_ R 1�1_= iaa.s Ps% — 4 ✓sF. Fp l Aso � sF � _ 1NPss..�+T 9 1 1 • • Al~ss (az.i rsP.) (i l:8 Fr /Fr i - -L - -- v Ls �zs.sF )l lt- )C oss ) z oo s lrr -; Gtlwpots.re RuRI. S is OF wAy� qut tlF n-AME • ; ' 000 pit =_. 929 f : 1800 ICSL ___ 4. ;stE AttAyQEQ PR.2r.ItouT o 4.1 PAL O ytf- o N,R I'F525_.,_ _tat L -" _- S "Q" _ 2Y � C ' - 1 ` H - - _ y'H A1.L — �_ — i - 1 • e ENGINEERING 2504th Ave. South Suite 200 Edmonds, WA 98020 Description fli4s,NRY 1444.4.- nest GN Project Owen TVKWL By 1G6 Checked Scale lob No. 0(e1$1,to Date lz /iz /o6 Date Sheet No. 4 05 l_k Res: 580002 User. KW-0805155, V. 5.8.0. 1-Dec -2003 (c)1983-2003 ENERCALC Engineering Software Masonry Wall Design Page 1 owest Cala,lations.ecvCaIcula6ans Description Thickness Rebar Size Rebar Spacing Depth to Rebar 10" Wall Braced Near Ceiling General Information Wall Height 25.50 ft Parapet Height 3.00 ft 10.0 in 5 24 In 4.750 in @ Center Seismic Factor Cabo of Em = rm * Duration Factor Wall Wt Mult. Tide: Dsgnr: Description : Scope : Job # Date: 4:11PM, 12 DEC 06 Code Ref: ACI 530-02 1 0.2400 fm 2,000.0 psi 900.00 Fs 24,000.0 psi 1.330 Special Inspection 1.000 Grout at Rebar Only Normal Weight Block Equivalent Solid Thickness 6.300 in [Loads I Uniform Load Dead Load 0.000 #/ft Uve Load 0.000 #/ft Load Eccentddty 0.000 in Roof Load LDesign Values I E 1,800,000 psi Rebar Area n: Es/Em 16.111 Radius of Gyration Wall Weight 78.000 psf Moment of Inertia Max Allow Mal Stress = 0.25 fm (1- (h/1400 • Spinsp Allow Masonry Bending 'Stress = 0.33 fm • Spinsp Allow Steel Bending Stress = Axial Moment Load Top of Wall In-# lbs DL +LL 0.0 234.0 DL + U. + Wind 1,080.0 234.0 DL + U. + Seismic 1,010.9 234.0 Between Base 3 Top of Wall DL + LL 0.0 1,228.5 DL + LL + Wind 18,971.2 1,228.5 DL + LL + Seismic 17,757.1 1,228.5 Summary r Concentric A:dal Load Dead Load Live Load Roof Load 0.155 1n2 3.098 in 725.810 in4 0.000 #/ft 0.000 #/ft 251.20 psi 660.00 psi 24,000.00 psi [Load Combination & Stress Details Summary 25.50ft high wall with 3.00ft parapet, Normal Block w/ 10.00in wall w/ #5 bars at 24.00ino.c. at center Max. Bending Compressive Stress 615.96 OK Allowable 877.80 OK Max. Axial Only Compressive Stress 16.25 psi Allowable 251.20 OK Max Steel Bending Stress 28,165.40 psi Allowable 31,920.00 OK np k Wind Load Bending Stresses Axial Steel Masonry Compression psi psi psi 0.0 0.0 3.10 1,603.4 34.1 3.10 1,500.8 32.0 3.10 0.0 0.0 16.25 28,165.4 599.7 16.25 26,362.8 561.3 16.25 20.000 psf 0.04381 1 0.91486 0.25542 2 / Id 8.55884 4 06 Rev: 580002 User: KW- 0505155, Ver 5.8.0.1- Oes-2003 (e)1983-2003 ENERCALC Engineering So*ware Masonry Wall Design Page 2 Owed Cakulauons.ecvcCaluuauons Description Wall Weight moment © Mid lit Dead Load Moment @ Top of Wall Dead Load Moment @ Mid Ht 10e Wall Braced Near Ceiling Final Loads & Moments t Live Load Moment at Top of Wall LiveLoad Moment © Mid Ht Maximum Mow Moment for Applied Mal Load = Maximum Mow Axial Load for Applied Moment = 1,228.50 lbs 0.00 in-# 0.00 in-# 0.00 in -# 0.00 In Title : Dsgnr: Description : Scope : Wind Moment © Mid Ht Seismic Moment n Mid Ht Total Dead Load Total Live Load 16,165.56 final 18,990.49 lbs Job # Date: 4:11 PM, 12 DEC 06 18,971.23 in4 17,757.08 in-# 0.00 lbs 0.00 lbs 4 07 • to c„.,A w A,. - De stet.' pl #t-t. x,J - 9 • MS etla S*ERR 1l . i EvJ D tRebrt,o4 I s1 Est = Belt — -- • • * j're rH'A+ ew 0tA.ECrto. Gosl;wNS ,: - - v a lb, d' n I f l (s1.z i. >! < I,) 3it� 9,. Rst � — l — F t = X13 ( 4 - 99 f si No te • � p m . a, MO vax ! ` -1' boo k }r ! I I SNpAJL_CecyES.',..--ONLY 'mtNZ.nttirn. te,tWFe¢ssN6 ts. .D 1 , Gmu wl as, AptalbpeaGB I _F 0.$ 10s ria 0t(o.tn) (9& PSFfi(ISis') 1 . 4 MASos Ry' FL41w wow.' Pt LAita td.. --'— -- — -- -- * Sea ;A7TAG14C12 : PetnVOwtOF /' -W Ptt.AS teIC - - !"!(6) Ap Nen AMP : 43 ties . Ar a "o. r„ -- _:__ -- • � I tr ' Skit _. IriAt1L - **War p. __ � e ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Description mgsonn9V 1./AL4s OEStG.J Project 1O,d .sr 11.1.4 L.4 By TGG Checked Scale Job No. 0 6 16 1. ID Date 1 Date Sheet No. 4 08 Rev: 580000 User KW-0505155. Ver 5.8.0. 1-Dec-2003 (0) 1983 -2003 ENERCALC Engineering Software Masonry Flush Wall Pilaster /Column Page 1 r12006 prolecte08181.10 gwest tukwila engin Description General Information Code Ref: ACI 530-02 Wall Height Thickness Rebar Size Rebar Spacing Rebar Location Seismic Factor Seismic Zone Uniform Loads Dead Load Live Load ...eccentridty ...load Type Wind Load Allow Brg. Stress Allow Axial Stress Reduction Factor Top of Wall DL + LL Btwn. Base & Top of Wall DL +LL +Wind DL + LL + Seismic Required Bearing Area Summary Girder + Uniform Dead Loads Girder + Uniform Live Loads Wall Weight et mid - height DL Moments C mid- height LL Moments et mid- height CMU Pilaster Supporting WF Column 26.000 ft 16 in 6 10.000 in Edge 0.240 Allow Masonry Bending Max. Allow Moment w/o Axial Load Max. Axial Load w/o Moment Block Type Bearing Plate Width Column Width Column Width used Load Duration Factor 3 Wall Wt Multiplier [Applied Loads 0.00 #/ft 0.00 #/ft 0.000 in Roof 0.00 psf [Design Values I 520.00 psi 411.20 psi 0.76 660.00 psi 20,743.12 ft-# 128,459.35 lbs [Load Combinations & Stress Details r Moment Mat 4,666.66 31,791.7 5,399.38 10,581.66 31,791.7 12,243.09 73.08 in2 Req'd Bearing Length Max. Bending + Axial Comp. Stress Allowable ft-# lbs Steel Masonry 12,666.66 38,000.0 14,655.45 354.08 Max. Axial Only Compressive Stress Allowable Max Steel Bending Stress Allowable 28,000.00 lbs 10,000.00 lbs 3,791.67 lbs 0.00 ft 0. ft-# Title : Dsgnr: Description : Scope: Girder Load Dead Load Live Load ...eccentricity ...bad Type Rebar Area Rebar Depth Wall Weight np 1 Radius of Gyration Moment of Inertia Girder DL Moments Girder LL Moments Job # Date: 5:31PM, 12 DEC 06 I'm 2,000.0 psi Fs 24,000.0 psi Em =fm 900.0 Special Inspection Solid Grouted E 1800,000.0 psi 1.330 n 16.111 Normal Wt 16.500 in 20.000 in 20.000 in 1.000 0.880 in2 13.000 in 175.000 psf 0.0545 k 0.2802 0.9066 2/kj 7.8735 4.511 in 3814.700 in4 130.45 101.77 295.79 101.77 26.00ft high, 16.00in thick w/ #6 @ 10.00in o.c. at edge, Special Inspection, Solid Grouted 475.71 psi 660.00 OK 121.64 psi 411.20 OK 14,655.45 psi 24,000.00 OK Wind Moment t Mid -Ht Seismic Moment C Mid-Ht TOW 9,333.3 3,333.3 28,000.00 lbs 10,000.00 lbs 4.000 in Roof Mal Stress 121.64 4.43 in Pilaster Design OK Summary of Loads & Moments I Mid-Ht 4,666.7 ft-# 1,666.7 ft-# 0.00 ft-# 5,915.00 ft4t 4 09 Joe Demo User Demonstrators, Inc. 123 Easy Street MyTown, USA 00000 (000) 000-0000 Pilaster Design Qwest Design Detail re re 11.29 ft 57.75 in 11.29 ft Check Summary PrrQQQed Bled= Combtnafon 1 0.000 Axial Tension - -- 24 k 0 k ✓ 0.087 Areal +Fleoire 68.34 RA 5.97 R-k ✓ 0.101 Axial Compression 566.2 k 57.01 k ✓ 0.016 Shear 0.04 k 0 k 1.0D + 1.0L 1.0D + 1.0L 1.0D + 1.0L 1.0D + 1.0L Criteria B uilding Code Load Combination fm fY Specify Wall Weight Manually Block Weight Include Wall Self-Weight Include Wall Wt In Virtual Eccentricity Consider Wall Grout Status for Pot Lookup MS/C -02 (ASD) ASCE 7 2000 psi 60000 psi No Normal weight Yes No Yes Loads Summary Dead U we 10 388 k 0 DDEETML: pet From Inner Face I5 in 15 In I 201 57.75 it M 0 R -k 0 R•k Interaction Diagram 12 Longitudinal Bars: 116 Interaction Dl: , ram w -40 20 80 140 Moment (R•k) Lateral Line I.pa4 0 lb/ft o lb/It 4 19 QuickMasonry Page 1 of 2 Wednesday, December 13, 2006 8:09 AM Joe Demo User Demonstrators, Inc. 123 Easy Street AnyTown, USA 00000 (000)000-0000 Pilaster Design Qwest Load Combination: 1.0D + 1.0L Design Forces 48 88.34 ft-k -0.00102 Other Checks 48k 57.01 k Axial/Flexure Checks 0.00022 25. 22.3 23k 19.1 15 12.7 9 6.3 3.1 Interaction D c ram Shear 3 0.2: 0.1! 0.0: 0 V (k) 25 50 125 200 Moment (R.k) Positive Moment Capacity for P = 48 k COMPRESSION controlled (fm = Fm = 387.4 psi) k = 0.175 387.4 psi ___„/ -4- 90.0/ -f 5.13 k -► 10.8 k fs = 24000 psi 135.51n 25. 22.3 19.1 15. 12.7 9. 6. 3.1 Aldal Te,lon IMelGn7+14. 71 a 11 T (0 k) I t ' A ' (1.13 Ina) 0 PS F • 24000 psi (Grade 60 reins) 4 • Opel s F, . 24000 p]✓ Axial rommrncinn f 4C1C -07 71.3 7 11 F, . 24000 psi (Grade 60 reins) A . 0ina /in (ban are not tied) h / r . (25.5 ft) / (4.4 in) . 69.5974 5 99 1 P, . 10.25 I' A, +0.65 Ass Fs) [1- [140r] • 10.25(2000 ps0(10.45 R) + 0.65(0 In) (24000 psi)) [1 -[ (25.5 It) 1 A 2] a a 140 (4A in) .l . 566.2 k P . 57.01 k s P, • 566.2 ✓ omen 1.5 3 4.5 6 M (RA) Quid(Masonry Page 2 of 2 r hind Sybl Plnii n Im tool IMelr -n7 71,1*lava 11 P • ▪ 48k Na • 68.34 R•k (from Interaction diagram given P) 14 . 0 R•k 5 M, . 68.34 R•✓ Combined *viol Plnnnn I6 mac Ml P . 48k M . 68.34 RA (from Interaction diagram given P) M . 5.97 RA s M, . 68.34 R•✓ Festered L Axial Force Lateral Linear Load (top) Lateral Linear Load (bottom) Wall Weight Applied Eccentricity IMdC - 07 7 a'4J 7 7 T.211 48k 0 lb/ft 0 lb/ft 9.01 k -1.49 in Negative Moment Capacity for P = 48 k :OMPRESSION controlled (fm = Fm = 886.7 psi) k =0.4€ -0.00043 0.00037 888.7 psi Flo In'{ fa= 8913 psi � - 60.57 k -► 0.38k -► 3.94 k Shear Im fan1 rN51G -02 23.51 ✓ (0.23 k) is bb old r.'('2'0'1n)(16.631n) ' 0.7 psi F • lr .42000 psi) - 44.72 psi (S 50 psi) f, . 0.7 psi s F • 44.72 ps✓ °)nor (m hare] 1Mclr -0' 1,111 ✓ (0.2310 ' �bbdd ' (20 in) (16.63 1n) 0.7 psi F . yr . 2000 psi) . 44.72 psi IS 50 ps0 f, • 0.7 psi s F, - 44.72 psi 4 11 Wednesday, December 13, 2006 8:09 AM UPS IL9oFt - ° mg c&N bu r +b1 i C I So Si4 /C teA 8 Peflcu:»t.J5 - S7 - 4ut.cJr64-2ea OsCc 7 -oz 4. 14 .s' ,D -t /NALY S i rL EONauT �N - : 3 - , = 3 / G ' 3 c st rASE rke -A-IL V C Ses 0.251 Jµ9t,4 — = 351" OgDINJIR k . j i 1 - -1 Sill 0;143 - O. $RZ 0.g S` _ 0.5 (0,411 __ - 0 068 3.S /1.o Z =1.0 07 0111C Ti 44-41. -Y 3IL,ALP- c 'Fa -Pies C- _t_SZ ` -2 J ___CA 77- 4S J _-1-=)'`' - ( - TAAO£__ 46 -42) o.ZS' 6o0aPs t 9:S.2.Z> + ��s � 0. ►6 Gale,vat- _ ' u ` iO • 5W — rr1-1 T T C r- ,cl? cl 0,040 iuN. 9- - O la W - -- - - - -- C e ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description /SHIL /ea. (UPS Leo/1 64&F scu'ro2rs) Project Qwes Tu tcOrs -4 BY Vlrl'1 Checked Scale Job No. Date I' / 42 / 06 Date Sheet No 5 01 ABnr y • Current Date: 12/15/2006 3:43 PM Units system: English File name: R:\2006 Projects\06181.10 Qwest Tukwila \ Engineering \RAM Files \Tray Frame N -S Direction.adv BENTLEY Current Date: 12/15/2006 3:53 PM Units system: English Flle name: R:\2006 Prolects\06181.10 Owest Tukwila \Engineering \RAM Files \Tray Frame N-S Direction.adv Y Z x N E Ni Ni M1 NA M7 N4 E N2 5 03 BENTLEY Current Date: 12/15/2006 3:41 PM Units system: English File name: R:\2006 Projects \06181.10 Qwest Tukwila\Engineering\RAM Files \Tray Frame_N -S Direction.adv Reactions My Y C___4- J x 1` FY Mx z Fx F �s� Mz� Direction of positive forces and moments Node FX FY FZ MX MY Condition Ie1 s1.17DL +1.Oeq 1 0.61841 6.75057 0.00000 0.00000 0.00000 0.00000 2 - 2.91841 9.07339 0.00000 0.00000 0.00000 0.00000 SUM - 2.30000 15.82396 0.00000 0.00000 0.00000 0.00000 Condition Ic2_ -0.73DL+1.0EQ 1 -0.04782 3.77952 2 - 2.25238 6.09355 SUM - 2.30000 9.87307 0.00000 0.00000 0.00000 0.00000 Nodal displacements envelope Note.- lc Is the controlling load condition Nodal displacements envelope for : Ic1= 1.17DL +1.0eq Ic2:1.73DL +1.0EQ Analysis Results Fames FKlol Moments (Kip ftl 0.00000 0.00000 MZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Translation Rotation Node X lc Y le Z lc Rx Ic Ry b Rz lc [In] [M [in] [Rad] [Rad] [Rad] 1 Max 0.000 Ict 0.000 I01 0.000 Ict 0.00000 b1 0.00000 Ict -0.00239 bt Min 0.000 101 0.000 101 0.000 Cl 0.00000 Cl 0.00000 Cl -0.00295 12 2 Max 0.000 hi 0.000 Ic1 0.000 Cl 0.00000 hi 0.00000 Cl - -0.00490 1c2 Min 0.000 Cl 0.000 101 0.000 Cl 0.00000 lc1 0.00000 Cl -0.00552 Cl 3 Max 0.491 101 -0.001 1c2 0.000 101 0.00000 101 0.00000 Id -0.00280 1c2 Min 0.487 1c2 -0.002 1c1 0.000 Ic1 0.00000 1c1 0.00000 Ic1 -0.00399 Ict 4 Max 0.490 tel -0.002 102 0.000 1c1 0.00000 Id 0.00000 101 0.00234 1c1 Min 0.486 1c2 -0.003 Id 0.000 Ic1 0.00000 Ic1 0.00000 1c1 0.00115 1c2 Pagel 5 04 8 Max 0.491 1c1 -0.297 1c2 0.000 101 0.00000 101 0.00000 101 0.00038 1c1 Min 0.487 1c2 -0.477 101 0.000 Ict 0.00000 101 0.00000 1c1 0.00037 1c2 Points of interest in members Station Considered points CONDITION WI i=1.17DL+1.0eq Plane 1-2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion gq [Kip] [Kip] [Kiplt] [Kip) POP [Kiri MEMBER 1 0% 0.000 -0.618 6.222 -8.420 0.000 0.000 0.000 100% 14.000 -0.618 7.164 65.796 0.000 0.000 0.000 MEMBER 2 0% 0.000 -6.751 0.618 0.000 0.000 0.000 0.000 100% 14.000 -5.782 0.618 -8.420 0.000 0.000 0.000 MEMBER 3 0% 0.000 -9.073 -2.918 0.000 0.000 0.000 0.000 100% 14.000 -8.105 -2.918 41.196 0.000 0.000 0.000 MEMBER 7 0% 0.000 -2.918 7.164 65.796 0.000 0.000 0.000 100% 14.000 -2.918 8.105 -41196 0.000 0.000 0.000 CONDITION 1e2--0.73DLe1.0E0 Station Plane 1-2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion [1t] [Kip] [Kip] [Klpiti [Kip] [Kiplt] [Kiosk] MEMBER 1 0% 0.000 0.048 4.314 0.798 0.000 0.000 0.000 100% 14.000 0.048 4.902 41.035 0.000 0.000 0.000 MEMBER 2 0% 0.000 -3.780 -0.048 0.000 0.000 0.000 0.000 100% 14.000 - 3.175 - 0.048 0.798 0.000 0.000 0.000 MEMBER 3 0% 0.000 -6.094 -2252 0.000 0.000 0.000 0.000 100% 14.000 -5A89 -2.252 31.758 0.000 0.000 0.000 MEMBER 7 0% 0.000 -2252 4.902 41.035 0.000 0.000 0.000 100% 14.000 -2.252 5.489 -31.758 0.000 01100 0.000 Maximum forces at members Page2 5 05 Condition :1e1= 1.17DL +1.0eq Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kipt] [Kip'ft] [Kipt] MEMBER 1 Max -0.62 7.16 0.00 0.00 0.00 65.80 Min -0.62 6.22 0.00 0.00 0.00 -8.42 MEMBER 2 Max -5.78 0.62 0.00 0.00 0.00 0.00 Min -6.75 0.62 0.00 0.00 0.00 -8.42 MEMBER 3 Max -8.11 -2.92 0.00 0.00 0.00 41.20 Min -9.07 -2.92 0.00 0.00 0.00 0.00 MEMBER 7 Max -2.92 8.11 0.00 0.00 0.00 65 80 Min -2.92 7.16 0.00 0.00 0.00 41.20 Condition : 1c2-4).73DL +1.0EO Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip'ft] [Kipit] [Kiplt] MEMBER 1 Max 0.05 4.90 0.00 0.00 0.00 41.04 Min 0.05 4.31 0.00 0.00 0.00 0.80 MEMBER 2 Max -3.18 -0.05 0.00 0.00 0.00 0.80 Min -3.78 -0.05 0.00 0.00 0.00 0.00 MEMBER 3 Max -5.49 -2.25 0.00 0.00 0.00 31.76 Min -6.09 -2.25 0.00 0.00 0.00 0.00 MEMBER 7 Max -2.25 5.49 0.00 0.00 0.00 41.04 Min -225 4.90 0.00 0.00 0.00 31.76 Maximum relative deflections Remark: Magnitude of deflections in absolute value. CONDmONc1 =1.17DL +1.Oeq Member Den. (2) [In] 1 0.09662 (L/1739) 60.00000 0.00000 (< 1/10000) 0.00000 2 0.03458 (1/4858) 57.50000 0.00000 (< U10000) 0.00000 3 0.16943 (L/992) 57.50000 0.00000 (< U10000) 0.00000 7 0.05400 (1/3111) 32.50000 0.00000 (<L/10000) 0.00000 CONDITIONc2=0.73DL +1.0EO Member Dell. (2) [in] 41( %) Dell. (3) [In] O( %) Defl. (3) [In] ®( %) 1 0.06883 (1/2441) 57.50000 0.00000 ( <1/10000) 0.00000 2 0.00328 (< U10000) 57.50000 0.00000 (< 1/10000) 0.00000 3 0.13042 (1/1288) 57.50000 0.00000 (< 1/10000) 0.00000 7 0.02697 (1/6228) 27.50000 0.00000 (< 1/10000) 0.00000 Page3 5 Of BENTLEY .Current Date: 12/15/2006 3:45 PM Units system: English File name: R:t2006 Projects W6181.10 Owest Tukwila\Engineerinp\RAM Filest2 -Bay Tray Frame.adv Y X (0, 141S15X5X.1875 (4, 14i1JSX5X.1875 (8, 14, 0) IS SX5X.1875 (18, 14, 0) CABLE cot/bun' gvucED nUwt ( 2 - VS 5 07 BENTLEY .Current Date: 12/15/2006 352 PM Units system: English File name: R:\2006 Projects \06181.10 Qwest Tukwila \Engineering \RAM Files\2 -Bay Tray Frame.adv Z X w E N7 M2 N7 M6 N3 3 UI N4 M3 N5 N6 5 08 %BENTLEY Current Date: 12/15/2006 3:45 PM Units system: English File name: R:12006 Projects \ 06181.10 Qwest Tukwila \Engineering \RAM Filesl2 -Bay Tray Frame.adv Reactions My Y c_s J x � F y Mx = Fx Fzi •- Mx Direction of positive forces and moments Analysis Results Forces WKlol Moments IKio'ftl Node FX FY FZ MX MY MZ Condition lc1A=1.17DL +2.0EQ1 1 - 1.80220 - 2.30409 0.00000 0.00000 0.00000 0.00000 4 - 1.79901 10.81000 0.00000 0.00000 0.00000 0.00000 6 0.00121 5.00175 0.00000 0.00000 0.00000 0.00000 SUM - 3.60000 13.50765 0.00000 0.00000 0.00000 0.00000 Condition Ic2A=0.73DL+2.0E01 1 - 1.80195 - 3.80683 0.00000 0.00000 0.00000 0.00000 4 - 1.79881 9.11393 0.00000 0.00000 0.00000 0.00000 6 0.00075 3.12075 0.00000 0.00000 0.00000 0.00000 SUM - 3.80000 8.42785 0.00000 000000 0.00000 0.00000 Nodal displacements envelope Note.- lc Is the controlling load condition Nodal displacements envelope for : Ic1A= 1.17DL +2.0EQ1 Ic2A=3.73DL +2.0ED1 Node Translation Rotation X lc Y lc Z lc Rx lc Ry lc Rz Ic [in] [In] [In] [Rad] [Rad] [Rad] 1 Max 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00024 Ic2A MN 0.000 1c1A 0.000 b1A 0000 Ic1A 0.00000 Ic1A 0.00000 b1A -0.00024 Ic1A 2 Max 0.041 Ic1A -0.001 Ic2A 0.000 b1A 0.00000 Ic1A 0.00000 Ic1A -0.00025 Ic2A Min 0.041 Ic2A -0.002 Ic1A 0.000 b1A 0.00000 Ic1A 0.00000 b1A -0.00025 Ic1A 3 Max 0.042 Ic1A -0.001 Ic2A 0.000 Ic1A 0.00000 Ic1A 0.00000 lc1A -0.00025 Ic2A Min 0.042 Ic2A -0.002 b1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00025 Ic1A 4 Max 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00025 Ic2A Pagel 5 09 Station Min 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00025 Ic1A 5 Max 0.044 Ic1A -0.001 Ic2A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00026 Ic2A Min 0.044 Ic2A -0.002 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00026 Ic1A 6 Max 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00026 Ic2A Min 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00026 Ic1A 7 Max 0.041 Ic1A 0.000 Ic2A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00021 Ic2A Min 0.041 Ic2A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00021 Ic1A Points of interest In members J Considered points CONDITION Ic1A=1.17DL +2.0E21 Dist to J Axial Shear V2 Plane 1-2 Plane 1-3 M33 Shear V3 M22 Torsion [n] [Kip] [Kip] [KIPt] [KIP] [KiPYt] [KIP'it] MEMBER 1 0% 0.000 -4.001 0.000 -0.010 0.000 0.000 0.000 100% 14.000 -4.001 0.000 0.000 0.000 0.000 0.000 MEMBER 2 0% 0.000 -1.100 0.000 0.000 0.000 0.000 0.000 100% 4.000 -1.100 0.000 0.000 0.000 0.000 0.000 MEMBER 3 0% 0.000 1.301 0.000 0.000 0.000 0.000 0.000 100% 10.000 1.301 0.000 0.000 0.000 0.000 0.000 MEMBER 4 0% 0.000 -5.002 0.001 0.000 0.000 0.000 0.000 100% 14.000 -5.002 0.001 0.000 0.000 0.000 0.000 MEMBER 5 0% 0.000 -4 504 0.000 0.000 0.000 0.000 0.000 100% 14.000 -4.504 0.000 0.013 0.000 0.000 0.000 MEMBER 6 0% 0.000 2.501 0.000 0.000 0.000 0.000 0.000 100% 4.000 2.501 0.000 0.000 0.000 0.000 0.000 MEMBER 7 0% 0.000 6.558 0.001 0.002 0.000 0.000 0.000 100% 14.560 6.558 0.001 0.010 0.000 0.000 0.000 MEMBER 6 0% 0.000 -6.557 0.002 0.002 0.000 0.000 0.000 100% 14.560 -6.557 0.002 -0.013 0.000 0.000 0.000 Paget 5 10 CONDITION Ic2A=0.73DL +2.0E01 Station Plane 1 -2 Plane 1 -3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion [ft] [Kip] [Kip] [Klp'ft] [Kip] [Kip'ft] [Kip'ft] MEMBER 1 0% 0.000 -2.497 0.000 -0.010 0.000 0.000 0.000 100% 14.000 -2.497 0.000 0.000 0.000 0.000 0.000 MEMBER 2 0% 0.000 -1.100 0.000 0.000 0.000 0.000 0.000 100% 4.000 -1.100 0.000 0.000 0.000 0.000 0.000 MEMBER 3 0% 0.000 1.301 0.000 0.000 0.000 0.000 0.000 100% 10.000 1.301 0.000 0.000 0.000 0.000 0.000 MEMBER 4 0% 0.000 -3.121 0.001 0.000 0.000 0.000 0.000 100% 14.000 -3.121 0.001 0.000 0.000 0.000 0.000 MEMBER 5 0% 0.000 -2.810 - 0.000 0.000 0.000 0.000 0.000 100% 14.000 -2.810 0.000 0.013 0.000 0.000 0.000 MEMBER 6 0% 0.000 2.500 0.000 0.000 0.000 0.000 0.000 100% 4.000 2.500 0.000 0.000 0.000 0.000 0.000 MEMBER 7 0% 0.000 6.556 0.001 0.002 0.000 0.000 0.000 100% 14.580 8.556 0.001 0.010 0.000 0.000 0.000 MEMBER 8 0% 0.000 -6.555 0.002 0.002 0.000 0.000 0.000 100% 14.560 -8.555 0.002 -0.013 0.000 0.000 0.000 Maximum forces at members Condition : Ic1A=1.17DL+2.OEQ1 Axial Shear V2 Shear V9 Torsion M22 M33 [Kip] [Kip] [KIP] Kin] Kling ( MEMBER 1 Max -4.00 0.00 0.00 0.00 0.00 0.00 Min -4.00 0.00 0.00 0.00 0.00 -0.01 MEMBER 2 Max -1.10 0.00 0.00 0.00 0.00 0.00 Min -1.10 0.00 0.00 0.00 0.00 0.00 MEMBER 3 Max 1.30 0.00 0.00 0.00 0.00 0.00 Min 130 0.00 0.00 0.00 0.00 0.00 MEMBER 4 Max -5.00 0.00 0.00 0.00 0.00 0.00 Min -5.00 0.00 0.00 0.00 0.00 0.00 MEMBER 5 Max - 4.50 0.00 0.00 0.00 0.00 0.01 Min -4.50 0.00 0.00 0.00 0.00 0.00 MEMBER 6 Max 2.50 0.00 0.00 0.00 0.00 0.00 Min 2.50 0.00 0.00 0.00 0.00 0.00 MEMBER 7 Max 6.56 0.00 0.00 0.00 0.00 0.01 Min 6.56 0.00 0.00 0.00 0.00 0.00 MEMBER 8 Max -6.58 0.00 0.00 0.00 0.00 0.00 Page3 5 11 Min -6.56 0.00 0.00 0.00 0.00 -0.01 Condition : Ic2A 0.73DL +20ED1 Axial Shear V2 Shear V3 Torsion M22 M33 (Kip] [Kip) [Kip) [Kip'ft) [Kip'ft] [Kip'ft) MEMBER 1 Max -2.50 0.00 0.00 0.00 0.00 0.00 Min -2.50 0.00 0.00 0.00 0.00 -0.01 MEMBER 2 Max -1.10 0.00 0.00 0.00 0.00 0.00 Min -1.10 0.00 0.00 0.00 0.00 0.00 MEMBER 3 Max 1.30 0.00 0.00 0.00 0.00 0.00 Min 1.30 0.00 0.00 0.00 0.00 0.00 MEMBER 4 Max -3.12 0.00 0.00 0.00 0.00 0.00 Min -3.12 0.00 0.00 0.00 0.00 0.00 MEMBER 5 Max -2.81 0.00 0.00 0.00 0.00 0.01 Min -2.81 0.00 0.00 0.00 0.00 0.00 MEMBER 6 Max 2.50 0.00 0.00 0.00 0.00 0.00 Min 2.50 0.00 0.00 0.00 0.00 0.00 MEMBER 7 Max 8.56 0.00 0.00 0.00 0.00 0.01 Min 6.56 0.00 0.00 0.00 0.00 0.00 MEMBER 8 Max -8.56 0.00 0.00 0.00 0.00 0.00 Min -6.56 0.00 0.00 0.00 0.00 -0.01 Maximum relative deflections Remark.- Magnitude of deflections in absolute value. CONDITIONc1 A=1.17DL+2.0EO1 Member Deft. (2) [In] Dell. (3) [In] e(%) 1 0.00009 (< U10000) 42.50000 0.00000 (< U10000) 0.00000 2 0.00000 (< U10000) 52.50000 0.00000 (< 1110000) 0.00000 3 0.00000 (< U10000) 80.00000 0.00000 (< U10000) 0.00000 4 0.00000 (c U10000) 20.00000 0.00000 (< U10000) 0.00000 5 0.00011 (< U10000) 57.50000 0.00000 (c U10000) 0.00000 6 0.00000 (< U10000) 50.00000 0.00000 (c 010000) 0.00000 7 0.00064 (< 010000) 57.50000 0.00000 (< U10000) 0.00000 8 0.00072 (< U10000) 57.50000 0.00000 (<1../10003) 0.00000 Page4 5 12 CONDITIONc2A=0.73DL +2.0EO1 Member Dell. (2) [In] @( %) Defl. (3) [In] @( %) 1 0.00009 (< U10000) 42.50000 0.00000 (< 1/10000) 0.00000 2 0.00000 ( <U10000) 52.50000 0.00000 (<U10000) 0.00000 3 0.00000 (< U10000) 60.00000 0.00000 (< U10000) 0.00000 4 0.00000 (< U10000) 20.00000 0.00000 (< U10000) 0.00000 5 0.00011 (< U10000) 57.50000 0.00000 (< U10000) 0.00000 6 0.00000 (< U10000) 50.00000 0.00000 (< U10000) 0.00000 7 0.00064 (< U10000) 57.50000 0.00000 (< U10000) 0.00000 8 0.00072 (< U10000) 57.50000 0.00000 (< U10000) 0.00000 Pages 5 13 !BENT - Current Date: 12/15/2006 3:48 PM Units system: English File name: P:12006 Projects\06181.10 Qwest Tukwila \ Engineering\ RAM Files44 -Bay Tray Frame.adv Y X p �x Tj3)mLAL815X9XA97(13, 14, 0) TS 5X5X.1875 (21, 19, 0) TS SX5X.1875 , 0) 0,0 7 t# (34 14 0) TS 5X5X.1875 8 0, 0) (47.5, 19, 0) CAaca coueurr vWPb ruJ (4 - rA Y ) 5, 0, 0) 5 14 .Current Date: 12/15/2006 3:52 PM Units system: English File name: R:\2006 Proiects\06181.10 ()west Tukwila \Engineering \RAM FilesWBay Tray Frame.ativ Y X b X N7M1 N3113 N 3 3 V N4 M2 N 3 m 6 M3 N7 3 m N8 M12 N9 3 0 N 10 5 15 BENTLEY Current Date: 12/15/2006 3:49 PM Units system: English File name: R:\2006 Projects - 6181.10 Qwest Tukwila \Engineering \RAM Files\4 -Bay Tray Frame.adv Reactions My I Y x �o } � t F Y Mx Fx Fz M0 Direction of positive tomes and moments Analysis Results Forces IKiol Moments IKio*tl Node FX FY FZ MX MY MZ Condition lot A=1.17DL +2.0E01 1 - 3.68534 - 7.90423 0.00000 0.00000 0.00000 0.00000 4 - 3.68477 18.15929 0.00000 0.00000 0.00000 0.00000 6 0.00337 6.50519 0.00000 0.00000 0.00000 0.00000 8 0.00360 6.62220 0.00000 0.00000 0.00000 0.00000 10 0.00313 5.62770 0.00000 0.00000 0.00000 0.00000 SUM - 7.36000 29.01015 0.00000 0.00000 0.00000 0.00000 Condition Ie2A=0.73DL +2.0E01 1 - 3.68602 - 9.77545 0.00000 0.00000 0.00000 0.00000 4 - 3.68029 16.17391 0.00000 0.00000 0.00000 0.00000 6 0.00210 4.05879 0.00000 0.00000 0.00000 0.00000 8 0.00225 4.13180 0.00000 0.00000 0.00000 0.00000 10 0.00195 3.51130 0.00000 0.00000 0.00000 0.00000 SUM - 7.36000 18.10035 0.00000 0.00000 0.00000 0.00000 Condition ic113=1.17DL +2.0E02 1 3.68516 17.90772 0.00000 0.00000 0.00000 0.00000 4 3.88495 - 7.65289 0.00000 0.00000 0.00000 0.00000 6 -0.00337 6.50522 0.00000 0.00000 0.00000 0.00000 8 -0.00360 6.62220 0.00000 0.00000 0.00000 0.00000 10 -0.00313 5.62770 0.00000 0.00000 0.00000 0.00000 SUM 7.36000 29.01015 - 0.00000 0.00000 0.00000 0.00000 Condition Ic2BA173DL +2.0E02 1 3.68064 16.01694 0.00000 0.00000 0.00000 0.00000 4 3.68566 - 9.61850 0.00000 0.00000 0.00000 0.00000 6 -0.00210 4.05881 0.00000 0.00000 0.00000 0.00000 8 -0.00225 4.13180 0.00000 0.00000 0.00000 0.00000 10 -0.00195 3.51130. 0.00000 0.00000 0.00000 0.00000 SUM 7.36000 18.10035 0.00000 0.00000 0.00000 0.00000 Pagel 5 16 Nodal displacements envelope Note.- It is the controlling load condition Nodal displacements envelope for : Ic1A= 1.17DL +2.0EO1 Ic2AsD.73DL +2.0EQ1 lot B= 1.17DL +2.0EQ2 Ic2B= 0.73DL +2.OEQ2 Node Translation Rotation X Ic Y le Z is Rx Ic Ry Ic Rz Ic [in] [in] [in] [Rad] [Rad] [Rad] 1 Max 0.000 Id A 0.000 IolA 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00052 Ic1B Min 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00052 Ic1A 2 Max 0.084 Ic1A -0.001 lc2A Y-- - 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00049 Ic1B Min -0 084 1013 -0.002 Ic1B 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00049 Ic1A 3 Max 0.086 Ic1A -0.001 Ic2B 0.000 1c1A 0.00000 Ic1A 0.00000 Ic1A 0.00050 Ic1B Min -0.088 Ic1B -0.002 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00050 Ic1A 4 Max 0.000 lolA 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00053 Ic1B Min 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 IclA -0.00053 Ic1A 5 Max 0.093 IC1A -0.002 Ic2A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00055 Ic1B Min -0.093 lo1B -0.003 Ic1B 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00055 Ic1A Max 0.000 1c1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00055 Ic1B Min 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00055 1c1A 7 Max 0.098 Ic1A -0.002 Ic2A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00058 Ic1B Min -0.098 Ic1B -0.003 Ic1B 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00058 Ic1A 8 Max 0.000 Ic1A 0.000 Io1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00058 Ic1B Min 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00058 Ic1A 9 Max 0.100 Ic1A -0.002 Ic2B 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00060 Ic1B Min -0.100 Ic1B -0.003 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00080 Ic1A 10 Max 0.000 Ic1A 0.000 1c1A 0.000 11A 0.00000 Ic1A 0.00000 Ic1A 0.00060 Ic1B Mln 0.000 Ic1A 0.000 1c1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00060 Ic1A 11 Max 0.083 Io1A 0.000 Ic2A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00011 Ic2B Mln -0.083 Ic1B 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00012 Ic1A Points of interest In members J Considered points Paget 5 17 CONDITION Ic1A= 1.17DL +2.0EO1 Plane 1 -2 Plane 1 -3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [ft] [Kip] [Kip] [ Kip [Kip] [KIp'ft] [Kip MEMBER 1 0% 0.000 -1 308 0.081 0.000 0 000 0.000 0.000 100% 4.000 -1.308 0.081 -0.325 0.000 0.000 0.000 MEMBER 2 0% 0.000 4.710 0.000 0.000 0.000 0.000 0.000 100% 13.000 4.710 0.000 0.000 0.000 0.000 0.000 MEMBER 3 0% 0.000 3.087 0.000 0.000 0.000 0.000 0 000 100% 13.000 3.087 0.000 0.000 0.000 0.000 0.000 MEMBER 6 0% 0.000 -4.921 0.008 0.077 0.000 0.000 0.000 100% 14.000 -4.921 0.008 0.000 0.000 0.000 0.000 MEMBER 7 0% 0.000 -5286 0.008 0.000 0.000 0,000 0.000 100% 14.000 -5.286 0.008 -0.074 0.000 0.000 0.000 MEMBER 8 , 0% 0.000 -6.505 0 CO3 0.000 0.000 0.000 0.000 100% 14.000 -6.505 0.003 0.000 0.000 0.000 0.000 MEMBER 9 0% 0.000 -6.622 0.004 0.000 0.000 0.000 0.000 100% 14.000 -6.622 0.004 0.000 0.000 0.000 0.000 MEMBER 10 0% 0.000 -5.628 0.003 0.000 0.000 0.000 0.000 100% 14.000 -5.628 0.003 0.000 0.000 0.000 0.000 MEMBER 12 D% 0.000 1.443 0.000 0.000 0.000 0.000 0.000 100% 13.500 1.443 0.000 0.000 0.000 0.000 0.000 MEMBER 13 0% 0.000 6.078 0.032 0.130 0.000 0.000 0.000 100% 4.000 6.078 0.032 0.000 0.000 0.000 0.000 MEMBER 14 0% 0.000 13.346 0.028 0.243 0.000 0.000 0.000 100% 14.560 13.346 0.028 -0.077 0.000 0.000 0.000 MEMBER 15 0% 0.000 - 13.393 -0.014 -0213 0.000 0.000 0.000 100% 14.580 - 13.393 -0.014 0.074 0.000 0.000 0.000 CONDITION Ie2A=O.73DL +2.0EO1 Station Plane 1 -2 Plane 1 -3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion 1 [KIP] [KIP] [KIM [KIP] [KIPItI KP'1t] MEMBER 1 0% 0.000 - 0.072 0.000 0.000 0.000 0.000 100% 4.000 -1.307 0.072 -0.289 0.000 0.000 0.000 MEMBER 2 0% 0.000 4.706 0.000 0.000 0.000 0.000 0.000 100% 13.000 4.706 0.000 0.000 0.000 0.000 0.000 MEMBER 3 0% 0.000 3.084 0.000 0.000 0.000 0.000 0.000 100% 13.000 3.084 0.000 0.000 0.000 0.000 0.000 MEMBER 8 0% 0.000 -3.049 0.007 0.077 0.000 0.000 0.000 100% 14.000 -3.049 0.007 0.000 0.000 0.000 0.000 MEMBER 7 0% 0.000 -3.319 0.007 0.000 0.000 0.000 0.000 100% 14.000 -3.319 0.007 -0.074 0.000 0.000 0.000 Page3 5 18 MEMBER 8 0% 0.000 -4.059 0.002 0.000 0.000 0.000 0.000 100% 14.000 -4.059 0.002 0.000 0.000 0.000 0.000 MEMBER 9 . 0% 0.000 -4.132 0.002 0.000 0.000 0.000 0.000 100% 14.000 4.132 0.002 0.000 0.000 0.000 0.000 MEMBER 10 0% 0.000 -3.511 0 002 0.000 0.000 0.000 0.000 100% 14.000 -3.511 0.002 0.000 0.000 0.000 0.000 MEMBER 12 0% 0.000 1.442 0.000 0.000 0.000 0.000 0.000 100% 13.500 1.442 0.000 0.000 0.000 0.000 0.000 MEMBER 13 0% 0.000 6.073 0.042 0.167 0.000 0.000 0.000 100% 4.000 6.073 0.042 0.000 0.000 0.000 0.000 MEMBER 14 0% 0.000 13.345 - 0.028 -. 0.243 0.000 0.000 0.000 100% 14.560 13.345 0.028 -0.077 0 000 0.000 0.000 MEMBER 15 0% 0.000 - 13.373 -0.014 -0.213 0.000 0.000 0.000 100% 14.560 - 13.373 -0.014 0.074 0.000 0.000 0.000 CONDITION Ie1B_1.17DL +2.0E02 Station Plane 1 -2 Plane 1 -3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion [ft] [Kip] [Kip] [Kip•ft] [Kip] [Kip'ft] [Kip•ft] MEMBER 1 0% 0.000 1.308 -0.033 0.000 0.000 0.000 0.000 100% 4.000 1.308 -0.033 0.132 0.000 0.000 0.000 MEMBER 2 0% 0.000 -4.710 0.000 0.000 0.000 0.000 0.000 100% 13.000 -4.710 0.000 0.000 0.000 0.000 0.000 MEMBER 3 0% 0.000 -3.087 0.000 0.000 0.000 0.000 0.000 100% 13.000 -3.087 0.000 11000 0.000 0.000 0.000 MEMBER 8 0% 0.000 -5.035 -0.008 -0.083 0.000 0.000 0.000 100% 14.000 -5.035 -0.008 0.000 0.000 0.000 0.000 MEMBER 7 0% 0.000 -5.172 -0.007 0.000 0.000 0.000 0.000 100% 14.000 -5.172 -0.007 0.069 0.000 0.000 0.000 MEMBER 9 0% 0.000 -6.505 -0.003 0.000 0.000 0.000 0.000 100% 14.000 -6.505 -0.003 0.000 0.000 0.000 0.000 MEMBER 9 0% 0.000 4.622 -0.004 - 0.000 0.000 0.000 0.000 100% 14.000 -8.622 -0.004 0.000 0.000 0.000 0.000 MEMBER 10 0% 0.000 -5.628 -0.003 0.000 0.000 0.000 0.000 100% 14.000 -5.628 -0.003 0.000 0.000 0.000 0.000 MEMBER 12 0% 0.000 -1.443 0.000 0.000 0.000 0.000 0.000 100% 13.500 -1.443 0.000 0.000 0.000 0.000 0.000 MEMBER 13 0% 0.000 -6.078 -0.081 -0.326 0.000 0.000 0.000 100% 4.000 -6.078 -0.081 0.000 0.000 0.000 0.000 Page4 5 19 MEMBER 14 0% 0.000 - 13.392 -0.015 -0.218 0.000 0.000 0.000 100% 14.560 - 13.392 -0.015 0.083 0.000 0.000 0.000 MEMBER 15 0% 0.000 13.346 0.027 0.240 0.000 0.000 0.000 100% 14.560 13.346 0.027 -0.069 0.000 0.000 0.000 CONDITION Ic2B =.73DL +2.0E02 Plane 1 -2 Plane 1 -3 Dist to J Axial Shear V2 M33 Shear V3 M22 Toulon Station [ft] [Kip] [Kip] [Kip•ft] [Kip] [Kip•ft] [Kip•ft] MEMBER 1 0% 0.000 1.307 -0.042 0 000 0.000 0.000 0.000 100% 4.000 1.307 -0.042 0.168 0.000 0.000 0.000 MEMBER 2 0% 0.000 -4.706 0.000 0.000 0.000 0.000 0.000 100% 13.000 -4.706 0.000 0.000 0.000 0.000 0.000 MEMBER 3 0% 0.000 -3.084 0.000 0.000 0.000 0.000 0.000 100% 13.000 -3.084 0.000 0.000 0.000 0.000 0.000 MEMBER 6 0% 0.000 -3.163 -0.007 -0.083 0.000 0.000 0.000 100% 14.000 -3.163 -0.007 0.000 0.000 0.000 0.000 MEMBER 7 0% 0.000 -3.206 -0.006 0.000 0.000 0.000 0.000 100% 14.000 -3.206 -0.006 0.069 0.000 0.000 0.000 MEMBER 8 0% 0.000 4.059 -0.002 0.000 0.000 0.000 0.000 100% 14.000 -4.059 -0.002 0.000 0.000 0.000 0.000 MEMBER 9 0% - 0.000 -4.132 -0.002 0.000 0.000 0.000 0.000 100% 14.000 -4.132 -0.002 0.000 0.000 0.000 0.000 MEMBER 10 0% 0.000 -3.511 -0.002 0.000 0.000 0.000 0.000 100% 14.000 -3.511 -0.002 0.000 0.000 0.000 0.000 MEMBER 12 0% 0.000 -1.442 0.000 0.000 0.000 0.000 0.000 100% 13.500 -1.442 0.000 0.000 0.000 0.000 0.000 MEMBER 13 0% 0.000 -6.073 -0.072 -0.289 0.000 0.000 0.000 100% 4.000 -6.073 -0.072 0.000 0.000 0.000 0.000 MEMBER 14 0% 0.000 - 13.373 -0.015 -0.218 0.000 0.000 0.000 100% 14.580 - 13.373 -0.015 0.083 0.000 0.000 0.000 MEMBER 15 0% 0.000 13.345 0.027 0240 0.000 0.000 0.000 100% 14.560 13.345 0.027 -0.069 0.000 0.000 0.000 Maximum forces at members Pages 5 20 Condition : le1 A= 1.17DL +2.0E01 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip'ft] [Kip'ft] [Kip'ft] MEMBER 1 Max -1.31 0.08 0.00 0.00 0.00 0.00 Min -1.31 0.08 0.00 0.00 0.00 -0.33 MEMBER 2 Max 4.71 0.00 0.00 0.00 0.00 0.00 Min 4.71 0.00 0.00 0.00 0.00 0.00 MEMBER 3 Max 3.09 0.00 0.00 0.00 0.00 0.00 Min 3.09 0.00 0.00 0.00 0.00 0.00 MEMBER 8 Max -4.92 0.01 0.00 0.00 0.00 0.08 Min -4.92 0.01 0.00 0.00 0.00 0.00 MEMBER 7 Max -5.29 0.01 0.00 0.00 0.00 0.00 Min -5.29 0.01 0.00 0.00 0.00 -0.07 MEMBER 8 Max -6.51 0.00 0.00 0.00 0.00 0.00 Min -6.51 0.00 0.00 0.00 0.00 0.00 MEMBER 9 Max -6.62 0.00 0.00 0.00 0.00 0.00 Min -6.62 0.00 0.00 0.00 0.00 0.00 MEMBER 10 Max -5.63 0.00 0.00 0.00 0.00 0.00 Min -5.63 0.00 0.00 0.00 0.00 0.00 MEMBER 12 Max 1.44 0.00 0.00 0.00 0.00 0.00 Min 1.44 0.00 0.00 0.00 0.00 0.00 MEMBER 13 Max 8.08 0.03 0.00 0.00 0.00 0.13 Min 8.08 0.03 0.00 0.00 0.00 0.00 MEMBER 14 Max 13.35 0.03 0.00 0.00 0.00 0.24 Min 13.35 0.03 0.00 0.00 0.00 -0.08 MEMBER 15 Max -13.39 -0.01 0.00 0.00 0.00 0.07 Min -13.39 -0.01 0.00 0.00 0.00 -0.21 Condition :102A_0.73DL+2.OE01 Axial Shear V2 Shear V9 Torsion M22 M33 [KP] [KIP] [KiP'ft] (KiP MEMBER 1 Max -1.31 0.07 0.00 0.00 0.00 0.00 Min -131 0.07 0.00 0.00 0.00 -0.29 MEMBER 2 Max 4.71 0.00 0.00 0.00 0.00 0.00 Min 4.71 0.00 0.00 0.00 0.00 0.00 MEMBER 3 Max 3.08 0.00 0.00 0.00 0.00 0.00 Min 3.08 0.00 0.00 0.00 0.00 0.00 MEMBER 8 Max -3.05 0.01 0.00 0.00 0.00 0.08 Min -3.05 0.01 0.00 0.00 0.00 0.00 MEMBER 7 Max -3.32 0.01 0.00 0.00 0.00 0.00 Min -3.32 0.01 0.00 0.00 0.00 -0.07 MEMBER 8 Max -4.06 0.00 0.00 0.00 0.00 0.00 Page6 5 21 Min -4.06 0.00 0.00 0.00 0.00 0.00 MEMBER 9 Max -4.13 0.00 0.00 0.00 0.00 0.00 Min -4.13 0.00 0.00 0.00 0.00 0.00 MEMBER 10 Max -3.51 0.00 0.00 0.00 0.00 0.00 Min -3.51 0.00 0.00 0.00 0.00 0.00 MEMBER 12 Max 1.44 0.00 0.00 0.00 0.00 0.00 Min 1.44 0.00 0.00 0.00 0.00 0.00 MEMBER 13 Max 6.07 0.04 0.00 0.00 0.00 0.17 Min 8.07 0.04 0.00 0.00 0.00 0.00 MEMBER 14 Max 13.35 0.03 0.00 0.00 0.00 0.24 Min 13.35 0.03 0.00 0.00 0.00 -0.08 MEMBER 15 - - - - Max -13.37 -0.01 0.00 0.00 0.00 0.07 Min -13.37 -0.01 0.00 0.00 000 -021 Condition : lc18:1.17DL+20E02 Axial Shear V2 Shear V3 Torsion M22 M33 [KIP] [KIP] [Kip] [KIP [Kir] [KIP"II] MEMBER 1 Max 1.31 -0.03 0.00 0.00 0.00 0.13 Min 1.31 -0.03 0.00 0.00 0.00 0.00 MEMBER 2 Max -4.71 0.00 0.00 0.00 0.00 0.00 Min -4.71 0.00 0.00 0.00 0.00 0.00 MEMBER 3 Max -3.09 0.00 0.00 0.00 0.00 0.00 Min -3.09 0.00 0.00 0.00 0.00 0.00 MEMBER 8 Max -5.03 -0.01 0.00 0.00 0.00 0.00 Min -5.03 -0.01 0.00 0.00 0.00 -0.08 MEMBER 7 Max -5.17 -0.01 0.00 0.00 0.00 0.07 Min -5.17 -0.01 0.00 0.00 0.00 0.00 MEMBER 8 Max -6.51 0.00 0.00 0.00 0.00 0.00 Min -8.51 0.00 0.00 0.00 0.00 0.00 MEMBER 9 Max -6.62 0.00 0.00 0.00 0.00 0.00 Min -6.62 0.00 0.00 0.00 0.00 0.00 MEMBER 10 Max -5.63 0.00 0.00 0.00 0.00 0.00 Min -5.83 0.00 0.00 0.00 0.00 0.00 MEMBER 12 Max -1.44 0.00 0.00 0.00 0.00 0.00 Min -1.44 0.00 0.00 0.00 0.00 0.00 MEMBER 13 Max -8.08 -0.08 0.00 0.00 0.00 0.00 Min -8.08 -0.08 0.00 0.00 0.00 -0.33 MEMBER 14 Max -13.39 -0.01 0.00 0.00 0.00 0.08 Min -13.39 - -0.01 0.00 0.00 0.00 -022 MEMBER 15 Pagel 5 22 Max 13.35 0.03 0.00 0.00 0.00 0.24 Min 13.35 0.03 0.00 0.00 0.00 -0.07 Condition : ic2B= 0.73DL +2.0E02 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip'ft] [Kip•ft] [Kipt] MEMBER 1 Max 1.31 -0.04 0.00 0.00 0.00 0.17 Min 1.31 -0.04 0.00 0.00 0.00 0.00 MEMBER 2 Max -4.71 0.00 0.00 0.00 0.00 0.00 Min -4.71 0.00 0.00 0.00 0.00 0.00 MEMBER 3 Max -3.08 0.00 0.00 0.00 000 0.00 Min -3.08 0.00 0.00 0.00 0.00 0.00 MEMBER 6 Max -3.16 -0.01 0.00 0.00 0.00 0.00 Min -3.16 -0.01 0.00 0.00 0.00 -0.08 MEMBER 7 Max -3.21 -0.01 0.00 0.00 0.00 0.07 Min -3.21 -0.01 0.00 0.00 0.00 0.00 MEMBER 8 Max -4.06 0.00 0.00 0.00 0.00 0.00 Min -4.06 0.00 0.00 0.00 0.00 0.00 MEMBER 9 Max -4.13 0.00 0.00 0.00 0.00 0.00 Min -4.13 0.00 0.00 0.00 0.00 0.00 MEMBER 10 Max -3.51 0.00 0.00 0.00 0.00 0.00 Min -3.51 0.00 0.00 0.00 0.00 0.00 MEMBER 12 Max -1.44 0.00 0.00 0.00 0.00 - 0.00 Min -1.44 0.00 0.00 0.00 0.00 0.00 MEMBER 13 Max -6.07 -0.07 0.00 0.00 0.00 0.00 Min -6.07 -0.07 0.00 0.00 0.00 -0.29 MEMBER 14 Max -13.37 -0.01 0.00 0.00 0.00 0.08 Min -13.37 -0.01 0.00 0.00 0.00 -022 MEMBER 15 Max 13.34 0.03 0.00 0.00 0.00 024 Min 13.34 0.03 1100 0.00 0.00 -0.07 Maximum relative deflections Remark.- Magnitude of deflections In absolute value. Pages 5 23 CONDITIONc1 A= 1.17DL +2.0EO1 Member DefI. (2) [In] 0( %) Dell. (3) [In] 0( %) 1 __ _ ` 0.00148 (< 1/10000) 57.50000 0.00000 (< 1/10000) 0.00000 2 0.00000 (< U10000) 70.00000 0.00000 (< 1/10000) 0.00000 3 0.00000 (< U10000) 72.50000 0.00000 (< U10000) 0.00000 6 0.00069 (< U10000) 42.50000 0.00000 (< U10000) 0.00000 7 0.00066 (< 1/10000) 57.50000 0.00000 (< U10000) 0.00000 8 0.00000 (< U10000) 20.00000 0.00000 (< U10000) 0.00000 9 0.00000 (< U10000) 20.00000 0.00000 (< 1/10000) 0.00000 10 0.00000 (< U10000) 20.00000 0.00000 (< U10000) 0.00000 12 0.00000 (< U10000) 52.50000 0.00000 (< U10000) 0.00000 13 0.00059 (< 1/10000) 42.50000 0.00000 (< U10000) 0.00000 14 0.00970 (< U10000) 37.50000 0.00000 (< U10000) 0.00000 15 0.00989 (< U10000) 37.50000 0.00000 (< U10000) 0.00000 CONDITIONc2A 0.73DL +2.0EO1 Member Deft. (2) [In] CONDITIONel B= 1.17DL +2.0EO2 Member Dell. (2) [In] Defl. (3) [In] 0( %) 1 0.00132 (< U10000) 57.50000 0.00000 (< U10000) 0.00000 2 0.00000 (< 1/10000) 70.00000 0.00000 (< U10000) 0.00000 3 0.00000 (< 1/10000) 72.50000 0.00000 (< 1/10000) 0.00000 6 0.00068 (< U10000) 42.50000 0.00000 (< 1/10000) 0.00000 7 0.00066 (< U10000) 57.50000 0.00000 (< 1/10000) 0.00000 a 0.00000 (< U10000) 20.00000 0.00000 (< 1/10000) 0.00000 9 0.00000 (< U10000) 20.00000 0.00000 (< U10000) 0.00000 10 0.00000 ( <U10000) 20.00000 - 0.00000 (<1/10000) 0.00000 12 0.00000 (< 1/10000) 52.50000 0.00000 (< 1/10000) 0.00000 13 0.00076 (< U10000) 42.50000 0.00000 (< 1/10000) 0.00000 14 0.00971 ( <U10000) 37.50000 0.00000 ( <U10000) 0.00000 15 0.00990 (< U10000) 37.50000 0.00000 (< 1/10000) 0.00000 Den. (3) [In] 15 (%) 1 0.00060 (< U10000) 57.50000 0.00000 (< 1/10000) 0.00000 2 0.00000 (< 1/10000) 70.00000 0.00000 (< 1/10000) 0.00000 3 0.00000 (< 1/10000) 70.00000 0.00000 (< U10000) 0.00000 6 0.00073 (< U10000) 42.50000 0.00000 (< U10000) 0.00000 7 0.00061 (< 1110000) 57.50000 0.00000 (< U10000) 0.00000 8 0.00000 (< U10000) 20.00000 0.00000 (< U10000) 0.00000 9 0.00000 (< U10000) 20.00000 0.00000 (< 1/10000) 0.00000 10 0.00000 (< U10000) 20.00000 0.00000 (< U10000) 0.00000 12 0.00000 (< U10000) 52.50000 0.00000 (< 1/10000) 0.00000 13 0.00149 (< U10000) 42.50000 0.00000 (< U10000) 0.00000 14 0.00977 (< U10000) 37.50000 0.00000 (< U10000) 0.00000 15 0.00992 (< U10000) 37.60000 0.00000 (< U10000) 0.00000 CONDITIONc2B =.73DL +2.0EO2 Member Deft. (2) [In] •(%) Deft. (3) [In] a(%) 1 0.00077 (< U10000) 57.50000 0.00000 (< U10000) 0.00000 2 0.00000 (<1110000) 70.00000 0.00000 (< U10000) 0.00000 3 0.00000 (< U10000) 70.00000 0.00000 (< U10000) 0.00000 6 0.00073 (< U10000) 42.50000 0.00000 (< U10000) 0.00000 7 0.00081 (< U10000) 57.50000 0.00000 (< 1/10000) 0.00000 8 0.00000 (< U10000) 20.00000 0.00000 (< 1/10000) 0.00000 Page9 5 24 9 0.00000 (< U10000) 20.00000 0.00000 (< L/10000) 0.00000 10 0.00000 (< U10000) 20.00000 0.00000 (< U10000) 0.00000 12 0.00000 (< U10000) 52.50000 0.00000 (< 1.110000) 0.00000 13 0.00132 (< U10000) 42.50000 0.00000 (< U10000) 0.00000 14 0.00975 (<U10000) 37.50000 0.00000 (<U10000) 0.00000 15 0.00990 (< U10000) 37.50000 0.00000 (< 1/10000) 0.00000 Pagel° 5 25 Sze yam.__ a 0, 0) i 1 0, 0) r" 0 0 TS 7XPX.S000 4_ 0 TS 7X7X.S0000 TS 7X7X.5000 Fr BENTLEY 5/2006 3:49 PM Units system: English Fl le name: i Projects \06181.10 Qwest Tukwila \Engineerinp\RF x 87 875(10. 14315X5X.1875 Ter 20. 14315X5X.1875 30 1K X5X.1875 40 145)5%5X. 641W - GaUburr She nAnE 5' 'FAY) 50 14, 0) 0, 0) 5 2 fi .P� F 3 0 3 v 3 m 3 tv 3 J BENTLEY • Current Date: 12/15/2006 3:52 PM Units system: English File name: R:\2006 Projects\06181.10 Qwest Tukwila\Engineerino \RAM Files\5 -Bay Tray Frame.adv Y X M1 N1M13 M2 M3 M 12 M 16 12 5 27 • %BENTLEY Current Date: 12/15/2006 3:49 PM Units system: English File name: R:\2006 Projects 106181.10 Owest Tukwila \Engineering \RAM Files15 -Bay Tray Frame.adv Reactions My I Y �y X T FY Mx I Fx F le/ •- *trip Direction of positive forces and moments Condition le1 B =1.17DL +2.0E02 Analysis Results Fames fKiol Moments fKipeftl Node FX FY FZ MX MY MZ Condition Ic1A=1.17DL +2.0E01 1 4.53115 - 7.43553 0.00000 0.00000 0.00000 0.00000 4 -4.52830 17.69059 0.00000 0.00000 0.00000 0.00000 8 0.00222 5.00175 0.00000 0.00000 0.00000 0.00000 8 0.00234 5.00175 0.00000 0.00000 0.00000 0.00000 10 0.00243 5.00175 0.00000 0.00000 0.00000 0.00000 13 0.00247 5.00175 0.00000 0.00000 0.00000 0.00000 SUM - 9.05000 30.26206 0.00000 0.00000 0.00000 0.00000 Condition Ic2A=0.73DL +2.0E01 1 -4.53108 - 9.40404 0.00000 0.00000 0.00000 0.00000 4 4.52481 15.80250 0.00000 0.00000 0.00000 0.00000 6 0.00138 3.12075 0.00000 0.00000 0.00000 0.00000 8 0.00146 3.12075 0.00000 0.00000 0.00000 0.00000 10 0.00151 3.12075 0.00000 0.00000 0.00000 0.00000 13 0.00154 3.12075 0.00000 0.00000 0.00000 0.00000 SUM - 9.05000 18.88145 0.00000 0.00000 0.00000 0.00000 1 4.52861 17.94213 0.00000 0.00000 0.00000 0.00000 4 4.53085 - 7.88708 0.00000 0.00000 0.00000 0.00001 6 -0.00222 5.00175 0.00000 0.00000 0.00000 0.00000 8 -0.00234 5.00175 0.00000 0.00000 0.00000 0.00000 10 -0.00243 5.00175 - 0.00000 0.00000 0.00000 0.00000 13 -0.00247 5.00175 0.00000 0.00000 0.00000 0.00000 SUM ' 9.05000 30.26206 0.00000 0.00000 0.00000 0.00000 Condition Ic2B =.73DL +2.0E02 1 4.52515 15.95944 0.00000 0.00000 0.00000 0.00000 4 4.53075 - 9.56099 0.00000 0.00000 0.00000 0.00000 6 -0.00138 3.12075 0.00000 0.00000 0.00000 0.00000 8 -0.00146 3.12075 0.00000 0.00000 0.00000 0.00000 10 -0.00151 3.12075 0.00000 0.00000 0.00000 0.00000 13 -0.00154 3.12075 0.00000 0.00000 0.00000 0.00000 Pagel 5 28 SUM 9.05000 18.88145 0.00000 0.00000 0.00000 0.00000 Nodal displacements envelope Note.- lc is the controlling load condition Nodal displacements envelope for lclA= 1.17DL +2.0E01 Ic2A -0.73DL +2.0EQ1 Ic1 B= 1.17DL +2.0EQ2 lc2Bs173DL +2.0EQ2 Translation Rotation Node X lc Y le Z lc Ric le Ry le Piz lc [in] [in] [in] [Rad] [Rad] [Rad] 1 Max 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 IcIA 0.00043 Ic1B Min 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00043 Ic1A 2 Max 0.071 lc1A -0.002 Ic2A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00041 Ic1B Min -0.071 lelB -0.002 Ici 0.000 MA 0.00000 lc1A 0.00000 Ic1A -0.00041 Ic1A 3 Max 0.074 Ic1A -0.001 Ic2B 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00043 Ic1B Min -0.074 Ic1B -0.002 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 ILIA -0.00043 Ic1A 4 Max 0.000 Id A 0.000 1c1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00045 Ic1B Min 0.000 Ic1A 0.000 ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00045 Ic1A 5 Max 0.080 Ic1A -0.001 Ic2A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00047 Ic1B Min -0.080 Ic1B -0.002 Ic1B 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00047 Ic1A 6 Max 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00047 Ic1B Mln 0.000 Ic1A 0.000 1c1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00047 Ic1A 7 Max 0.084 Ic1A -0.001 ic2B 0.000 Ic1A 0.00000 AMA 0.00000 Ic1A 0.00050 Ic1B Min -0.084 lc1B -0.002 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00050 Ic1A 8 Max 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00050 Ic1B Mtn 0.000 Ic1A 0.000 k1A 0.000 Ic1A 0.00000 Ic1A 0.00000 1c1A -0.00050 Ic1A 9 Max 0.087 Io1A -0.001 Ic2A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00052 Ic1B Min -0.087 Ic1B -0.002 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00052 Ic1A 10 Max 0.000 Ic1A 0.000 lo1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00052 Ic1B Min 0.000 11A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00052 Ic1A 11 Max 0.070 Ic1A 0.000 lo2A 0.000 Ic1A 0.00000 Io1A 0.00000 Ic1A 0.00010 Ic1B Min -0.070 Ic1B 0.000 Ic1B 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00010 Ic2A 12 Max 0.089 Ic1A -0.001 Ic2A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A 0.00053 1c1B Min -0.089 Ic1B -0.002 IcIA 0.000 Ic1A 0.00000 Ic1A 0.00000 lc1A -0.00053 Ic1A 13 Max 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 lc1A 0.00053 Ic1B Min 0.000 Ic1A 0.000 Ic1A 0.000 Ic1A 0.00000 Ic1A 0.00000 Ic1A -0.00053 Ic1A Paget 5 29 Points of interest in members Station J Considered points CONDITION Ic1A= 1.17DL +2.0EO1 Plane 1 -2 Plane 1 -3 Dist to .1 Axial Shear V2 M33 Shear V3 M22 Torsion [h] [Kip] [Kip] [Kip•ft] [Kip] [Kip•ft] [Kipit] MEMBER 1 - - - - 0% 0.000 -1.255 0.046 0.000 0.000 0.000 0.000 100% 5.000 -1.255 0.046 -0.229 0.000 0.000 0.000 MEMBER 2 0% 0 000 5.209 0 000 0.000 0.000 0.000 0.000 100% 10.000 5.209 0.000 0.000 0.000 0.000 0.000 MEMBER 3 0% 0.000 3.907 0.000 0.000 0.000 0.000 0.000 100% 10.000 3.907 0.000 0.000 0.000 0.000 0.000 MEMBER 6 0% 0.000 -5.207 0.005 0.047 0.000 0.000 0.000 100% 14.000 -5.207 0.005 0.000 0.000 0.000 0.000 MEMBER 7 0% 0.000 -5.022 0.005 0.000 0.000 0.000 0.000 100% 14.000 -5.022 0.005 -0 041 0.000 0.000 0.000 MEMBER 8 0% 0.000 -5.002 0.002 0.000 0.000 0.000 0.000 100% 14.000 -5.002 0.002 0.000 0.000 0.000 0.000 MEMBER 8 0% 0.000 -5.002 0.002 0.000 0.000 0.000 0.000 100% 14.000 -5.002 0.002 0.000 0.000 0.000 0.000 MEMBER 10 0% 0.000 -5.002 0.002 0.000 0.000 0.000 0.000 100% 14.000 -5.002 0.002 0.000 0.000 0.000 0.000 MEMBER 12 0% 0.000 2.605 0.000 0.000 0.000 0.000 0.000 100% 10.000 2.605 0.000 0.000 0.000 0.000 0.000 MEMBER 13 0% 0.000 6.514 0.020 0.103 0.000 0.000 0.000 100% 5.000 6.514 0.020 0.000 0.000 0.000 0.000 MEMBER 14 0% 0.000 13.432 0.020 0.180 0.000 0.000 0.000 100% 14.866 13.432 0.020 -0.047 0.000 0.000 0.000 MEMBER 15 0% 0.000 - 13.455 -0.008 -0.153 0.000 0.000 0.000 100% 14.866 - 13.455 -0.008 0.041 0.000 0.000 0.000 MEMBER 16 0% 0.000 1 302 0.000 0.000 0.000 0.000 0.000 100% 10.000 1 302 0.000 0.000 0.000 0.000 0.000 MEMBER 17 0% 0.000 -5.002 0.002 0.000 0.000 0.000 0.000 100% 14.000 -5.002 0.002 0.000 0.000 0.000 0.000 Page3 5 30 CONDITION 1c2A--0.73DL +2.0EO1 Plane 1 -2 Plane 1 -3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [ft] [Kip] [Kip] [Kip *ft] [Kip] [Kip'ft] [Kip'ft] MEMBER 1 0% 0.000 -1.255 0.041 0.000 0.000 0.000 0.000 100% 5.000 -1.255 0.041 -0.205 0.000 0.000 0.000 MEMBER 2 0% 0.000 5.206 0.000 0.000 0.000 0.000 0.000 100% 10.000 5.206 0.000 0.000 0.000 0.000 0.000 MEMBER 3 0% 0.000 3.905 0.000 0 000 0.000 0.000 0.000 100% 10.000 3.905 0.000 0.000 0.000 0.000 0.000 MEMBER 6 0% 1000 -3.237 0.005 0.047 0.000 0.000 0.000 100% 14.000 -3.237 ..0.005 0.000 0.000 1000 0.000 MEMBER 7 0% 0.000 -3.146 0.004 0.000 0.000 0.000 0.000 100% 14.000 -3.146 0 004 -0.040 0.000 0.000 0.000 MEMBER 8 0% 0.000 -3.121 0.001 0.000 0.000 0.000 0.000 100% 14.000 -3.121 0.001 - 0.000 0.000 0.000 0.000 MEMBER 9 0% 0.000 -3.121 0.001 0.000 0.000 0.000 0.000 100% 14.000 -3.121 0.001 0.000 0.000 0.000 0.000 MEMBER 10 0% 0.000 -3.121 0.002 0.000 0.000 0.000 0.000 100% 14.000 -3.121 0.002 0.000 0.000 0.000 0.000 MEMBER 12 0% 0.000 2.603 0.000 0.000 0.000 0.000 0.000 100% 10.000 2.603 0.000 0.000 0.000 0.000 0.000 MEMBER 13 • 0% 0.000 6.510 0.025 0.126 0.000 0.000 0.000 100% 5.000 6.510 0.025 0.000 0.000 0.000 0.000 MEMBER 14 0% 0.000 13.430 0.020 0.179 0.000 0.000 0.000 100% 14.866 11430 0.020 -0.047 0.000 0.000 0.000 MEMBER 15 0% 0.000 - 13.442 -0.008 -0.152 0.000 0.000 0.000 100% 14.886 - 13.442 -0.008 0.040 0.000 0.000 0.000 MEMBER 16 0% 0.000 1.302 0.000 0.000 0.000 0.000 0.000 100% 10.000 1 302 0.000 0.000 0.000 0.000 0.000 MEMBER 17 0% 0.000 -3.121 0.002 0.000 0.000 0.000 0.000 100% 14.000 -3.121 0.002 (1000 0.000 0.000 0.000 CONDITION Id B =1.17DL +2.0EO2 Station Plane 1 -2 Plane 1 -3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion [n] [Kip] [KIP] ( [KlP1 KP'ft) [ir' i) MEMBER 1 0% 0.000 1.256 -0.020 0.000 0.000 0.000 0.000 100% 5.000 1.256 -0.020 0.102 0.000 0.000 0.000 MEMBER 2 0% 0.000 -5.209 0.000 0.000 0.000 0.000 0.000 100% 10.000 -5.209 0.000 0.000 0.000 0.000 0.000 MEMBER 3 0% 0.000 -3.907 0.000 0.000 0.000 0.000 0.000 100% 10.000 -3.907 0.000 0.000 0.000 0.000 0.000 Page4 5 31 MEMBER 6 0% 0.000 -5.274 -0.006 -0.051 0.000 0.000 0.000 100% 14.000 -5.274 -0.006 0.000 0.000 0.000 0.000 MEMBER 7 0% 0.000 -4.956 -0.005 0.000 0.000 0.000 0.000 100% 14.000 -4.956 -0.005 0.035 0.000 0.000 0.000 MEMBER 8 0% 0.000 -5.002 -0.002 0.000 0.000 0.000 0.000 100% 14.000 -5.002 -0.002 0900 0.000 0.000 0.000 MEMBER 9 0% 0.000 -5.002 -0.002 0.000 0 000 0.000 0.000 100% 14.000 -5.002 -0.002 0.000 0.000 0.000 0.000 MEMBER 10 0% 0.000 -5.002 -0.002 0.000 0.000 0.000 0.000 100% 14.000 -5.002 -0.002 0.000 0.000 0.000 0.000 MEMBER 12 0% 0.000 -2.605 -._ _0.000 - -- 0.000 0.000 0.000 0.000 100% 10.000 -2.605 0.000 0.000 0.000 0.000 0.000 MEMBER 13 0% 0.000 -6.514 -0.045 -0.228 0.000 0.000 0.000 100% 5.000 -6.514 -0.045 0.000 0.000 0.000 0.000 MEMBER 14 0% 0.000 - 13.455 -0.009 -0.157 0.000 0.000 0.000 100% 14.866 - 13.455 -0.009 0.051 0.000 0.000 0.000 MEMBER 15 0% 0.000 13.432 0.019 0.173 0.000 0.000 0.000 100% 14.866 13.432 0.019 -0.035 0.000 0.000 0.000 MEMBER 16 0% 0.000 -1.302 0.000 0.000 0.000 0.000 0.000 100% 10.000 -1.302 0.000 0.000 0.000 0.000 0.000 MEMBER 17 0% 0.000 -5.002 -0.002 0.000 0.000 0.000 0.000 100% 14.000 -5.002 -0.002 0.000 0.000 0.000 0.000 CONDITION Ic2B -0.73DL +2.0EO2 Station Plane 1 -2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion IN KIN [Kip] [KIWI] IKIP1 IK1 IKIP'tt] MEMBER 1 0% 0.000 1.255 -0.025 0.000 0.000 0.000 0.000 100% 5.000 1.255 -0.025 0.126 0.000 0.000 0.000 MEMBER 2 0% 0.000 -5.206 0.000 0.000 0.000 0.000 0.000 100% 10.000 -5.206 0.000 0.000 0.000 0.000 0.000 MEMBER 3 0% 0.000 -3.905 0.000 0.000 0.000 0.000 0.000 100% 10.000 -3.905 0.000 0.000 0.000 0.000 0.000 MEMBER 8 0% 0.000 -3.303 -0.005 -0.051 0.000 0.000 0.000 100% 14.000 -3.303 -0.005 0.000 0.000 0.000 0.000 MEMBER 7 0% 0.000 -3.080 -0.004 0.000 0.000 0.000 0.000 100% 14900 -3.080 -0.004 0.035 0.000 0.000 0.000 MEMBER 8 0% 0.000 -3.121 -0.001 0.000 0.000 0.000 0.000 100% 14.000 -3.121 -0.001 0.000 0.000 - 0.000 0.000 Pages 5 32 MEMBER 9 0% 0.000 -3.121 -0.001 0.000 0.000 0.000 0.000 100% 14.000 -3.121 -0.001 0 000 0.000 0 000 0.000 MEMBER 10 0% 0.000 -3.121 -0.002 0.000 0.000 0.000 0.000 100% 14.000 -3.121 -0.002 0.000 0.000 0 000 0.000 MEMBER 12 0% 0.000 -2.603 0.000 0.000 0.000 0.000 0.000 100% 10.000 -2.603 0.000 0.000 0.000 0.000 0.000 MEMBER 13 0% 0.000 -6.510 -0.041 -0205 0.000 0.000 0.000 100% 5.000 -6.510 -0.041 0.000 0.000 0.000 0.000 MEMBER 14 0% 0.000 - 13.443 -0.009 -0.157 0.000 0.000 0.000 100% 14.886 - 13.443 -0.009 0.051 0.000 0.000 0.000 MEMBER 15 0% 0.000 13.430 0.019 0.173 0.000 0.000 0.000 100% 14.866 13.430 0.019 -0 035 0.000 0.000 0.000 MEMBER 16 0% 0.000 -1.302 0.000 0.000 0.000 0.000 0.000 100% 10.000 -1.302 0.000 0.000 0.000 0.000 0.000 MEMBER 17 0% 0.000 -3.121 -0.002 0.000 0.000 0.000 0.000 100% 14.000 -3.121 -0.002 0.000 0.000 0.000 0.000 Maximum forces at members Condition : Ic1 Aa1.17DL +20ED1 Axial Shear V2 Shear V3 Torsion M22 M33 [KIP] [Kip] [KIP] nett] [Kin] [KIP'n1 MEMBER 1 Max -1.26 0.05 0.00 0.00 0.00 0.00 Min -1.26 0.05 0.00 0.00 0.00 -0.23 MEMBER 2 Max 5.21 0.00 0.00 0.00 0.00 0.00 Min 5.21 0.00 0.00 0.00 0.00 0.00 MEMBER 3 Max 3.91 0.00 0.00 0.00 0.00 0.00 Min 3.91 0.00 0.00 0.00 0.00 0.00 MEMBER 6 Max -5.21 0.01 0.00 0.00 0.00 0.05 Min -5.21 0.01 0.00 0.00 0.00 0.00 MEMBER 7 Max -5.02 0.00 0.00 0.00 0.00 0.00 Min -5.02 0.00 0.00 0.00 0.00 -0.04 MEMBER 6 Max -5.00 0.00 0.00 0.00 0.00 0.00 Min -5.00 0.00 0.00 0.00 0.00 0.00 MEMBER 9 Max -5.00 0.00 0.00 0.00 0.00 0.00 Min -5.00 0.00 0.00 0.00 0.00 0.00 MEMBER 10 Max -5.00 0.00 0.00 0.00 0.00 0.00 Page6 5 33 Min -5.00 0.00 0.00 0.00 0.00 0.00 MEMBER 12 Max 2.60 0.00 0.00 0.00 0.00 0.00 Min 2.60 0.00 0.00 0.00 0.00 0.00 MEMBER 13 Max 6.51 0.02 0.00 0.00 0.00 0.10 Min 6.51 0.02 0.00 0.00 0.00 0.00 MEMBER 14 Max 13.43 0.02 0.00 0.00 0.00 0.18 Min 13.43 0.02 0.00 0.00 0.00 -0.05 MEMBER 15 Max -13.46 -0.01 0.00 0.00 0.00 0.04 Min -13.46 -0.01 0.00 0.00 0.00 -0.15 MEMBER 16 Max 1.30 0.00 0.00 0.00 0.00 0.00 Min 1.30 0.00 0.00 0.00 0.00 0.00 MEMBER 17 - - - - Max -5.00 0.00 0.00 0.00 0.00 0.00 Min -5.00 0.00 0.00 0.00 0.00 0.00 Condition : Ie2A -0.73DL +2.0EQ1 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip'1t] [Kip•ft] [Kiplt] MEMBER 1 Max -1.25 0.04 0.00 0.00 0.00 0.00 Min -1.25 0.04 0.00 0.00 0.00 -0.21 MEMBER 2 Max 5.21 0.00 0.00 0.00 0.00 0.00 Min 5.21 0.00 0.00 0.00 0.00 0.00 MEMBER 3 Max 3.90 0.00 0.00 0.00 0.00 0.00 Min 3.90 0.00 0.00 0.00 0.00 0.00 MEMBER 8 Max -3.24 0.00 0.00 0.00 0.00 0.05 Min -3.24 0.00 0.00 0.00 0.00 0.00 MEMBER 7 Max -3.15 0.00 0.00 0.00 0.00 0.00 Min -3.15 0.00 0.00 0.00 0.00 -0.04 MEMBER 8 Max -3.12 0.00 0.00 0.00 0.00 0.00 Min -3.12 0.00 0.00 0.00 0.00 0.00 MEMBER 9 Max -3.12 0.00 0.00 0.00 0.00 0.00 Min -3.12 0.00 0.00 0.00 0.00 0.00 MEMBER 10 Max -3.12 0.00 0.00 0.00 0.00 0.00 Min -3.12 0.00 0.00 0.00 0.00 0.00 MEMBER 12 Max 2.60 0.00 0.00 0.00 0.00 0.00 Min 2.60 0.00 0.00 0.00 0.00 0.00 MEMBER 13 Max 6.51 0.03 0.00 0.00 0.00 0.13 Min 6.51 0.03 0.00 0.00 0.00 0.00 MEMBER 14 Max 13.43 0.02 0.00 0.00 0.00 0.18 Min 13.43 0.02 0.00 0.00 0.00 -0.05 MEMBER 16 Page7 5 34 Max -13.44 -0.01 0.00 0.00 0.00 0.04 Min -13.44 -0.01 0.00 0.00 0.00 -0.15 MEMBER 16 Max 1.30 0.00 0.00 0.00 0.00 0.00 Min 1.30 0.00 0.00 0.00 0.00 0.00 MEMBER 17 Max -3.12 0.00 0.00 0.00 0.00 0.00 Min -3.12 0.00 0.00 0.00 0.00 0.00 Condition : lot 13=1 17DL +2.0ED2 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip•ft] [Kip *ft] [Kip'ft] MEMBER 1 Max 1.26 -0.02 0.00 0.00 0.00 0.10 Min 1.26 -0.02 ..0.00 0.00 0.00 0.00 MEMBER 2 Max -5.21 0.00 0.00 0.00 0.00 0.00 Min -5.21 0.00 0.00 0.00 0.00 0.00 MEMBER 3 Max -3.91 0.00 0.00 0.00 0.00 0.00 Min -3.91 0.00 0.00 0.00 0.00 0.00 MEMBER 6 Max -5.27 -0.01 0.00 0.00 0.00 0.00 Min -527 -0.01 0.00 0.00 0.00 -105 MEMBER 7 Max -4.96 0.00 0.00 0.00 0.00 0.03 Min -4.96 0.00 0.00 0.00 0.00 0.00 MEMBER 8 Max -5.00 0.00 0.00 0.00 0.00 0.00 Min -5.00 0.00 0.00 0.00 0.00 0.00 MEMBER 9 Max . -5.00 0.00 0.00 0.00. 1100 0.00 Min -5.00 1100 0.00 0.00 0.00 1100 MEMBER 10 Max -5.00 0.00 1100 0.00 0.00 0.00 Min -5.00 0.00 0.00 0.00 0.00 0.00 MEMBER 12 Max -2.60 0.00 1100 0.00 0.00 0.00 Min -2.60 1100 0.00 1100 0.00 0.00 MEMBER 13 Max -6.51 -105 0.00 0.00 0.00 0.00 Min -6.51 -0.05 0.00 0.00 0.00 -023 MEMBER 14 Max -13.46 -0.01 0.00 0.00 0.00 0.05 Min -13.46 -1101 0.00 1100 0.00 -0.16 MEMBER 15 Max 13.43 0.02 0.00 0.00 0.00 0.17 Min 13.43 0.02 0.00 0.00 0.00 -0.03 MEMBER 16 Max -1.30 0.00 1100 0.00 0.00 0.00 Min -1.30 0.00 0.00 0.00 0.00 0.00 MEMBER 17 Max -5.00 0.00 0.00 0.00 0.00 0.00 Min -5.00 0.00 0.00 0.00 0.00 0.00 Page8 5 35 Condition :1c2B= 0.73DL +2.0EO2 Axial Shear V2 Shear V3 Torsion M22 M33 [Kip] [Kip] [Kip] [Kip'ft] [Kip'ft] (Kip'ft] MEMBER 1 Max 1.25 -0.03 0.00 0.00 0.00 0.13 Min 1.25 -0.03 0.00 0.00 0.00 0.00 MEMBER 2 Max -5.21 0.00 0.00 0.00 0.00 0.00 Min -5.21 0.00 0.00 0.00 0.00 0.00 MEMBER 3 Max -3.90 0.00 0.00 0.00 0.00 0.00 Min -3.90 0.00 0.00 0.00 0.00 0.00 MEMBER 6 Max -3.30 0.00 0.00 0.00 0.00 0.00 Min -3.30 0.00 0.00 0.00 0.00 -0.05 MEMBER 7 Max -3.08 0.00 0.00 0.00 0.00 0.03 Min -3.08 0.00 0.00 0.00 0.00 0.00 MEMBER 8 Max -3.12 0.00 0.00 0.00 0.00 0.00 Min -3.12 0.00 0.00 0.00 0.00 0.00 MEMBER 9 Max -3.12 0.00 0.00 0.00 0.00 0.00 Min -3.12 0.00 0.00 0.00 0.00 0.00 MEMBER 10 Max -3.12 0.00 0.00 0.00 0.00 0.00 Min -3.12 0.00 0.00 0.00 0.00 0.00 MEMBER 12 Max -2.60 0.00 0.00 0.00 0.00 0.00 Min -2.80 0.00 0.00 0.00 0.00 0.00 MEMBER 13 Max -6.51 -0.04 0.00 0.00 0.00 0.00 Min -6.51 -0.04 0.00 0.00 0.00 -0.20 MEMBER 14 Max -13.44 -0.01 0.00 0.00 0.00 0.05 Min -13.44 -0.01 0.00 0.00 0.00 -0.16 MEMBER 16 Max 13.43 0.02 0.00 0.00 0.00 0.17 Min 13.43 0.02 0.00 0.00 0.00 -0.03 MEMBER 16 Max -1.30 0.00 0.00 0.00 0.00 0.00 Min -1.30 0.00 0.00 0.00 0.00 0.00 MEMBER 17 Max -3.12 0.00 0.00 0.00 0.00 0.00 Min -3.12 0.00 0.00 0.00 0.00 0.00 Maximum relative deflections Remark- Magnitude of deflections M absolute value. CONDmONc1 A=1.17DL +2.0EO1 Member Deft. (2) [In] Dell. (3) (In] @( %) 1 0.00164 (< U10000) 57.50000 0.00000 (< U10000) 0.00000 2 0.00000 (< U10000) 60.00000 0.00000 (< U10000) 0.00000 3 0.00000 (< U10000) 80.00000 0.00000 (< U10000) 0.00000 6 0.00041 (< U10000) 42.50000 0.00000 (< U10000) 0.00000 7 0.00036 (< U10000) 57.50000 0.00000 (< U10000) 0.00000 8 0.00000 (< U10000) 20.00000 0.00000 (< U10000) 0.00000 Page9 5 3E 9 0.00000 (c U10000) 20.00000 0.00000 (< 1110000) 0.00000 10 0.00000 (< U10000) 20.00000 0.00000 (< 1110000) 0.00000 12 0.00000 (< U10000) 75.00000 0.00000 (< 1110000) 0.00000 13 0.00073 (< 1110000) 42.50000 0.00000 (< U10000) 0.00000 14 0.00794 (< U10000) 37.50000 0.00000 (< 1110000) 0.00000 15 0.00820 (< U10000) 40.00000 0.00000 (c 1110000) 0.00000 16 0.00000 (< 1110000) 60.00000 0.00000 (< 1110000) 0.00000 17 0.00000 (< U10000) 20.00000 0.00000 (< 1110000) 0.00000 CONDITIONc2A=0.73DL +2.0E01 Member Deft. (2) [In] CON DITIONc1 B =1.17DL +2.0E02 Member Deft. (2) [In] ( %) Defl. (3) [In] 0( %) 1 0.00146 (< U10000) 57.50000 0.00000 (< 1/10000) 0.00000 2 0.00000 (< U10000) 57.50000 0.00000 (< 1110000) 0.00000 3 0.00000 (< U10000) - 90.00000 0.00000 (<1../10000) 0.00000 6 0.00041 (< U10000) 42.50000 0.00000 (< 1/10000) 0.00000 7 0.00036 (< U10000) 57.50000 0.00000 (<1/10000) 0.00000 8 0.00000 (< U10000) 20.00000 0.00000 (< 1110000) 0.00000 9 0.00000 (< 1110000) 20.00000 0.00000 (< 1110000) 0.00000 10 0.00000 (< U10000) 20.00000 0.00000 (< 1110000) 0.00000 12 0.00000 (< U10000) 77.50000 0.00000 (< U10000) 0.00000 13 0.00090 (< 1110000) 42.50000 0.00000 (< U10000) 0.00000 14 0.00793 (< U10000) 37.50000 0.00000 (< U10000) 0.00000 15 0.00819 (< U10000) 40.00000 0.00000 (< 1110000) 0.00000 16 0.00000 (< U10000) 60.00000 0.00000 (< 1110000) 0.00000 17 0.00000 (< 1110000) 20.00000 0.00000 (< U10000) 0.00000 Deft. (3) [In] 0 (%1 1 0.00073 (< 1110000) 57.50000 0.00000 (c 1/10000) 0.00000 2 0.00000 (< U10000) - 57.50000 0.00000 (< 1110000) 0.00000 3 0.00000 (< 1110000) 80.00000 0.00000 (< U10000) 0.00000 6 0.00045 (< 1110000) 42.50000 0.00000 (<1110000) 0.00000 7 0.00031 (< U10000) 57.50000 0.00000 (< 1110000) 0.00000 8 0.00000 (< 1110000) 20.00000 0.00000 (< 1110000) 0.00000 9 0.00000 (< U10000) 20.00000 0.00000 (< 1110000) 0.00000 10 0.00000 (< U10000) 20.00000 0.00000 (< 1110000) 0.00000 12 0.00000 (< U10000) 22.50000 0.00000 (< 1/10000) 0.00000 13 0.00163 (< 1/10000) 42.50000 0.00000 (< U10000) 0.00000 14 0.00792 (< L/10000) 37.50000 0.00000 (<1../10000) 0.00000 15 0.00814 (<1./10000) 37.50000 0.00000 (< 1110000) 0.00000 18 0.00000 (< U10000) 60.00000 0.00000 (< 1110000) 0.00000 17 0.00000 (< 1110000) 20.00000 0.00000 (< 1110000) 0.00000 CONDITIONe2B Member Defl. (2) [In] €(%) Deft. ( [In] 41 0 4 ) 1 0.00090 ( <U10000) 57.50000 0.00000 (<U10000) 0.00000 2 0.00000 (< 1110000) 57.50000 0.00000 (< 1/10000) 0.00000 3 0.00000 (< 1/10000) 80.00000 0.00000 (< U10000) 0.00000 6 0.00045 (< U10000) 42.50000 0.00000 (< 1110000) 0.00000 7 0.00031 (< 1110000) 57.50000 0.00000 (< U10000) 0.03000 8 0.00000 (< 1110000) 20.00000 0.00000 (< 1110000) 0.00000 Page10 5 37 9 0.00000 (< U10000) 20.00000 0.00000 (< 1/10000) 0.00000 10 0.00000 (< U10000) 20.00000 0.00000 (< 1/10000) 0.00000 12 0.00000 (<1/10000) 22.50000 0 00000 (< U10000) 0.00000 13 0.00146 (< 1/10000) 42.50000 0.00000 (< U10000) 0.00000 14 0.00792 (< U10000) 37.50000 0.00000 (< 1/10000) 0.00000 15 0.00814 (< 1/10000) 37.50000 0.00000 (< 1/10000) 0.00000 16 0.00000 (< 1/10000) 60.00000 0.00000 (< 1/10000) 0.00000 17 0.00000 (< U10000) 20.00000 0.00000 (< 1/10000) 0.00000 Pagell 5 3S ttS CAb [-C "Fr-AY Cc Lunt 1J C_ TrAr_a, ra.A. PrEs A 1 .. - ( ST-C,4Sr) 3n t a t A' fi�' VbSt uz 4- 0.5[oy5(4 ")-010;2'= 'q � lor. B =N . 0;2-1 q Kst -- 1 r >7: L v. j USg PL 1 12_ ,4 QV X l'e on C ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Description ACc AY Project A)CS T IZ4 CWIL_A By 77.1 Checked Scale Job No. Date 2/f4/o Date Sheet No. /60kAA) FL4/4C P.AJD PI47C eau E ,7/a to W IZK58 fln- 60.60 A= 1-2,0,,, at= P-2" 0.36 b .�_ ` /O •Lt r 0,6 (OVDEGTi a N I t. tC AS$uct,E 3 '4325 ass &t k* — (12/it)F.L -r/ol. EtrE TSg•7 �8 *xTtcs/ ) 57,1 rsl 'h ! _ CK = l ft'�6 = 0X(golc . )(o -44 8 1,, = o. Yarn lzeb' q. — ►.� - --- .- u- c4) _ 5 ,U 9' = r lttw 4! A3z; rnt.rt tt P20/ E A Cf1b1J i pGA E 8P� �l a t e vruseA' a pxf 9fi,8� � Y/ — I i _ � � � 6' 1' sli - os 1 ; - f e. i+ c 'j.30, fit - 1.25 02 � = o ,Ls' 5. C _ 1 _ , d � z / 6 00 0..a : 6,2r z b_ "C.t -O(tip s a � :$... et-0 refter} -2.2. I. 0 C e ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description /4F Co Ja. Project 4ve5 TQXIJk i By Checked Scale Job No. 66 ? 1. 1 0 Date 1.24 (zioc Date Sheet No 5 491 ?/!Y11- c C4CTRW 6o.T'4) /teat]) raw. frA - TIC. ) -e = J 4.444 6 P. _ Fy ( i �x ). � P X 6 .4 1 suer .1? 444 ti b ) 7 MILE -13ca1 ei t lcooV E w a r t, 0. 8. C ,rte . L . ,•y` _ p �_� 25 " ) = 0.390 & rs& i t n�e - Z2 ... 7 p ••��jj��/. G T - i - G�CTlVE L,E7.6 L = __Pre N - t/�K�D ui. P��•K) -� 4124, = 3L 36 K > r h e e ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Description pr 40,0cr/a N s Project QcJFS r T etc-, a l- By )1(%1 Checked Scale Job No. o G 18 Date I 2-/(470 Date Sheet No. 5 41 • Rev: 580001 User KW-0805155, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Braced Frame Foundation General Information Allowable Soil Bearing • 4,000,0 psf Short Term Increase 1.333 Seismic Zone 3 Biaxial Applied Loads Live & Short Tenn Combined fc Fy Concrete Weight Overburden Weight Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Summary 7.50ft x 7.50ft Footing, 7.50ft x 7.50ft Footing, Max Soil Pressure Allowable "X' Ecc, of Resultant "1" Ecc, of Resultant X -X Min. Stability Ratio Y -Y Min. Stability Ratio DL +LL 3,034.1 4,000.0 15.611 in 0.000 in No Overturning 2.798 General Footing Analysis & Design assess 3,000.0 psi 60,000.0 psi 150.00 pd 400.00 psf 40.500 k 9.000 k 6.500 k Creates Rotation about Y -Y Axis (pressures © left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures © left & right) 19.000 k 3.500 k 2.500 k Title: rob# Dsgnr. Date: 9:16AM, 18 DEC 06 Description : Scope: Code Ref: ACI 318-02, 1997 UBC 2003 IBC. 2003 NFPA 5000 Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X -X Axis Col Dim. Along Y -Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance Shear Stresses.... 1 -Way 2 -Way Footing Design Shear Forces ACI C-1 ACI C-2 ACI C3 Two-Way Shear 28.05 psi 40.68 psi 23.58 psi One -Way Shears... Vu @ Left 39.32 psi 41.88 psi 24.87 psi 93.11 psi Vu at Right -4.49 psi -4.90 psi -3.37 psi 93.11 psi Vu a Top 17.39 psi 18.42 psi 10.71 psi 93.11 psi Vu @ Bottom 17.39 psi 18.42 psi 10.71 psi 93.11 psi Moments ACI C -1 ACI C-2 ACI C3 Ru / Phi Mu © Left -1.63 k -ft -1.76 k -ft -1.20 k -ft 12.5 psi Mu © Right 12.63 k -ft 13.46 k -ft 7.99 k -ft 95.7 psi Mu © Top 5.48 k -ft 5.82 k -ft 3.37 k -ft 41.4 psi Mu CO Bottom 5.48 k -ft 5.82 k -ft 3.37 k -ft 41.4 psi ...ecc along X -X Axis 0.000 in ...ecc along Y -Y Axis 0.000 in Creates Rotation about X -X Axis (pressures © top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k MM 41.876 40.678 Page 1 Owest Cakulations.ecw:CakWtions 7.500 ft 7.500 ft 16.00 in 20.00 in 20.00 in 42.000 in 0.0014 3.50 in 'Loads Caution: X(static)ecc >Wid 16.0in Thick, w/ Column Support 20.00 x 20.00in x 42.0in high 16.0in Thick, w/ Column Suppo pL +LL +ST 3,324.7 psf Max Mu 5,332.0 psf Required Steel Area 15.094 in 0.000 in 1.500 :1 Actual Allowable 13.457 k -ft per ft 0.346 in2 per ft Vn • Phi 93.113 psi 186.226 psi Vn " Phi 186.23 psi As Reo'd -0.35 in2 per ft 0.35 in2 perft 0.35 in2 per ft 0.35 in2 perft 6 al Rev 580001 1 User K W- 11 05155, Ver 5.8.0. 1- Dec-2003 (c)1983-2003 ENER CALC Engineering Software Description Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. C -1 ACI Eq. C-2 ACI Eq. C-3 ACI Factors (Per ACI 318-02, app ACI C-1 & C-2 DL ACI C -1 & C-2 LL ACI C -1 & C-2 ST ....seismic = ST' : Braced Frame Foundation Bottom- Top -Rig 3,034.10 3,034.10 3,324.67 3,324.87 4,345.73 4,579.19 2,784.80 lied internally to entered loads) 4,345.73 4,579.19 2,784.80 1.400 ACI C -2 Group Factor 1.700 ACI C -3 Dead Load Factor 1.700 ACI C-3 Short Term Factor 1.100 Used in ACI C -2 & C-3 Title : Dsgnr: Description : Scope: Job # Date: 9:16AM, 18 DEC 06 General Footing Analysis & Design Bottom - 0.00 0.00 0.00 0.00 0.00 Page 2 t CSculetbns.euwCalculationa Top -Lef 0.00 psf 0.00 psf 0.00 psf 0.00 psf 0.00 psf 0.750 Add'' "1.4" Factor for Seismic 0.900 Add "I "0.9" Factor for Seismic 1.300 1.400 0.900 02 • Rev: 580001 User KW-0805155, Ver 5.8.0, 1- Dec -2003 (e)1983.2003 ENERCALC Engineering Software Description General Information Allowable Soil Bearing Short Term Increase Seismic Zone Biaxial Applied Loads Live & Short Term Combined fc Fy Concrete Weight Overburden Weight Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Summary 5.00ft x 5.00ft Footing, 5.00ft x 5.00ft Footing, Max Soil Pressure Allowable "X' Ex, of Resultant Ea, of Resultant X -X Min. Stability Ratio Y -Y Min. Stability Ratio Braced Frame Foundation At Slab Elevation 4,000.0 psf 1 333 3 3,000.0 psi 60,000.0 psi 150.00 pd 400.00 psf 40.500 k 9.000 k 6.500 k Creates Rotation about Y -Y Axis (pressures © left & right) k -ft k -ft k -ft Creates Rotation about Y -Y Axis (pressures © left & right) 19.000 k 3.500 k 2.500 k 15.0in Thick, w/ Column Suppo iLLUTh DL +LL +ST 3,906.4 4,316.4 psf 4,000.0 5,332.0 psf 5.281 in 5.326 in 0.000 In 0.000 in No Overturning 5.633 1.500 :1 taus : Dsgnr. Description: Scope: General Footing Analysis & Design Dimensions... Width along X -X Axis Length along Y -Y Axis Footing Thickness Col Dim. Along X -X Axis Col Dim. Along Y -Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance ...etc along X -X Axis 0.000 in ...etc along Y -Y Axis 0.000 in 15.0in Thick, w/ Column Support 10.00 x 10.00in x 0.0in high Max Mu Required Steel Area Shear Stresses.... 1 -Way 2 -Way Creates Rotation about X -X Axis (pressures © top & bot) k -ft k -ft k -ft Creates Rotation about X -X Axis (pressures © top & bot) k k k Shear Forces ACI C -L ACI C - Z ACI C-3 Vn' Phi Two-Way Shear 46.09 psi 67.97 psi 39.47 psi 186.23 psi One -Way Shears... Vu © Left - 34.09 psi 37.03 psi 21.85 psi 93.11 psi Vu Right 9.75 psi 10.78 psi 6.07 psi 93.11 psi Vu © Top 21.92 psi 23.91 psi 13.86 psi 93.11 psi Vu sz Bottom 21.92 psi 23.91 psi 13.88 psi 93.11 psi Moments ACI C-1 ACI C -2. ACI C-3 Ru / Phi Mu © Left 3.09 k -ft 3.40 k -ft 1.93 k -ft 28.5 psi Mu © Right 9.33 k -ft 10.13 k -ft 5.93 k -ft 85.1 psi Mu @ Top 6.21 k-ft 8.78 k -ft 3.93 k -ft 56.8 psi Mu © Bottom 6.21 k -ft 6.76 k -ft 3.93 k -ft 56.8 psi Vu 37.031 67.971 Job # Date: 9:16AM, 18 DEC 06 Page 1 Owest CalcNelioneecw:CeIcuRtions Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 5.000 ft 5.000 ft 15.00 in 10.00 in 10.00 in 0.000 in 0.0014 3.50 in Loads Footing Design OK Actual Allowable 10.134 k -ft per ft 0.324 in2 per ft Vn • Phi 93.113 psi 186.226 psi Footing Design k As Rea 0.32 in2 per ft 0.32 in2 per ft 0.32 in2 per ft 0.32 in2 per ft 03 Rev 560 00 User KW- 06 05155, Ver5.6.0, 1-Dec-2003 General Footing Design Analysis g Anal si5 & Desig Page 2 (c)1983-2003 ENERCALC Engineerineering g Software Dwesf Calculationa.ecw;Cakulaliona a�aaaraaasa raaams Description Braced Frame Foundation At Slab Elevation Soil Pressure Summary Service Load Soil Pressures Bottom- DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. C -1 ACI Eq. C-2 ACI Eq. C-3 ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C-1 & C-2 DL ACI C-1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST • : 3,906.39 4,316.39 5,633.98 6,042.94 3,587.43 Top -Rig 3,906.39 4,316.39 5,633.98 6,042.94 3,587.43 1.400 ACI C-2 Group Factor 1.700 ACI C -3 Dead Load Factor 1.700 ACI C -3 Short Term Factor 1.100 Used in ACI C-2 & C-3 Title : Dsgnr. Description : Scope: Bottom - 1,206.39 1,316.39 1,739.91 1,842.94 1,094.07 Job # Date: 9:16AM, 18 DEC 06 Top -Lef 1,206.39 psf 1,316.39 psf 1,739.91 psf 1,842.94 psf 1,094.07 psf 0.750 Add "I "1.4" Factor for Seismic 0.900 Add"I "0.9" Factor for Seismic 1.300 1.400 0.900 FROM (WED)AUG 15 2007 15:31/ST. 15: 31/No. 7500000286 P 1 August 15, 2007 Bob Benedicto Building Official City of Tukwila Department of Community Development 6300 Southcenter Boulevard Tukwila, WA 98188 RE: Permit # D06 -473 Dear Mr. Benedicto: Please change the contractor listed for this permit to: JP Francis & Associates Inc. General Contractor License JPFRAAIO22RU (Copy of license documentation attached) Sincerely, James Milliron Project Manager 2 pages faxed RE ceivE4 Et o 16 206 c b V t r License Information License JPPRAA1022RU Licensee Name JP FRANCIS & ASSOCIATES INC Licensee Type CONSTRUCTION CONTRACTOR VBI 601919250 lad. ins. Account Id 96504900 Business Type CORPORATION Address 1 8223 S 222ND ST Address 2 City KENT County KING State WA Zip 98032 thou 2538128950 Status ACTIVE Specialty 1 GENERAL Specialty2 UNUSED Effective Date 12/31 /1998 Expiration Date 1/82009 Suspend Date Separation Date Parent Company Previous License JFFRAA•288R0 Next License Associated License FROM Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with Lai to perform construction work within the scope of its specialty. A General or Specialty construction Contactor must maintain a surety bond or assignment of account and catty general liability insurance. (WED)AUG 15 2007 15:31/ST. 15:31/No. 7500000288 P 2 Joanna Spencer - Re: Qwest Communicatons TI @ 6101 S 180th St D06 -4 Page 1 From: Bryan Still To: Joanna Spencer Date: 01/02/2007 1:03 pm Subject: Re: Qwest Communications TI @ 6101 S 180th St Our meter reader reports that it has already been upgraded. Thanks Bryan »> Joanna Spencer 01/02/2007 12:04 pm »> Bryan, Do they have an brig WM that Tukwila reads ? In this case do we need It to be upgraded with AMR ? Thanks, Joanna »> Han IOrkland 01/02/2007 9:42 am »> Joanna, This building is served by Highline Water District. Thanks, Han »> Joanna Spencer 12/27/06 4:21 PM »> Bryan, Are they current on their backnows ? Do they an RPPA for domestic / Thanks, Joanna D06 -473 PERMANENT FILE COPY ACTIVITY NUMBER: D06 -473 DATE: PROJECT NAME: QWEST COMMUNICATIONS SITE ADDRESS: X 6101 S 180 ST Original Plan Submittal Response to Correction Letter # 12-27-06 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: B itB inn 1 Public Works /��$ Al' AP I -2• DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Nt Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 PERMIT COORD COPY `• PLAN REVIEW /ROUTING SLIP Structural - Incomplete n Approved with Conditions G'11 A 1- Fire Prevention IRr et m I'rp- 1 Planning Division Permit Coordinator ❑ DUE DATE: 12-28-06 Not Applicable ❑ No further Review Required DATE: DUE DATE: 01 -5-07 Not Approved (attach comments) ❑ DATE: • Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: • ACTIVITY NUMBER: D06 -473 DATE: 09 -24 -07 PROJECT NAME: QWEST COMMUNICATIONS SITE ADDRESS: 6101 S 180 ST Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENTS: r Buff g D v ion Public Works ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS 1 R CORRECTIONS: Documents/routing slip.doc 2 -28-02 '-PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete ❑ Planning Division ❑ Permit Coordinator ❑ DUE DATE: 09-5-07 DATE: DATE: Not Applicable ❑ No further Review Required DUE DATE: 10-23-07 Approved Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS I Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS I Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS I Summary of Revision: C WAIL -\ (tO1v u p (7 unit. VcOW ,4k pc( Received by: ache/ 5 Fq,t/C REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: SITE ADDRESS: REVISION NO. Summary of Revision: DATE RECEIVED REVISION LOG PERIT ORIG A L ISSUE DATE Ll✓I U$ ORIGINL I E : STAFF INITIALS Received by: ISSUED DATE (please print) (please print) (please print) (please print) (please print) STAFF INITIALS )f Tukwila i t of Community Development nter Boulevard, Suite #100 hington 98188 31-3670 3665 ://uunv.a. tukivil a.wa. us REVI SION SUBMITT gilled in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: "no6 -413 er # PIECES/ED r # cITV Or TUKWILA i t is Issued SEP 24 2007 Building Inspector or Plans Examiner oc- - r r-cvr"4 Cones Wit C 4 nap S 200177i / 801-17 5 7: 7i,4..k4 wog e :it Lic- Phone Number: 42-c -2-ASS s tv44A- 4 toozotA-to- toefiag e 1-047, 'met_ Date: C it) Depart; 6300 Soul Tukwila, Phone: 20 Fax: 206- Web site: Revision submittals must be s. • 0 Response to Incomplete I 0 Response to Correction L • E Revision # I after Pc 0 Revision requested by a C Project Name:S.19 Project Address: &Io Contact Person: (.:61124-S Summary of Revision: ACT en-1 Ara EKI&Itorriat, M 1- c-t P-c, kJ Sheet Number(s): 1 "Cloud" or highlight all areas of revision including date of Mon Received at the City of Tukwila Permit Center by X I Entered in Permits Plus on t irefr MpplicationsWonns-applications an lineVevision submittal Created: 8-13-2004 Revised: License Information License RUSHFC *305RI Licensee Name RUSHFORTH CONSTR CO INC Licensee Type CONSTRUCTION CONTRACTOR UBI 600024538 Ind. Ins. Account Id 17567000 Business Type CORPORATION Address 1 6021 12TH ST E SUITE 100 Address 2 City TACOMA County PIERCE State WA Zip 984241399 Phone 2539221884 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 12/21/1970 Expiration Date 3/15/2007 Suspend Date Separation Date Parent Company Previous License Next License TEAMTIL990BD Associated License Business Owner Information Name Role Effective Date Expiration Date RUSHFORTH, RANDY G 01/01/1980 NAKAMURA, KIM W 01/01/1980 SKINNER, JUDITH L 01/01/1980 Look Up a Contractor, Electrir'm or Plumber License Detail Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. SAFECO INS CO OF Until Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date Page 1 of 3 https: // fortress .wa.gov /lni/bbip /printer.aspx ?License= RUSHFC *305R1 03/08/2007 x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x x �Py Permit No. ft Plan review approval is subject to errors and omission. Approval Cf con* u uction documents does not authorim the vioiat :crl cf a:17 ccepced code or ordinark7e. Receipt of app. cv:.J r ,::J ry -:d ond'tlors is a BY c. cknot Wedged• o' Date: _ �� 27 -07 City of Tukwila BUILDING DIVISION! REVISIONS No changes shall be made tooval of scope .of work without prior app Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review fees. j;�tVI E %N CODE COMPLIANCE S 2 6 Of T Ila W li_Ii. iiii ;i�.i_i�_i;i_Ii i�i,_i_iF Iii I!J-111 i III iii. I�.I I� 1il t:�I III lit ►illlil �II._I��.1. I Inch) I vrsl 1I i I I 2I ..I:.''. .3IY 5I I I 61 ��ESTCOTT� - SIM 1872 +• C� I 54• b6 E6 ZL LL � OL --'�1 �. 3 8 ,:.z� t:u 9.h ::5... ,b. E Z l wo ��I�I��I��nI�11�I�InII�111��1IL111111. uiliillll�lllllnlllJJ. I�nilinill' IiIIIIIlI111111111Iui111i11I111111u1I1111111uI11i111111Illlllulllillllllul • IQ SPititOf661*6' 6101 South 180' Street Tukwila, WA 98188 © All drawings and wrtttsn materials appearing burin "n.tltuts the original and unppubli.h.d troth or th. Engin..r and may not b■ dgplloalad, u.ad or die=d wIthoul prior wrote n oaosant. CARLETTI ARCHITECTS P.S. srritef&%P.4" e 8A pknrft 116 EAST FIR STREET, SUITE A MOUNT VERNON, WA. 98273 Phone: (360) 424 4394 19 1 (2) 3' -0' X 8-0" B HUD . I PNT j HMF PNT (LEUEN HANDLE, SECURITY CARD, S S./KICKPLATES". � 6429 REST STERED j AR HITECT �f P ER J. CARL I 4 OF WASHIN TON REGISTERED A% HITECT WAS CITY OFTIUKWILA SEP 2 4 Z007 PERMIT CENTER "VISIONN01 s III III 111 11I IF jl III _ljl II;IjI II II.I: J11 I� -IjIjI rjl r�I I;�I ILI III rl.l I.�I ll.l__ilil Inch t /18 1I I I 12i !^ I 13I'I I 15I I 161 -VVESTCOTT� FF.. Slnce ffi72,. } a a 5 L b L E L Z L G L 0 Vr,, { +. I IIJ.I I III I II I III I IIII I I III II I III.I.III l I�111II.II IIII I IIIIIII11111JI IIII IIIII I IIIII III1111III I IIII I IIIIII II II III II 1 b 1111IIIIII1111IfII IIIIIIIIIiIIIIIIIIII.II .