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HomeMy WebLinkAboutPermit D04-415 - SEGMENT 1 - NORMED - WAREHOUSE/OFFICE SHELLD04-415 Normed — Warehouse/Office Shell 4320 South 131st Place Due to the file size, this record has been broken down into 3 segments for easier download. Click on the following links to review the permit segments: Segment 1 - Normed — Warehouse/Office Shell 004-415 Segment 2 - Normed — Warehouse/Office Shell 004-415 Segment 3 - Plans - Normed — Warehouse/Office Shell 004-415 NORMED 4310 S 131 PL D04-415 i}—Z re ILI .J U U00 WI J W 0}} LL Q U � F- _.' F— O; Z UCa op. ca I- WW UJ z; • tt O ~ z Parcel No.: Address: Suite No: City oCrukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us 7349200135 4320 S 131 PL TUKW ?? DEVELOPMENT PERMIT Permit Number: Issue Date: Permit Expires On: Steve Lancaster, Director D04-415 09/20/2005 09/11/2007 Tenant: Name: Address: Owner: Name: Address: Phone: NORMED 4320 S 131 PL, TUKWILA WA NORMED SHAW PTN PO BOX 3644, SEATTLE WA, 98124 Contact Person: Name: DAVID KEHLE, ARCHITECT Address: 1916 BONAIR DR SW, SEATTLE WA, 98116 Phone: 206 433-8997 Contractor: Name: DONOVAN BROTHERS INC. Address: P.O. BOX 818, AUBURN, WA 98071-0818 Phone: 206 939-7777 Contractor License No: DONOVBI094O5 Expiration Date:03/05/2007 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 40,000 SF TILT -UP CONCRETE WAREHOUSE/OFFICE SHEL; GRADE AND FILL AND INSTALL UTILITIES TO BUILDING; install retaining walls, RELOCATE THE EXISTING STREAM INCLUDING NE WETLAND MITIGATION FOR WETLAND BEING FILLED; AND LANDSCAPE SITE WORK IN MACADAM RD S (42nd AV S) APPROVED UNDER PW05-127. TUKWILA WATER AND SEWER TO PROPERTY LINE. PW activites include Frontage improvements on S 131 PI, private water main extension, detention vault and drainage, grading, water meters and backflow prevention upgrades on existing building and installation on new building, fire line and cross connection to new building, extension of existing access to SR599 . Sound Transit lite rail work will be in WashDOT ROW and should not affect this site. Pavement mitigation fee is $0.00. TURNOVER FOR THE PIPE CARRYING SOUTHGATE CREEK TO THE END OF THE PIPE AND THE SURFACE WATER IMPROVEMENTS IN S 131ST PLACE. Improvements to 42nd Av S (Macadam Rd S) by City in 2006 Overlay Program. REVISION 1: DELETE RETAINING WALLS AND GRADE SLOPES TO 1.5H:1V. The peer review by Shannon and Wilson indicates that the 1.5H:1V slopes should be stable without a retaining wall. ANY SLOPES STEEPER THAN 1.5H:1V REQUIRE ANALYSIS BY TERRA ASSOCIATES AND APPROVAL BY PUBLIC WORKS. doc: IBC -PERMIT D04-415 Printed: 03-28-2007 :,•tciL'iR4...p.r.'fig:i'.:».ui4.Ui.4L"tr.,.,;ift;.:,;tii.vmcw,+...H::. ..... City 6:Tukwila Steven M Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Value of Construction: 2,147,701.77 Type of Fire Protection: SPRINKLERS Type of Construction: III -B Steve Lancaster, Director Fees Collected: $64,038.92 International Building Code Edition: 2003 Occupancy per IBC: 24 **continued on next page** doc: IBC -PERMIT D04-415 Printed: 03-28-2007 City oi7Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Steve Lancaster, Director Permit Number: D04-415 Issue Date: 09/20/2005 Permit Expires On: 09/11/2007 Public Works Activities: Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Y Flood Control Zone: N Hauling: Y Land Altering: Y Landscape Irrigation: Y Moving Oversize Load: N Number: 0 Start Time: Volumes: Cut 4000 c.y. Start Time: Size (Inches): 0 End Time: Fill 3000 c.y. End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: Y Non -Profit: N Water Main Extension: Y Private: y Public: Water Meter: Permit Center Authorized Signatur, I hereby certify that I have read an ordinances governing this work will Y Date: S122/01 - this permit and know the same to be true and correct. All provisions of law and d with, whether specified herein or not. The granting of • - it does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating co strucQ• 1 he performance of work. I am authorized to sign and obtain this development permit. Signature: Print Name:C.-U V �-CAUt Date: I 78/ This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -PERMIT 004-415 Printed: 03-28-2007 3111 City oTukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Parcel No.: 7349200055 Address: 4310 S 131 PL TUKW Suite No: ?? DEVELOPMENT PERMIT Steve Lancaster, Director Permit Number: D04-415 Issue Date: 09/20/2005 Permit Expires On: 04/08/2007 Tenant: Name: NORMED Address: 4310 S 131 PL, TUKWILA WA Owner: Name: NORMED SHAW PTN Address: PO BOX 3644, SEATTLE WA, 98124 Phone: Contact Person: Name: DAVID KEHLE, ARCHITECT Address: 12720 GATEWAY DR, SUITE 116, TUKWILA WA, 98168 Phone: 206 433-8997 Contractor: Name: DONOVAN BROTHERS INC. Address: P.O. BOX 818, AUBURN, WA 98071-0818 Phone: 206 939-7777 Contractor License No: DONOVBI094O5 Expiration Date:03/05/2007 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 40,000 SF TILT -UP CONCRETE WAREHOUSE/OFFICE SHEL; GRADE AND FILL AND INSTALL UTILITIES TO BUILDING; install retaining walls, RELOCATE THE EXISTING STREAM INCLUDING NE WETLAND MITIGATION FOR WETLAND BEING FILLED; AND LANDSCAPE SITE WORK IN MACADAM RD S (42nd AV S) APPROVED UNDER PW05-127. TUKWILA WATER AND SEWER TO PROPERTY LINE. PW activites include Frontage improvements on S 131 PI, private water main extension, detention vault and drainage, grading, water meters and backflow prevention upgrades on existing building and installation on new building, fire line and cross connection to new building, extension of existing access to SR599 . Sound Transit lite rail work will be in WashDOT ROW and should not affect this site. Pavement mitigation fee is $0.00. TURNOVER FOR THE PIPE CARRYING SOUTHGATE CREEK TO THE END OF THE PIPE AND THE SURFACE WATER IMPROVEMENTS IN S 131ST PLACE. Improvements to 42nd Av S (Macadam Rd S) by City in 2006 Overlay Program. REVISION 1: DELETE RETAINING WALLS AND GRADE SLOPES TO 1.5H:1V. The peer review by Shannon and Wilson indicates that the 1.5H:1V slopes should be stable without a retaining wall. ANY SLOPES STEEPER THAN 1.5H:1 V REQUIRE ANALYSIS BY TERRA ASSOCIATES AND APPROVAL BY PUBLIC WORKS. doc: IBC -PERMIT D04-415 Printed: 10-24-2006 City o? �Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Steve Lancaster, Director Value of Construction: 2,147,701.77 Fees Collected: $63,922.92 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003 Type of Construction: III -B Occupancy per IBC: 24 **continued on next page** doc: IBC -PERMIT D04-415 Printed: 10-24-2006 City GI\ Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci. tukwila. tiva. us Steve Lancaster, Director Z = 1-. Permit Number: D04-415 z Issue Date: 09/20/2005 Permit Expires On: 04/08/2007 t 0 w 0 co tu J = F - 'Li O g • -J u.a co D =d t -w z= H t`O z I- LL • w Sanitary Side Sewer: Y D0 Sewer Main Extension: N Private: Public: 0 N Storm Drainage: Y o H uj Street Use: Y Profit: Y Non -Profit: N = U tL P • -6 . - Water Main Extension: Y Private: y Public: Water Meter: Y v N O Public Works Activities: Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Y Y Y N Number: 0 Start Time: Volumes: Cut 4000 c.y. Start Time: Size (Inches): 0 End Time: Fill 3000 c.y. End Time: Permit Center Authorized Signature' I hereby certify that I have read and ordinances governing this work will b xa in c dt mpli Arm Ai! Date: 1, zq G6t is permit and know the same to be true and correct. All provisions of law and with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulatin con f`Uction or the perform nce of work. I am authorized to sign and obtain this development permit. Signature: Date: /O. ,9,17" Print Name: / "t 1(6 I ! a ter6 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -PERMIT D04-415 Printed: 10-24-2006 z CRY r.r WEPT' OF CC';.:', l.l; :;'1 `i 6300 CLAD rl IC:1'.1 L: z I:! VD. TUKWILA, VJA Oti i ao 4V -t -fie -1 NWP% DEVELOPMENT PERMIT PERMIT CENTER Parcel No.: 7349200055 Permit Number: D04-415 Address: 4310 S 131 PL TUKW Issue Date: 09/2012005 Suite No: ?? Permit Expires On: 01/31/2007 Tenant: Name: NORMED Address: 4310 S 131 PL, TUKWILA WA Owner: Name: NORMED SHAW PTN Address: PO BOX 3644, SEATTLE WA, 98124 Phone: Contact Person: Name: DAVID KEHLE, ARCHITECT Address: 12720 GATEWAY DR, SUITE 116, TUKWILA WA, 98168 Phone: 206 433-8997 Contractor: Name: INTERWEST DEVELOPMENT N W INC Address: 1425 22ND ST NW, STE E, AUBURN WA 98001 Phone: 253 939-9787 Contractor License No: INTERDN088KH Expiration Date:01/04/2006 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 40,000 SF TILT -UP CONCRETE WAREHOUSE/OFFICE SHEL; GRADE AND FILL AND INSTALL UTILITIES TO BUILDING; install retaining walls, RELOCATE THE EXISTING STREAM INCLUDING NE WETLAND MITIGATION FOR WETLAND BEING FILLED; AND LANDSCAPE SITE WORK IN MACADAM RD S (42nd AV S) APPROVED UNDER PW05-127. TUKWILA WATER AND SEWER TO PROPERTY LINE. PW activites include Frontage improvements on S 131 PI, private water main extension, detention vault and drainage, grading, water meters and backflow prevention upgrades on existing building and installation on new building, fire line and cross connection to new building, extension of existing access to SR599 . Sound Transit lite rail work will be in WashDOT ROW and should not affect this site. Pavement mitigation fee is $0.00. TURNOVER FOR THE PIPE CARRYING SOUTHGATE CREEK TO THE END OF THE PIPE AND THE SURFACE WATER IMPROVEMENTS IN S 131ST PLACE. Improvements to 42nd Av S (Macadam Rd S) by City in 2006 Overlay Program. REVISION 1: DELETE RETAINING WALLS AND GRADE SLOPES TO 1.5H:1V. The peer review by Shannon and Wilson indicates that the 1.5H:1V slopes should be stable without a retaining wall. ANY SLOPES STEEPER THAN 1.5H:1V REQUIRE ANALYSIS BY TERRA ASSOCIATES AND APPROVAL BY PUBLIC WORKS. doc: IBC -PERMIT D04-415 H.af.+:f.M:°iso:.YAC,�y.��u"rwn4rJ ?wii=iiLuwia:�aL1:i�;gxt .:. ;4y.y'.• Printed: 10-10-2006 CIT`( OF TU,<b'dli A DEPT. OF COU .:•i Y 0:-.\, t Lr)^MENT 6300 .,1111 - CL -,1 rl VD. TUKV LA, WA PERMIT CENTER Value of Construction: 2,147,701.77 Fees Collected: $63,878.92 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2003 Type of Construction: III -B Occupancy per IBC: 24 **continued on next page** doc: IBC -PERMIT D04-415 • Printed: 10-10-2006 CITY OF 1 UK1:'II .A DEPT. OF CO`..,:t.I::ITY D \' LOrMENT 6300 SCU HC,I"N iL;1 CLVD. TUKWILA, WA 03103 PEMjT CENTER Permit Number: D04-415 Issue Date: 09/20/2005 Permit Expires On: 01/31/2007 Public Works Activities: Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Y Flood Control Zone: N Hauling: Y Land Altering: Y Landscape Irrigation: Y Moving Oversize Load: N Number: 0 Start Time: Volumes: Cut 4000 c.y. Start Time: Size (Inches): 0 End Time: Fill 3000 c.y. End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: Y Non -Profit: N Water Main Extension: Y Private: y Public: Water Meter: Y Permit Center Authorized Signature: I hereby certify that I have read and ordinances governing this work will b xa �I(1� Date: 4(DI c0 -1L1? i ed t is permit and know the same to be true and correct. All provisions of law and m with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating cons r..iction or the performa ce of work. I am authorized to sign and obtain this development permit. Signature: C �Jh � G1..ueh.<1,c) Date: 1OIO—V�0 Vg. IYa(I'3O Print Name: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -PERMIT 004-415 ;rtv.<cw Printed: 10-10-2006 City 457: Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Parcel No.: 7349200055 Address: 4310 S 131 PL TUKW Suite No: DEVELOPMENT PERMIT Steve Lancaster, Director Permit Number: D04-415 Issue Date: 09/20/2005 Permit Expires On: 03/19/2006 Tenant: Name: NORMED Address: 4310 S 131 PL, TUKWILA WA Owner: Name: NORMED SHAW PTN Phone: Address: PO BOX 3644, SEATTLE WA Contact Person: Name: DAVID KEHLE, ARCHITECT Phone: 206 433-8997 Address: 12720 GATEWAY DR, SUITE 116, TUKWILA WA Contractor: Name: INTERWEST DEVELOPMENT N W INC Phone: 253 939-9787 Address: 1425 22ND ST NW, STE E, AUBURN WA Contractor License No: INTERDN088KH Expiration Date:01/04/2006 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 40,000 SF TILT -UP CONCRETE WAREHOUSE/OFFICE SHEL; GRADE AND FILL AND INSTALL UTILITIES TO BUILDING; install retaining walls, RELOCATE THE EXISTING STREAM INCLUDING NE WETLAND MITIGATION FOR WETLAND BEING FILLED; AND LANDSCAPE SITE WORK IN MACADAM RD S (42nd AV S) IS NOT APPROVED UNDER THIS PERMIT. TUKWILA WATER AND SEWER TO PROPERTY LINE. PW activites include Frontage improvements on S 131 PI, private water main extension, detention vault and drainage, grading, water meters and backflow prevention upgrades on existing building and installation on new building, fire line and cross connection to new building, extension of existing access to SR599 . Sound Transit lite rail work will be in WashDOT ROW and should not affect this site. Pavement mitigation fee is $0.00. TURNOVER FOR THE PIPE CARRYING SOUTHGATE CREEK TO THE END OF THE PIPE AND THE SURFACE WATER IMPROVEMENTS IN 5 131ST PLACE. Improvements to 42nd Av S (Macadam Rd S) by City in 2006 Overlay Program. Value of Construction: 2,147,701.77 Type of Fire Protection: SPRINKLERS Type of Construction: III -B Fees Collected: $57,882.58 International Building Code Edition: 2003 Occupancy per IBC: 24 Public Works Activities: Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: Y doc: IBC -Permit bJ:n;::Jiv.4.k;.. r, D04-415 :t,.:.4>riu:..:i;: taL3�ai3i.Y,Kt:a:c:.ir:+¢u?sY:,.t1+'.�L;i..:M �:c.`�,'�A:.r'r`•i�p:, Printed: 09-20-2005 Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: City a. 'Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Steve Lancaster, Director Y Number: 0 Size (Inches): 0 N Y Start Time: End Time: Y Volumes: Cut 4000 c.y. Fill 3000 c.y. Y N Start Time: End Time: Sanitary Side Sewer: Y Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: Y Non -Profit: N Water Main Extension: Y Private: y Public: Water Meter: Y **continued on next page** doc: IBC -Permit D04-415 Printed: 09-20-2005 1 City 6?Tukwi1a Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Steve Lancaster, Director Permit Number: D04-415 Issue Date: 09/20/2005 Permit Expires On: 03/19/2006 Permit Center Authorized Signature: Vb I0 i1i1 jU Date: I,. % • gc I hereby certify that I have read and a ar ii d this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating c• ion or ��th��e performa ce of work. I am authorized to sign and obtain this development permit. Signature: Ul</ a,,.,,0 Date: q did -0.:5- Print 05Print Name: Paikthg-- i r �i( V&' This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -Permit D04-415 Printed: 09-20-2005 CI"T"Y OF TLIKV:1' A DEPT. OF G:.V 1-Ohh1;ENT 6300 SL..0 i l.(CJ. VIER GLVD. TUKWILA, WA 93188 PERMIT CONDITIONS ?EMIT CENTER Parcel No.: 7349200135 Permit Number: D04-415 Address: 4320 S 131 PL TUKW Status: ISSUED Suite No: Applied Date: 11/19/2004 Tenant: NORM ED Issue Date: 09/20/2005 1: The peer review by Shannon and Wilson indicates that the 1.5H:1V slopes should be stable without a retaining wall. ANY SLOPES STEEPER THAN 1.5H:1V REQUIRE ANALYSIS BY TERRA ASSOCIATES AND APPROVAL BY PUBLIC WORKS. 2: BEFORE BEGINNING ANY WORK, CONTRACTOR SHALL SCHEDULE A PRECONSTRUCTION MEETING WITH GREG VILLANUEVA AT 206.433.0179. 3: WORK IN OR USE OF MACADAM RD S (42nd AV S) IS NOT APPROVED UNDER THIS PERMIT. 4: BEFORE BEGINNING ANY WORK IN THE RIGHT-OF-WAY, CONTRACTOR MUST PROVIDE A BUSINESS LICENSE AND PROOF OF LIABILITY AND AUTOMOBILE INSURANCE. 5: ***BUILDING DEPARTMENT CONDITIONS*** 6: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 7: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 8: 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. 9: The special inspections and verifications for concrete construction shall be required. 10: 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. 11: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 12: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 13: 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. 14: 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. 15: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. doc: Conditions D04-415 Printed: 03-28-2007 16: 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. 17: 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. 18: 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. 19: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 20: All wood to remain in placed concrete shall be treated wood. 21: 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. 22: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 23: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 24: 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). 25: 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. 26: ***FIRE DEPARTMENT CONDITIONS*** 27: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 28: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 20B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 29: 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 doc: Conditions D04-415 Printed: 03-28-2007 floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be Tess than 4 1 Z inches (102 mm). (IFC 906.7 and IFC 906.9) W 30: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot ft 2v be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) U o to 31: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available J z for use. These locations shall be along normal paths of travel, unless the fire code official determines that the co 1` hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) w0 32: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that g Q indicates the month and year that the inspection was performed and shall identify the company or person performing theu. service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge = CI procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the t— W inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these z F required surveys. (NFPA 10, 4-3, 4-4) 0 Z i— ll.' WW 33: No point in a building may exceed the maximum exit access travel distance listed in Chapter 10, section 1015, Table j o 1015.1 of the International Fire Code and International Building Code. v 0— 0 t— WW 35: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle LIO is engaged from inside the tenant space. (IFC Chapter 10) til N U= 36: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the 1 -- /- International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 34: 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) 37: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 38: 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) 39: 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) 40: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 41: U.L. central station supervision is required. (City Ordinance #2050) 42: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) doc: Conditions D04-415 Printed: 03-28-2007 z 43: Maintain a 4 foot clear space around the sprinkler riser(s) for emergency access. (NFPA 25) (City Ordinance #2050) 1 ~ ~w 44: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and Q: approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler 0 systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk 0 o Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to co w the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050)LIJ _ 1— Lf) u_ 45: The automatic sprinkler system for new spec warehouses shall have a minimum design density of .39/5600 with an w 0 additional available 1,000 GPM at the base of the riser for in -rack sprinklers and fire hose allowance.. (City 2 Ordinance #2050) g 5 u_ ¢ 46: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and = 0 i -w z= 47: Local U.L. central station supervision is required. (City Ordinance #2051) z O III 48: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire w Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2051) (IFC 0 N 1042) 49: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate H v key(s) for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire u. ~O Depa#205rtment. The lockbox should be mounted so that it is readily visible and not over 60 inches high. (City Ordinance w z U H O I- City Ordinance #2051. 50: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 51: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 52: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2-1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1-1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 53: Every building shall be accessible to Fire Department apparatus by way of access roadways with all-weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn -around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 54: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 55: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 56: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 57: An operational acceptance test of the smoke vents will be required. 58: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and doc: Conditions D04-415 Printed: 03-28-2007 z #2051) 59: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 60: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 61: ***PLANNING DEPARTMENT CONDITIONS*** 62: Any cyclone fencing shall use slats (either green or black) for screening in addition to the landscaping. 63: The owner shall provide a copy of the signed contract for maintenance of the wetland mitigation area after the installation of the mitigation plantings and prior to the end of the first year or prior to occupancy of the new building. 64: The Scope of Work for the maintenance contract shall include those maintenance tasks listed on Sheet 5 of the Wetland Mitigation Plan as well as the following: a) maintain/correct erosion control measures as necessary; b) remove non-native plants fromo within the dripline of instaled plants, even if invasive species cover is less than 20%; and c) maintain/replace wetland signage as necessary. 65: Prior to requesting landscaping final, Landscaping Declaration and Checklist shall be completed and returned to Planning Department. 66: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 67: The applicant must notify the City Utility Inspector at (206)433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 68: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 69: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 70: Any material spilled onto any street shall be cleaned up immediately. 71: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 72: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 73: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1 V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 74: Prior to Final Approval provide a 2 -year maintenance finacial guarantee for $2825.00, turnover documents for the Southgate Creek pipe and right-of-way improvements, and easement for access to the Southgate Creek pipe. doc: Conditions D04-415 Printed: 03-28-2007 75: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 76: ***ADDITIONAL PLANNING CONDITIONS - REVISION #1*** 77: Adolfson must visit the site prior to planting to evaluate the depth and condition of the soil amendments. Any remedial action Adolfson determines is needed must be report to the City either by e-mail or letter. 78: A drip irrigation system must be used to water the plants during dry periods until plants are completely established. 79: Please identify the owner's representative who is responsible for verifying conformance to the plant schedule and characteristics. 80: Written verification must be received from the wetland biologist that the wetland mitigation plantings have occurred per the approved mitigation plan. 81: All groundwater seepage areas shall be field located and adequately mitigated by construction of a rock revetment per the recommendations and specifications of the geotechnical report. 82: Prior to final planning inspection, provide documentation that the new stream channel that formed at the base of the slope during the January storm event will not compromise the slope stability or cause additional sedimentation of the stream, or propose measures to control these problems, if necessary. **continued on next page** doc: Conditions D04-415 Printed: 03-28-2007 I hereby certify that I have read these conditions and will comply with them 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 regulating construction or the performance of work. Signature: Print Name r € W as outlined. All provisions of law and ordinances cancel the provision of any other work or local laws Date:Of N)0 doc: !0 doc: Conditions D04-415 Printed: 03-28-2007 City 6z Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Parcel No.: 7349200055 Address: 4310 S 131 PL TUKW Suite No: Tenant: NORMED PERMIT CONDITIONS Steve Lancaster, Director Permit Number: D04-415 Status: ISSUED Applied Date: 11/19/2004 Issue Date: 09/20/2005 1: The peer review by Shannon and Wilson indicates that the 1.5H:1V slopes should be stable without a retaining wall. ANY SLOPES STEEPER THAN 1.5H:1V REQUIRE ANALYSIS BY TERRA ASSOCIATES AND APPROVAL BY PUBLIC WORKS. 2: BEFORE BEGINNING ANY WORK, CONTRACTOR SHALL SCHEDULE A PRECONSTRUCTION MEETING WITH GREG VILLANUEVA AT 206.433.0179. 3: WORK IN OR USE OF MACADAM RD S (42nd AV S) IS NOT APPROVED UNDER THIS PERMIT. 4: BEFORE BEGINNING ANY WORK IN THE RIGHT-OF-WAY, CONTRACTOR MUST PROVIDE A BUSINESS LICENSE AND PROOF OF LIABILITY AND AUTOMOBILE INSURANCE. 5: ***BUILDING DEPARTMENT CONDITIONS*** 6: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 7: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 8: 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. 9: The special inspections and verifications for concrete construction shall be required. 10: 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. 11: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 12: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 13: 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. 14: 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. 15: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. doc: Conditions 0444‘4.44 Aul4t D04-415 Printed: 10-10-2006 �'�.�t.�"^�"•n"r''�"'pt'.w.P"w�T..'3�F'm+.r.,...,..C,,,.r....,..,.--..._...-- j City o: 'Tukwila Steven M Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Steve Lancaster, Director 16: 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. 17: AH 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. 18: 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. 19: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 20: All wood to remain in placed concrete shall be treated wood. 21: 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. 22: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 23: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 24: 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). 25: 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. 26: ***FIRE DEPARTMENT CONDITIONS*** 27: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 28: 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) 29: 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 doc: Conditions jLri:'ii::.4:uO�f`.A`:,.},�y`,M D04-415 Printed: 10-10-2006 :5 City o. Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Steve Lancaster, Director floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be Tess than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 30: 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) 31: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 32: 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) 33: No point in a building may exceed the maximum exit access travel distance listed in Chapter 10, section 1015, Table 1015.1 of the International Fire Code and International Building Code. 34: 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) 35: 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) 36: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 37: Exits and exit access doors shall be marked by an approved exit sign readily visible from any direction of egress travel. Access to exits shall be marked by readily visible exit signs in cases where the exit or the path of egress travel is not immediately visible to the occupants. Exit sign placement shall be such that no point in an exit access corridor is more than 100 feet (30,480 mm) or the listed viewing distance for the sign, whichever is less, from the nearest visible exit sign. (IFC 1011.1) 38: 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) 39: 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) 40: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 41: U.L. central station supervision is required. (City Ordinance #2050) 42: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) doc: Conditions D04-415 Printed: 10-10-2006 City o:Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Steve Lancaster, Director 43: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk 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) 44: The automatic sprinkler system for new spec warehouses shall have a minimum design density of .39/5600 with an additional available 1,000 GPM at the base of the riser for in -rack sprinklers and fire hose allowance.. (City Ordinance #2050) 45: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2051. 46: Local U.L. central station supervision is required. (City Ordinance #2051) 47: 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) 48: 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) 49: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 50: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 51: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2-1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1-1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 52: Every building shall be accessible to Fire Department apparatus by way of access roadways with all-weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn -around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 53: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 54: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 55: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 56: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 57: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. doc: Conditions D04-415 Printed: 10-10-2006 City o: Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Steve Lancaster, Director 58: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 59: ***PLANNING DEPARTMENT CONDITIONS*** 60: Any cyclone fencing shall use slats (either green or black) for screening in addition to the landscaping. 61: The owner shall provide a copy of the signed contract for maintenance of the wetland mitigation area after the installation of the mitigation plantings and prior to the end of the first year or prior to occupancy of the new building. 62: The Scope of Work for the maintenance contract shall include those maintenance tasks listed on Sheet 5 of the Wetland Mitigation Plan as well as the following: a) maintain/correct erosion control measures as necessary; b) remove non-native plants fromo within the dripline of instaled plants, even if invasive species cover is less than 20%; and c) maintain/replace wetland signage as necessary. 63: Prior to requesting landscaping final, Landscaping Declaration and Checklist shall be completed and returned to Planning Department. 64: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 65: The applicant must notify the City Utility Inspector at (206)433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 66: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 67: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 68: Any material spilled onto any street shall be cleaned up immediately. 69: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 70: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 71: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 72: Prior to Final Approval provide a 2 -year maintenance finacial guarantee for $2825.00, turnover documents for the Southgate Creek pipe and right-of-way improvements, and easement for access to the Southgate Creek pipe. 73: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 74: ***ADDITIONAL PLANNING CONDITIONS - REVISION #1' doc: Conditions D04-415 Printed: 10-10-2006 City ol:\' Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Steve Lancaster, Director 75: Adolfson must visit the site prior to planting to evaluate the depth and condition of the soil amendments. Any remedial action Adolfson determines is needed must be report to the City either by e-mail or letter. 76: A drip irrigation system must be used to water the plants during dry periods until plants are completely established. 77: Please identify the owner's representative who is responsible for verifying conformance to the plant schedule and characteristics. 78: Written verification must be received from the wetland biologist that the wetland mitigation plantings have occurred per the approved mitigation plan. 79: All groundwater seepage areas shall be field located and adequately mitigated by construction of a rock revetment per the recommendations and specifications of the geotechnical report. 80: Prior to final planning inspection, provide documentation that the new stream channel that formed at the base of the slope during the January storm event will not compromise the slope stability or cause additional sedimentation of the stream, or propose measures to control these problems, if necessary. **continued on next page** doc: Conditions D04-415 Printed: 10-10-2006 I hereby certify that I have governing this work will be City o:Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: ci.tukwila.wa.us Steve Lancaster, Director read these conditions and will comply with them as outlined. All provisions of law and ordinances complied with, whether specified herein or not. The granting of this permit regulating construction or t does not presume to give authority to violate or cancel the provision of any other work or local laws he performance of work. Si9 nature: `. lU-1 \2t aia-f1h.,W Print Name: vi 2r.61ta -77u ✓er.�o Date: /0—/O -DCO doc: Conditions D04-415 Printed: 10-10-2006 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 Parcel No.: 7349200055 Address: 4310 5 131 PL TUKW Suite No: Tenant: NORMED PERMIT CONDITIONS Permit Number: D04-415 Status: ISSUED Applied Date: 11/19/2004 Issue Date: 09/20/2005 1: BEFORE BEGINNING ANY WORK, CONTRACTOR SHALL SCHEDULE A PRECONSTRUCTION MEETING WITH GREG VILLANUEVA AT 206.433.0179. 2: WORK IN OR USE OF MACADAM RD S (42nd AV S) IS NOT APPROVED UNDER THIS PERMIT. 3: BEFORE BEGINNING ANY WORK IN THE RIGHT-OF-WAY, CONTRACTOR MUST PROVIDE A BUSINESS LICENSE AND PROOF OF LIABILITY AND AUTOMOBILE INSURANCE. 4: ***BUILDING DEPARTMENT CONDITIONS*** 5: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 6: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 7: 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. 8: The special inspections and verifications for concrete construction shall be required. 9: 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. 10: Installation of high-strength bolts shall be periodically inspected in accordance with AISC specifications. 11: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 12: 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. 13: 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. 14: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 15: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread doc: Conditions D04-415 Printed: 09-20-2005 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 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. 16: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 17: 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. 18: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 19: All wood to remain in placed concrete shall be treated wood. 20: 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. 21: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 22: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of Public Health - Seattle and King County (206/296-4932). 23: 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). 24: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 25: ***FIRE DEPARTMENT CONDITIONS*** 26: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 27: The total number of fire extinguishers required for a light hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 3,000 sq. ft. of area. The extinguisher(s) should be of the "all purpose" (2A, 10 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 3-2.1) 28: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand-held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3.5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 doc: Conditions D04-415 Printed: 09-20-2005 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 inches (102 mm). (IFC 906.7 and IFC 906.9) 29: Fire extinguishers shall not be obstructed or obscured from view. In rooms or areas in which visual obstruction cannot be completely avoided, means shall be provided to indicate the locations of the extinguishers. (IFC 906.6) 30: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 31: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4-3, 4-4) 32: No point in a building may exceed the maximum exit access travel distance listed in Chapter 10, section 1015, Table 1015.1 of the International Fire Code and International Building Code. 33: 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) 34: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (IFC Chapter 10) 35: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 36: 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) 37: 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) 38: 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) 39: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2050) 40: U.L. central station supervision is required. (City Ordinance #2050) 41: All valves controlling the water supply for automatic sprinkler systems and waterflow switches on all sprinkler systems shall be electrically supervised. (City Ordinance #2050) doc: Conditions D04-415 Printed: 09-20-2005 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 42: All new srpinkler sysetms and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and/or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 43: The automatic sprinkler system for new spec warehouses shall have a minimum design density of .39/5600 with an additional available 1,000 GPM at the base of the riser for in -rack sprinklers and fire hose allowance.. (City Ordinance #2050) 44: A fire alarm system is required for this project. The fire alarm system shall meet the requirements of N.F.P.A. 72 and City Ordinance #2051. 45: Local U.L. central station supervision is required. (City Ordinance #2051) 46: 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) 47: 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) 48: All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NFPA 70) 49: For all commercial, multifamily and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of a building and so that no point of a building (around its perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 50: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2-1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1-1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 51: Every building shall be accessible to Fire Department apparatus by way of access roadways with all-weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided width an approved turn -around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #2047) 52: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 53: Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (IFC 505.1) 54: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 55: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 56: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. doc: Conditions D04-415 Printed: 09-20-2005 4 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 57: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 58: ***PLANNING DEPARTMENT CONDITIONS*** 59: Any cyclone fencing shall use slats (either green or black) for screening in addition to the landscaping. 60: The owner shall provide a copy of the signed contract for maintenance of the wetland mitigation area after the installation of the mitigation plantings and prior to the end of the first year or prior to occupancy of the new building. 61: The Scope of Work for the maintenance contract shall include those maintenance tasks listed on Sheet 5 of the Wetland Mitigation Plan as well as the following: a) maintain/correct erosion control measures as necessary; b) remove non-native plants fromo within the dripline of instaled plants, even if invasive species cover is less than 20%; and c) maintain/replace wetland signage as necessary. 62: Prior to requesting landscaping final, Landscaping Declaration and Checklist shall be completed and returned to Planning Department. 63: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 64: The applicant must notify the City Utility Inspector at (206)433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 65: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 66: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 67: Any material spilled onto any street shall be cleaned up immediately. 68: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 69: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 70: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 71: Prior to Final Approval provide a 2 -year maintenance finacial guarantee for $2825.00, turnover documents for the Southgate Creek pipe and right-of-way improvements, and easement for access to the Southgate Creek pipe. 72: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. doc: Conditions D04-415 Printed: 09-20-2005 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions 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 regulating construction or the performance of work. of law and ordinances other work or local laws Signature: Date: 9 -AO -05 Print Name: Ailic3AL -77avel&D doc: Conditions D04-415 Printed: 09-20-2005 CITY OF TUKW►it.... Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Permit No. € Q 4-14 Mechanical Permit No. MO Lk -20 Public Works Permit No. Project No. ?4Qr)'' 006s, or o ce use onl Applications and plans must be complete in order to be acre Applications wil(not)be accepted through th **Please Print** ted for lan review. mfr b fax. SITE LOCATION Site Address; Tenant Name: King Co Assessor's Tax No.1 fr"I ft013`,YA) 0%c** Suite Number. Floor. New Tenant: IA Yes 0 ..No Property Owners Name: Mem \iii 1-"k1W.441-le �; Mailing Address: 10 Oi -� Taal) LiN City State Zip CONTACT PERSON Name: g,,,,,, lat., R 1r Mailing Address; Iv'lX r' g II , trS 1I[0 E -Mail Address; rl Q e ganek,azwi / Day Telephone:-4-3'3-Mei t� 061•([e l)A • t'W l( ' City ,,��,,��yy� `State Zip Fax Number: ` C& ' F u' S3(09 'GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) Company Name: I i T_!-YWe..3F l�lJ /lJT/ uG fii �% Lev&tDpine , Mailing Address; L/ -�D-11 64 M- k 1.c) (60 I k E Al,a)turY1 , LOA . 9B ab 1 Contact Person: 1`�aur ot, City Stat Zip Day Telephone:(0 - � JJ - 3 en 1 E -Mail Address; d g e to Pag h tar -6h . (6-771 Fax Number: 04, -,9,4& • g. Contractor Registration Number. 1 N Tr.--/Q-1)/J0(9 93 KO Expiration Date: 00 c **An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance** ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: ` rg—il,a A.26411101" 1 Mailing Address; 12120 a� 4 t i., CMG lite te J rniiic- uwgale" City State Zip Contact Person: l p/lOti f Day Telephone: " 4 Lr ' E -Mail Address; ked eganeVtaitA Fax Number: IVO 0. 6%1 EAOF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Vlawao jr�rkt. Mailing Address: 1&j0(9 t ' �# [relIV Contact Person: V 41.1&1•1 :f' E -Mail Address; y picatio& ,amtt application (7.2004) Pace 1 Y' Muoi e ID's .5 IT aigo�Ii-k.I wer kk Clro��l(�uhug °="1 City Day Telephone: Fax Number: L 54 .7....6.216,0 Zip tUILDING PERMIT INFORI, .TION — 206-431-3670 Valuation of Project (contractor's bid price): $ I Mil' LICA -L Existing Building Valuation: $ RCN /�, - Scope of Work (please provide detailed information):W1.(i�iCr 146Y - �. 4b, e1 l t r- up (b 4C 1t \1actlou -f ce *tau si (law ox) hlno R- * 1.111LiU6-iA littuNq 1 Pte.,-G4rexte 'tit 061 .140 Nsi1 ut5 %► ' -411 - cla la Will there be new rack storage? O.. Yes 0 ...No If "yes", see Handout No. for requirements. Mile6 Rol Provide All Building Areas hi Square Footage Below PLANNING DIVISION: Single -family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling,provide the following: t 1' Lot Area (sq ft):'(1 L 1 a Floor area of principal dwelling: Floor area for accessory dwelling: Ac *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of ikSta11p_Provided: Standard; Compact: Ib' Handicap. Will there be a change m use? 0 Yes p. No if "yes”, explain: FIRE PROTECTION/HAZARDOUS MATERIALS; X_Sprinklers 0 -Automatic Fire Alarm ❑..None ❑...Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑...Yes .No If "yes", attach list of materials and storage locations on a separate 8-1/2 x 11 paper indicating quantities and Materialfely Data Sheets. 'appllcaUar'pamit application (7.2004) Pane 2 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1* Floor .,_ .... -'7 VI/ -6181 �r 1114 ` Dim/ r 2id Floor 1 3a Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck i Uncovered Deck .1_„,, ...... ,,,.t. T 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: t 1' Lot Area (sq ft):'(1 L 1 a Floor area of principal dwelling: Floor area for accessory dwelling: Ac *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of ikSta11p_Provided: Standard; Compact: Ib' Handicap. Will there be a change m use? 0 Yes p. No if "yes”, explain: FIRE PROTECTION/HAZARDOUS MATERIALS; X_Sprinklers 0 -Automatic Fire Alarm ❑..None ❑...Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑...Yes .No If "yes", attach list of materials and storage locations on a separate 8-1/2 x 11 paper indicating quantities and Materialfely Data Sheets. 'appllcaUar'pamit application (7.2004) Pane 2 ;PUBLIC WORKS PERMIT IN.-ORMATION — 206-433-0179 Scope of Work (please provide detailed information):6M h110 1" iEA1 ? 14114)14' 4AC2 4r 4( a 3o Ons Et,11Lotok (Yriii tc, G..eWer ,.e(rcAt'tiN)��exatkv, 4;Q 1e l�ct C S t V Ottaimi air 1274k, Pa(►5 '1'1N4 t l i te thlGl�i: U�%� t8i.11�i Call before you Dig: 1400-424-5555 Please refer to Publk Works Bulletin #1 for fees and estimate skeet. W terDistrict ..Tukwila ❑ ...Water District #I25 ❑...WaterAvailability Provided 0... Highline 0 ...Renton .Tukwila 0...Va1Vue ❑...Renton ❑...Seattle ❑...Sewer Use Certificate ...Sewer Availability Provided ❑... Approved Septic Plans Provided ❑...Septic System- For melte septic system, provide 2 copies of a current septic design approval by King County Health Department. fS matted with Application (mark)!oyes which applvl: .Civil Plans (Mailman Paper Sia- 22" x 34") ..Technical Information Report (Storm Drainage) Geotechnical Report 0 ...Traffic Impact Analysis ...Bond 0... Insurance 0 ...Easement(s) ... Maintenance Agreement(s) 0 ...Hold Haanless P,poeed Activities (mark bores that apply]: ISM.. Right-of-way Use - Nonprofit for less than 72 hours ��AAff7711�� ❑...Right-of-way Use- No Disturbance 'El-Construction/Excavation/Fill Right-of-way Nan Right-of-way •140 • . ❑... Right-of-way Use - Profit for less than 72 hours ❑... Right-of-way Use - Potential Disturbance lig-Total Cut ...Total Fill V. -Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0...Frontage Improvements ...Traffic Control ...Backflow Prevention- Fire Protecti9n 1 " Irrigation 1 " Domestic Water 142. " cubic yards 11P)04,1,1,0 rg... Work in Flood Zone cubic yards i'% CU • "ft . 21... Storm Drainage ❑ ...Abandon Septic Tank ❑ ...Curb Cut ❑ ...Pavement Cut ❑ ...Looped Fire Line Permanent Water Meter Size... 1 V2- " ...Temporary Water Meter Size .. " 0...Water Only Meter Size............ ...Sewer Main Extension Public ...Water Main Extension Public 11 ❑ ...Grease Interceptor ❑ ...Channelization ❑ ...Trench Excavation ❑ ...Utility Undergrounding WO# I WO# tZ) ...Deduct Water Meter Size I ��14-- Private V Private 1 LNANCE INFORMATION �t Fire Line Size at Property Line 1'", Number of Public Fire Hydrant(s) 0...Water `...Sewer ❑...Sewage Treatment :1 c B'li Name; t (�yVittMN + �(-DaayyTelephone; "0- AZ -✓Mailing Address;4 4 `� �X* 1iW �� • �•j1Z4� (2. 0.0 'Qi iwke City State Zip Water Meter /Retlind/Billin Name; `"/E r} Day Telephone: Mailing Address; City State Zip Vpplicauons i ltapp►intio.(7.004) Pane 3 MECHANICAL PERMIT INFORMATION — 206-431-3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City Sate Zip Contact Person; Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: **An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance** Valuation of Project (contractor's bid price): $ fj/t900 Scope of Work (please provide detailed information): Jam' Residential: New 0 Replacement 0 Commercial: New Replacement 0 Fuel Type: Electric 0 Gas 121 Other, Indicate type of mechanical work being installed and the quantity below: Unit Type: Date Application Expires:-. Unit Type: Qty Unit Type: Qty Boiler/Compressor: Qty Furnace<100K BTU Air Handling Unit >10,000 CFM Fire Damper 0-3 HP/100,000 BTU Furnace>100K BTU Evaporator Cooler Diffuser 3-15 HP/500,000 BTU Floor Furnace Ventilation Fan Thermostat 15-30 HP/1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP/1,750,000 BTU Appliance Vent Hood Water Heater 50+ HP/1,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment PERMIT APPLICATION NOTES - Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJ Y BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING Signature: ,ORIZED AGENT: Print Name: V&v o 146+1,6 Mailing Address; [7,3 7/0 aktakThcf Day Telephone: Date: ii k 6io4 ilk `4'3 -2)141'" 61b1 City State Zip Date Application Accepted: I 1-1-04�-lel-C1 Date Application Expires:-. a Initials: \appticatiiooramit application t7-21:04) Paee 4 Parcel No.: Address: Suite No: Applicant: 7349200135 4320 S 131 PL TUKW NORMED RECEIPT Permit Number: Status: Applied Date: Issue Date: D04-415 ISSUED 11/19/2004 09/20/2005 Receipt No.: R07-00452 Initials: JEM User ID: 1632 Payment Amount: $58.00 Payment Date: 03/28/2007 12:19 PM Balance: $0.00 Payee: DAVID K. KEHLE ARCHITECT TRANSACTION LIST: Type Method Description Amount Payment Check 17839 ACCOUNT ITEM LIST: Description Account Code 58.00 Current Pmts PLAN CHECK - NONRES 000/345.830 58.00 Total: $58.00 .10 .0 ;',)I...,..: ;r,`. doc: Receipt -06 Printed: 03-28-2007 Z =Z • _i C.) U O U0 W = J f_ CO W O g co u ¢. =a HW Z= I— O ZLu� U C) O N O I— WW O. co O Z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 z RECEIPT ;l Z rtw Parcel No.: 7349200055 Permit Number: D04 -415n Address: 4310 S 131 PL TUKW Status: ISSUED 0 0 Suite No: Applied Date: 11/19/2004 ccoo w Applicant: NORMED Issue Date: 09/20/2005 ,w1 H w0 2 Receipt No.: R06-01781 Payment Amount: 58.00 g Q Initials: JEM Payment Date: 11/07/2006 03:10 PM = 0 User ID: 1165 Balance: $0.00 t~ w Z 1-. Z1 - w al Payee: DAVID E. KEHLE ARCHITECT a p ON 0 1... TRANSACTION LIST: w w Type Method Description H U Amount U.1- - Payment Check 17621 58.00 0 w 0 F. ACCOUNT ITEM LIST: Description Current Pmts Account Code PLAN CHECK - NONRES 000/345.830 58.00 Total: 58.00 doc: Receipt Printed: 11-07-2006 z • City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 Parcel No.: Address: Suite No: Applicant: 7349200055 4310 S 131 PL TUKW NORMED RECEIPT Permit Number: Status: Applied Date: Issue Date: D04-415 ISSUED 11/19/2004 09/20/2005 Receipt No.: Initials: User ID: R06-01613 JEM 1165 Payment Amount: 44.00 Payment Date: 10/11/2006 01:42 PM Balance: $0.00 Payee: DAVID E. KEHLE ARCHITECT TRANSACTION LIST: Type Method Amount Description Payment Check ACCOUNT ITEM LIST: Description Current Pmts 17560 Account Code 44.00 PHOTOCOPIES/DUP SERVICES 000/341.690 44.00 Total: 44.00 0660 10/11 9 116 TOTAL 44.00 doc: Receipt Printed: 10-11-2006 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 Parcel No.: Address: Suite No: Applicant: 7349200055 4310 S 131 PL TUKW NORMED RECEIPT Permit Number: Status: Applied Date: Issue Date: D04-415 ISSUED 11/19/2004 09/20/2005 Receipt No.: Initials: User ID: R06-00236 BLH ADMIN Payment Amount: Payment Date: Balance: 5,996.34 02/21/2006 12:37 PM $0.00 Payee: NORMED SHAW PARTNERSHIP TRANSACTION LIST: Type Method Description Amount Payment Check 0945 ACCOUNT ITEM LIST: Description Account Code 5,996.34 Current Pmts PW ADDL PERMIT/INSP FEE PW ADDL PLAN REVIEW PW PEER REVIEW 000/342.400 000/345.830 000/13.532.200.4 2,510.67 2,485.67 1,000.00 Total: 5,996.34 2697 02/22 9710 TOTAL 5996.34 doc: Receipt Printed: 02-21-2006 z e 3: JU O 0 w� w 0 Q. (1.2d F- z� I— O z 1-- uj UC 0 N. ww Z 111 co O~ z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 Parcel No.: Address: Suite No: Applicant: 7349200055 4310 S 131 PL TUKW NORMED RECEIPT Permit Number: Status: Applied Date: Issue Date: D04-415 PENDING 11/19/2004 Receipt No.: Initials: User ID: R05-01396 JEM 1165 Payment Amount: Payment Date: Balance: 45,161.71 09/20/2005 01:44 PM $0.00 Payee: NORMED SHAW PARTNERSHIP TRANSACTION LIST: Type Method Description Amount Payment Check 913 ACCOUNT ITEM LIST: Description Account Code 45,161.71 Current Pmts BUILDING - NONRES CASCADE WATER ALLIANCE PLAN CHECK - WATER METER PW ADDL PLAN REVIEW PW LAND ALT PERMIT FEE PW PERMIT/INSPECTION FEE PW PLAN REVIEW PW TYPE 'B' PERMIT STATE BUILDING SURCHARGE WATER CONNECTION WATER INSPECTION FEE WATER INSTALLATION (DEP) WATER TURN -ON FEE 000/322.100 401/386.550 000/345.830 000/345.830 000/342.400 000/342.400 000/345.830 000/322.400 000/386.904 401/379.002 401/342.400 401/386.520 401/343.405 11,430.18 13,510.00 10.00 2,485.67 238.00 10,042.68 4,950.68 100.00 4.50 225.00 15.00 2,125.00 25.00 Total: 45,161.71 7393 09/20 9716 TOTAL 45864.03 doc: Receipt Printed: 09-20-2005 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 Parcel No.: Address: Suite No: Applicant: 7349200055 4310 S 131 PL TUKW NORMED RECEIPT Permit Number: Status: Applied Date: Issue Date: D04-415 PENDING 11/19/2004 Receipt No.: Initials: User ID: R04-01560 SKS 1165 Payment Amount: Payment Date: Balance: 12,720.87 11/19/2004 11:32 AM $16,664.68 Payee: VANGUARD TRANSACTION LIST: Type Method Description Amount Payment Check 1014 ACCOUNT ITEM LIST: Description Account Code 12,720..87 Current Pmts PLAN CHECK - NONRES PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PLAN REVIEW 000/345.830 000/322.100 000/345.830 000/345.830 7,429.62 250.00 49.25 4,992.00 Total: 12,720.87 71.77 :il/23 7)716 TOTAL 129.5.; .70 doc: Receipt Printed: 11-22-2004 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit `l -c05 PERMIT NO. Project: /Nip rmeG Type of I pection: Ke_V (SlaAddress: 4/5 9J-) 151 Pi Date Ca4rv( ed: c'x,,i olocr Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Q � rcka..se.r ba -7 c . Inspector: `V5 Date:Vb j /Q Cr 1-1 $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project: a11Type ft/id f / of Inspection: Address: 17/22() /?/ // Date Called: Special Instructions: Date Wanted: �� a.m. - C p.m. Requester: Phone No: _ Zv 62 -gr"/..;77:/ 2'/2 -- d .y? ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: /4441 ra,,��e:11 10.7' S1 N f�f,4 ke ,e/ 740 g6,? 4# 410 /h 4 M-9 /4'1 a II J Inspector: C Dater >24 / $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: // ,INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 .c:flithcenter Blvd., #100, Tukwila, WA 981 88 INSPECTION RECORD Retain a copy with permit Dog PER (206)431-3 Project: \ ' , 6) /17( Type of inspection: U Address: Lt -0 0 --5 —3 /.3 / Date Called: ----, Special Instructions: ' -Date Wanted: (a.m. 7- zq - 07 p.m. Requester: Phone No: 6A5-5-. Approved per applicable codes. Corrections required prior to approval. COMMENTS: JTh a1..3.-,,,e7/ .:•(efr,1404 Datcy_ aff,y 58 0 REINSPECTION FEE REqUIRED. Pr r to inspection, fee must be p id at 6300 Southcenter Blvd., uite 100 Call the schedule reinspection. Re Ipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project:' / /0rm / 1E( Type of Inspection: r 4(26 67-%az (NS Address: 5 /3/ Pl- Date Called: Special Instructions: Date Wanted: I0 --U% (a -m;;. p.m. Requester: Phone No: oho&., -- 3 S3/- c' 85-5- Approved per applicable codes. Corrections required prior to approval. COMMENTS: /3.-vf„ rejo ‘1-9a417. _/ z?5' y/ Inspector: 1 Date: 7- /72--- $58.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: Date: INSP ION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Bivd., #100, Tukwila, WA 98188 PER (206 4 1-36 Project: /t/ /2/ 1Fi) Type of Inspection: V4// /-62 i :rod/ Address: • 4/3.20 S /2/ PG Date Called: Special Instructions: Date Wanted: 5----- (a.m., P.A. Requester: Phone No: c%Q(2-2S"S/—C945S .S Approved per applicable codes. El Corrections required prior to approval. COMMgNTS: ti Insp •r. } ( cite .00 REINSPECTION FE REQUIRED. P aid at 6300 Southcenter lvd., Suite 10Q Rk5 ipt No.: Date: S-7(-- 0 for to inspection, fee must be Call the schedule reinspection. Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 •.• •,••; • ••, .-• s•-•; • • . •.• • INSPECTION RECORD Retain a copy with permit (20 )431-3 70 Project: A / Type of Inspection: _ i KO/ ,11A/1 etti,tra7,0"P‘ Address:Date 9.3,0 5" /7( /9Z Called: Special Instructions: Date Wanted:f 2,1.-.41.„../ ,,,,....(2.e 6 46.1;131'..2_.$1 Requester: , A 0 — 4410Y ""i" fr e "t iv,/ Phone No: 5— 7—'230 —73 / 7 Approved per applicable codes. 4korrections required prior to approval. 1g COMMENTS: 2,1.-.41.„../ ,,,,....(2.e 6 C(i-Om.tAel , 7/1. 1455191- er X - - / s''''.i• A 0 — 4410Y ""i" fr e "t iv,/ 7t 0 OP v.. .]:) .. • ' ,.. 1 Date: 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: Z Ct LU2 6 —J C.) O 0 LU 11.1 —J u_ ui 0 u.. w a xLLI Z 1— 0 Z 1— ai n a 0- O I— LIi Lu 1— P — 0 • 52 P 0 INSPECPI N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 INSPECTION RECORD Retain a copy with permit 20. 431-36 Project: /1/6 /2/1-1- 6 Type of Inspection: \.. /...77/2/if72/4./ 6 Address: 4'32),6 6 ./2 / Date Called: Special Instructions: Date Wanted: (...a: / 8 - 07 P.m. Requester: Phone No: -).- 5- -250 —73 /7 pproved per applicable codes. Corrections required prior to approval. COMMENTS: — i — /- q, 4 ( 47V--*-- ot• -----64( azert A.,A• // ,--ii 4 ( 74-• :,, .. ••• . .. ., •:•• , Inspector: Date—Art_6/7 $58.00 REINSP ION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: z < • • Z —I 0 O 0 coO CO LI.1 —1 F— U) u_ uj 0 g 7:a u-< co l— cl w 1 z I-0 z aj D • c 0— .0 1— • uj 1— • (") Z O 5-2 0 /-- Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. P �� CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 .-� 06)431-3 Project A, Type of Ins ectioneule •Date Address: Called: Special Instructions: Date Wanted. ' a.m. 4/-32-o7< p.m. Requester: , Phone No: 2-359e—G8',575 Approved per applicable codes. Corrections required prior to approval. COMMENTS: r 9/243 j J� S Date: •--(07� $58.00 REINSPECTION F • REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.:.. Date: INSPECTION RECORD Retain a copy with permit INS ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431(3 70 L. Project: AMR /f/V/) Type of Inspection: 17-14/1///1/ ip Address: 4/320 .5 13/P/ Date Called: Special Instructions: Date Want: - 5-- d2rn,-* Requester: ea,77?6'7,-1••• Phone No: 7%& — Approved per applicable codes. eg,C.O.rrections required prior to approval. COMMENTS: 5 .".c.-,...... / /,‘,5-ap <5::, ‘-4 ea,77?6'7,-1••• 5-,,,,- 7%& — 4, Inspector: D $58.00 REINSPECT paid at 6300 Sou Date: FEE REQUIRED. Prior to inspection, fee must be center Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: z 611 -.J 00 w LU U)LL uj 0 Ico a • w z 1- 0 z D 0 0 O I.- WW - 1- uj • 0 0 o O 1- z sJIJJ /22Y-- yis INSPECT! IN NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INS'P'ECTION RECORD' Retain a copy with permit Project:////f / J of Insspectt cion: /� // e /10\) Addres :4132,2 _c0 /3/ lq� VVType Date Called: Special Instructions: `J . ,Ry -o/ Date Wanted: .m] y�.../e,.., m, Requester: /Q Phone No: / 2/2X- 3s-, / --ogcr aApproved per applicable codes. Corrections required prior to approval. COMMENTS: PA; Ul elm /5, ,/4- / gAde..�l4 Inspector: r � ri o inspection, $58.00 REINSPECTION QUIR . Prior t p , fee m st be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit DoL4-LI \ S 06)431-3 Project: N0 E G i ► ,..(' A - /_to _ (44',prr d Type of Inspection: 1= 2 i14(Ir%J � Date Called: r) I v --! 6u�t __-_ Address: L-1 37 () c 13 \ 9L- Special Instructions: Date Wanted: W _ 1 ..__e> -? ca.m,, p.m. Requester: Phone No: .a..0 6,-35 L(- o s s s" -- Approved Approved per applicable codes. Corrections required prior to approval. COMMENTS:P. n G i ► ,..(' A - /_to _ (44',prr d `T -Svc• 0 11T) 12o ,•tl4'JAJ e t t -1 i Qt• 1, N, Insp ct r: Dat 58.00 REINSPECTION'EE REQUIRED. Prior to inspection, fee must be aid at 6300 SouthcentBlvd., Suite 100. Call to sechedule reinspection. Rect?ipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 1:1• •Ir et INSPECTION RECORD' Retain a copy with permit 06)43 1 -36 rProject: Type of Inspection: N f!A r,5 Address: /322 ,co /3/ /'' Date Called: Special Instructions: Date Wanted: 1-/, , a.m. - 7-e37 (1579 Requester: Phone No: OC6- 3-5-q- CR -55 EiApproved per applicable codes. Corrections required prior to approval. COMMENTS: 69 -J -e-/ _ -6>M/V'') - .5-0*-a?7-1 'fb//ze.e.,_s t_t...,,,....7,,,,z44, 4,.,,e,... iki:(- 4 "-J.? A---tz c ;ht.& r} A A/e Date: $58.030 REINSPECTION F E REQUIRED. Prior to inspection, fee must be L—I paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECT10 NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-" 6 0 Project: OVV4-, ?#.,/i Type of Inspection: 21<2/ n::: -...e..-9 )/:::J‘ \-) Address: 4/30 c? /3/ Pi' (f ate Called: _.„. Special Instructions: 6-0'77 (At:76- 721-41/ Date Wantvh,_ Requester.;..— _ // Phone No: ElApproved per applicable codes. El Corrections required prior to approval. kj t 1-1 COMMENTS: A 41 74I& 177 Inspect &6 $58.00 REINSPECTION F E REQUIRED. Prior to inspection, fee must be I -I paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit ;;;. I Project: . 4/V0z.--,,,,i4-1,0e,( Type of inspection: , •i /4/ 1/0,t, 4ez-, %--4:0s),,,,wo Addre`ssss� 2 � ]/1 ' /3/ //�/(y� Date Called: •'r / (. (r5' Special Instructions. / °: °O 00 U Date Wanted: < /0—fr_. a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. CrOMMENTS: • ri $58. f1NSPECTION`FEE I • UIRED. Prior to inspection, fee must be paid at 6300 Southcenter BE i., Suite 100. Call to sechedule reinspection. 4 Receipt No.: Date: 1; INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-36 INSPECTION RECORD Retain a copy with permit Llrr PERMIT NO. Project: Type of Inspection: Address: Date Called: 1- .4.4.r., ... / C(7/(t,;. . Special Instructions: . Date Wanted: - 4.,../ _ ) 1 a.m. p.m. Requester: - t ,?, et... Phone No: C_.:0/i l '1'A;,1 t Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: C(7/(t,;. . '‘r",) vs\ . t J ' r'*" Ut1:..' El i:.1.::,.-i.`i... . :i, 1-C,:, i cA .t;1 ,?, et... i J, 1-1 1,,i.41.1 C_.:0/i l '1'A;,1 t 1-1,i/' Fit.. j- .) r.‘ i Inspector: 7. 712,11.4 ; k..,(t:‘ • iv Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 17a4-415 Project: i N DV1AM Type of Inspection: X11141 i I VI 11.1 Address: Date Called. Special Instructions: i Date Wanted: - (0-07 a.m. p.m. Requester: Phone No: t ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: a: -11-,o1/141 e ((444/144it/to -L-off Inspector: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: i Bretiida Holt- D04-415: NorMed Landscape Inspection From: Carol Lumb To: Internet:jonathan@dbros.com Date: 07/06/2007 5:43:45 pm Subject: ,e-17:12r4TorMed Landscape Inspection CC: Bill Rambo; Brenda Holt; Jennifer Marshall z Jonathan:w ct I inspected the building landscaping today with Sandra Whiting, DCD's Urban Environmentalist and landscape expert. I am not able to approve the landscaping at this time. I will summarize below the v v0 corrections that are needed. Prior to calling for another inspection, the Landscaping Declaration must be 0 o provided to this office. Any substitutions that have been made must documented as part of the co w Landscape Declaration and noted on a revised Landscape Plan. You may mark up anoted on aLIJ i Landscaping Plan to illustrate the substitutions/revisions rather than have the Landscape Architect revise cn u.. the drawing if you prefer. w 0 Overall Corrections: g Q N 1. The groundcover spacing is too far apart - the Approved Landscape Plan calls for spacing at 24 -inches sw S for 1 gallon container, 18 -inches for 4 -inch pots - throughout the site the spacing is frequently 3 feet on Z H center. To correct this, you may triangulate the plantings to provide additional coverage, but there must ~ O be additional ground cover planted throughout the site. The spacing deficiency includes the landscape w f - parking bulbs. 2 D 2. In many places, beauty bark has been piled up against the trunk of planted trees - the base of the 00 trees must be cleared to prevent rotting of the trunks. For the ground cover, the beauty bark must not p N cor the crowns of the plants. 0 ve 3. Many of the sprinkler heads are covered up by the beauty bark and as a result the plant material is = v not getting watered, particularly on the west side of the building. u_ H — O South side of building (44th Place S. side) `iii co H= 1. 3 of the 4 Snow Drop trees are very stressed - please examine the trees to assess their condition and z replace as appropriate. 2. Insufficient ground cover - see #1 of Overall Corrections. Southeast Corner 1. The Approved Landscape Plan shows 6 Western Cedars - only 3 are planted. Please note that the 3 planted cedars have been spaced correctly and that the missing cedars must be similarly spaced. East Side of Building (Light Rail side) 1. The Approved Landscape Plan shows seven Redspire Flowering Pear trees spaced along the east side. Five of these trees are dead or dying - the only healthy trees appear to be the ones at the northeast end of that side. Replace the dead/dying trees. 2. Insufficient ground cover - see #1 of Overall Corrections. North Side of Building 1. Three rhododendron have been substituted for 3 Heavenly Bamboo. Please note this on the substitutions list. 2. The two Redspire Flowering Pear trees appear to be dead. Replace these trees. 3. The Approved Landscape Plan shows 28 Otto Luyken Laurels along the building - there are only 25 planted. Plant the missing shrubs. Brenda, bit - D04=415: NorMed Landscape Inspection 4. Insufficient ground cover - see #1 of Overall Corrections. West Side of Building 1. Insufficient ground cover - see #1 of Overall Corrections. 2. The Approved Landscape Plan shows rhododendrons on both sides of several of the Vine Maples. The second rhododendron is missing from the third Vine Maple from the NW corner of the building. 3. Approximately 108 feet from the northwest corner of the building there is a dead Abelia plant - this must be replaced. In addition, a number of Abelia are missing from this side of the building as you move towards the front door on 44th Place S. These must be planted. 4. Again, the Redspire Flowering Pear trees are doing very poorly - one appears to be dead, the other two very stressed. Evaluate the condition of the stressed trees to determine if they need to be replaced and replace the dead one. 5. One rhododendron is missing from the grouping adjacent to the front entrance. If you have questions, please call me at 206-431-3661. I will be out of the office on Monday, 7/9. Carol Lumb Senior Planner Dept. of Community Development INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Do 4/ 5 Project: /\/0/6fleGX " 51-2-7,4' .r.tAc.lapi Type of Inspection:, it...) t -iii. Ci./, 3]-1:2//0 x .,t,Lat,,„1 Address: i/5 AO S /3 I Pi 27 b 4 Date Call d: 03 b.5 he ,7)h--)/(..(- ia,ri Special Instructions: ' Date Wanted: a.m. p.m. Requester. /flvaa-) Phone No: a(/)-- ed,lk. '''°7 Approved per applicable codes. Corrections required prior to approval. COMMENTS: " 51-2-7,4' .r.tAc.lapi 3]-1:2//0 x .,t,Lat,,„1 27 b 4 ,7)h--)/(..(- ia,ri 11-2:2(cl, -rs'A.-.6-Lgt CI'. 3/1--) /0(6 41LAP'ADI 1 3h---)/6 f LA-eLLIc Inspector: 64) Date: 3)-1-;2/cr JJ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: Z 21" 6 = _J 00 • W W • u_ Wo -7J < to I z 0 ZI- LLJ• LJJ 0 n 0 0- O 1- W u. • ro ill co 0 l= 01- z INSPECTION NO. INSPECTION RECORD Retain a copy with permit 06t1 -116- PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project:Type l of Inspection: 'n L J - 712...c/7 g.(L i Uc% a j, tc. “7-T 64 ( C ( ` �i a ! 1 G4 c P ---.Hi S Addrets:41 /t�—LC) P, (5F ill Date Called: -)(�-�C�? C)r- (.14 rs cc -4(11°.J 72_ 7/Z�f(e7 7(2 -.Vo? i-4 6 , Special Instructions: .4-4wir.57 Date Wanted:(' ?l7-) 4:2 a.m. p.m. Requester: T --t t Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS:' 4 _,jL ,may , J i, 2.6.,... 5 c/ %1 r)( rf/,576,) il)i,ttkfLOqb 11,A7:1_ �" s. GO 7(E - C1 r? /Z-1Lf6- )T;e+-/C )c c L le- l Plc) 5 - 712...c/7 g.(L i Uc% a j, tc. “7-T 64 ( C ( ` �i a ! 1 G4 c P ---.Hi S 112—CI J ) -raj 2 L4r-t_,, 7iLs /J-7 r Gi - k a k' ir, A, -,e CI', 7/2 5'77 l= i,4-.. l -)(�-�C�? C)r- (.14 rs cc -4(11°.J 72_ i iI- cp -t -' i . 7(2 -.Vo? i-4 6 , -VI-CP c,-bktri. 14u72), 10 e. saiz. .4-4wir.57 1 Inspector: Date: 7(15707 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: Date: .s. t.•.e-K'l:v..�d:&11btu.:u�'.Ynr;.rr...u_:+n..•.,. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 ProjfmtAa .01 Type of Inspection: 6' F i/e10 if 3 2e) 5 RI 5( —//Address: - Date Caled: 6(017 Special Instructions: /43 7._() 5 I p to( Date Wanted: i • (( c( a.m. p.m. Requester: 1'I,K. 74-fA,4 c41 }(-( Phone No: / EiApproved per applicable codes. EiCorrections required prior to approval. COMMENTS: Z/A.;7 Aee /6\,,Arfigd Wit 1270Ali (z 6A- g if bC h441 0 /C • F16&„45L) Iv' 410:i fi--e_ ( &- i.e.. 144 r-- •°& Afp/ /54 kfiii/k 7-) Ai_a_IA) /43 7._() 5 I p to( ' 0/9/1 p 1120), ti /11 p1 ti Inspector: (,1 L1 $58.O0 paid at Date: / / V..)2 REINSPECTION FEE REQUIRE!). Prior to inspection, fee must be 6300 Southcenter,Bivd., Suite 100. Call to sechedule reinspection. Receipt No Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Dost Project: Mv%l., Ul V Type of Inspection: cc A 5. Address: t 2v 5. 13(Q ( Date Called: 5��5/xl Special Instructions: Date Wanted: / , (/ a.m. p.m. Requester Phone No: / Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: / wC)4- C,U 5 ( 3 / S'12/ o' d 7 ,,,,,iii -,(4-72,,,i4-7/7_44 C - '),A ib if c./)Q/ IQ0• S, ic,4s/ 7D . / Inspector: Date: 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. [eceiPt No.: Date: PI • ••••;'• • • ' • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Ivc Project: MOkitgb Type of Inspection: GA Address: Date Called: ...pzioi Special Instructions: Date Wanted: a.m. p.m. Requester: lq({4# /A4 ifid- cgt -Phone No: -A, :11 ElApproved per applicable codes. EJCorrections required prior to approval. COMMENTS: qalai (Aitt,,otJA kit) sa , , , fut ri ' / # 61,t-- e i:41/rt Li? 6/ 5 i\ly II( ilit,\ ipf.tre. (11 OM Igli/tAi,t 5149pAetn r7t Ai_e;fAJ trudifibli-, >e-A-"Liq , c ' V .,„ Inspector: Date: e -1 LJ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY* OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 DoLi Project: Type of Inspection: Address: � �-2C) s 071 r i Ate Called: / /� ` °7/U -7 Special Instructions: Date Wanted: r a.m. ! i ! / p.m. Requester ���� /eyJ irr. 7 -„ Phone No: ElApproved per applicable codes. Corrections required prior to. approval. COMMENTS: $,69 {A/_n 4,u au._ (401 7 -„ ii'E- ,-.2.. 4. / 4A,-1,5 (CI _.,-ik-ft- 61( /w/Aip_o_dik er, 4 , 447, ' /4cc..: c j c r",/ Uri, / Skin /il f at -45,4 .. &a Inspector: 6J4 Date: 5// b7 ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit DU`!-Lf(c PERMIT NO. Project: Type of Inspection: ... Addres Date Called: 414 7/4r7 Special Instructions: , Date Wanted:i 1 ' a.m. p.m. Requester: n A mit,. • i VI L. i U 5 (4 , - Phone No: Approved per applicable codes. EJCorrections required prior to approval. COMMENTS: 1 /?-. / 6? p.p (,0-kilAtt_,A,,, olio 4(4-,ixi,,n6, tJ\ 4---/ i' v &€h.. I) N 10'1 c.c � t) t 4 �!1 10 J. ,- c i ),q0 pci_ - u/.\ q --A b op, qvLit,L41‘. - 1 i ia , un p i Inspector: ki Date: (66-.Y67 ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: t,. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 00-1- 1-1(5 Project: f.dtfiNkl PO Type of Inspection: _ r b(4 4:10-747 Tn muik Address: /-07-1-c)5 . , 4 Date Called: l(I 7/V Special Instructions: Date Wanted:r )4p.m. a.m. Requester: r MaA�`�/t Jam, ci 14- 1 v Phone No: t ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 4:10-747 Tn muik f. g T c A, id' vitti.v a� IMS (tJIJ c P)� « «1 nP � � t ,Yr� ��` � *Di' sic wee NI 0 -F 1 S Li2-e 1 v t t N 12(6/0 0 i cua &I I_.p it -1-4L)t -TANA ID'' )C " Tee -Tu / u (-f k `' p sig 4 F :.,t gi� v /5 U , To C.�� 1 v' r U„ � i1 c 1 u O Ut e, IA 3, Inl 0 li +D C._.bAii lLA LLQ -73 t Li, Inspector: Date: ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit PERMIT NO. Pro ect: Kra—Ma Type of Inspection: WWI Address: 1) ?U S (Jr (1( Date Called: '-)10270-2 Special Instructions: Date Wanted: I' 11 a.m. p.m. Requester:�� //�" / Hyl Giik- /ern I Cir` I0I/ 0tIC.. l" pIc .ec Phone No: JV/d ��/�/� �� \ l \ if ` l ), /�e �( 0 w ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 47/)7 ' C,b\ o 13 � fid Se )� `�`'' ,► �� " r�� x -�-j-� cam- � �.v . _ f � G 10"X 10 �.Q.e 0/ Nil 6 t\). Cir` I0I/ 0tIC.. l" pIc .ec JV/d ��/�/� �� \ l \ if ` l ), /�e �( 0 w L g?(o(.1C_ (A «{ a p ( d, l , la I (W (...1 AZ ea A / Ild\ )` ° 2)) , ik,V I 12) y C Ulf �/ ivILAI) -cG .,k.v.-0k cV(4[64L4An . M Lcc.+7A,v_o lb FA -4 1 11AA, -.#A C 4N.a P -1--/t-INA Ie (? V, ` Ai Sto A P -A T N otLi 6 K /I 1 i7 (bt i" . .0 ((AA, t ) LA) 4/ Inspector: Date: 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to sechedute reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit Dog-Lfi5 PERMIT NO. t Prol'ec�J�'d W/1 ?/ 7 . i 1A *..1 --4 A nM_- 1 a" r (m ew ) Type of Inspection: I Address: 4(S 2.4) S /4/ // Date Called: 4/2'7o7 Special Instructions: -F04-(-ILtour..�i k604 -ic-v i L - Date Wanted: a.m. ,% o7 p.m. /!! Requester:/ /g4iff 6/it 6( Phone No: i Approved per applicable codes. D Corrections required prior to approval. COMMENTS: H,i(. /E-fi c.o (.er. t. a'1 W/1 ?/ 7 . i 1A *..1 --4 A nM_- 1 a" r (m ew ) n ( ID A" (W? F% • Q G9' 4 C /9.5i 6. `,-e Oz_i fl , ` O' vfl 1 . w047 j 11/2.-/ r/ I 7-al 9 " -F04-(-ILtour..�i k604 -ic-v i L - / t,, G� ' 4 -LA.- Gil / '�y--,f lit p , c , i � Rt „v -f S .,,�'• Inspector: 6},) Date: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit poLf-qc PERMIT NO. Project i Type of Inspection: W to p Address: � 20 S 0((2/ Date Called: q c,7 Special Instructions: Date Wanted: a.m. I" `- / p.m. Requester: A2 4j( /&IjL �y Phone No: l Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: 4'i Vab 7 T�., CAA ej m /let d' 0 T . C--cP4 11 Vi. c-1 U (R.Q --t-dvA ( m'o 1, 5 $- ---► v'/ �e � i PLV piii6/ IJ1/ 7 i w V C S U Oot cliJAl- '7/' (J/ Tr . I s" L C Inspector: Date: zi(-46 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit ,DaH-u(S PERMIT NO. Project: ��e� Type of Inspection:'' tt Yki / 11 1 ela Address: 4W-C.)-C.)s r ( , ( Date Called: lldill)7ju-7 i U.. 4 D E.` iqo Special Instructions: • Pcih /i.n a di( Date Wanted: Li/ P/67 a.m. p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 11 1 ela fki CIA,6 itia-LL pitu,j IAA9. J -NAI, lo'' P 6 c. I b lit" - 4, lAti 1-Q,(1•) i U.. 4 D E.` iqo 955 Pcih /i.n a di( Inspector: csk) Date: ` fitO C�� ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection.. Receipt No.: Date: INSPECTION NO. • INSPECTION RECORD Retain a copy with permit Dog PERMIT NO. NO. • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project: WO 0 Type of Inspection: tki )1/1 if, A dress: ift2-0 13 i V ( Date Called: 41 I OW 14/1/0 -P-te. Special Instructions: Date Wanted: k/i,/0-) a.m. p.m. Req ,/ I_ L'Alvv,A,1 cxv, 7 Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: i 14/1/0 -P-te. (44-C14-- 1 CJiArilfirk Wt.DAA-1\ 4-/K 0-- Sul ,i14 I....61,. 11\44e o-N,,A, p -4 c k. pLI1c-(c--c-1:, 10 4 f/t-x,,, Lot' 2 o 6- . k).1 F A ST 11-tdA. N of N.P.,.--) ()A in -1=:- i I . Inspector: 6 A,) Date: 4)1 LI $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: r—. re 2 6 0 00 u) a • w LU —J 1-- U) u j 0 -J g u.. w z 1._ I— 0 Z u j 0 0 — O I- L1J • e IL 176 Z LU w 0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit 604 -`fit PERMIT NO. Projechc rukkvy._Type of Inspection: t '' 11 rrtt,, 1 N N� kms. Addres49 /, 177(c / Date Called: / f J7 44/67 Special Instructions: 6.1� v ( J u)� - Date Wanted: li i / a.m. p.m. Re seter:/ , /64)1 C 6. Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: kms. 16" o'` PO( T..o K_ i, ` F _0 , y/W 67 1 I[ AQ. ct�.,,,� 6i r DI 4 iktio � I4 c k ) a 6.1� v ( J u)� - r L/Ho-7 1. Ft k ( iiettA,Q cc/2 cA-Ait. 1( O C.- 'Ts S T 4 . of .i4,,,�f�'(' d/ N s y i Imo \ 5?7 -RN V Inspector: Gilnotv Date: 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. Receipt No.: Date: 4'. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Doo --14i 5 Project: Normed Type of Inspection: I�/al-erIihe. Address: ,`32O s 131 p) Date Called: 3-26-07 Special Instructions: Date Wanted: 3 _ 2:1—d7 En i Requester: A Ark Phone No: 206-571- 06-571w &L 10 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 3/2-* v? r/Ad(A-4,A, /.6`1 i) . %' 72 A: m / rtivit/q-i/ mi S r€L W/ & 14 45/s1.I ro Ews t wri,,t, ,A.4 -i- lAjl / I /',. c%.�.5 , /X f5 t1,,,h gal ; xrnd/ '` �rlL W b /, A c V ct%1 r�11 /d" � 1 120_6024 r'i ,h/ e/ gco cc,14,,L r Fv k lis,( to ids` A AA -6, Trig --,:c. / Inspector: (�l Date: //7 1-1 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 • INSPECTION RECORD Retain a copy with permit PERMIT NO. Project: I\M-Vg0 Type of Inspection: VO AA Address:Date t/(' 1. Called: s / illo 107 ) Sp c structions: ( 1' 3 Li Date Wanted: a.m. S71.-7 1 07 p.m. 10D lava Requester: / M. [11-K, M 1 b kr a . 0 4111.1 NAL/r: 9.?A-Nr. kL. br AfiftA V , esT Phone No: 4,,Aii- b im /-' IONK ElApproved per applicable codes. EJCorrections required,prior to approval. COMMENTS: (IN 1411-/ A fo4e, 0'101 /7/1)7 6frii fpo ON171ft",- iz buc( 91 t)(2/‘ 6n) 5 ( pC loispi-- I-A? i /017 -(66, (o A/(, IA CIM -1-1 ( ord-t-i• 6 NAL/r: 9.?A-Nr. kL. br AfiftA V , 14Ji.t.ee,t ii X ab iq .-t) (L. Tv KA._ 4,,Aii- • I (KNAAL,siz u/\s---kki q 1 ( DI To -k•MT: Inspector: Date: s fz-7 )7 ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Jj • Z /11• 2 6 = -J O 0 coc U) ILI W I —1 CO LL, uj 0 g IL. a co I- ▪ al z 1-0 z t- ut j 0 n 0 o ID I— Ui 1—u j r: EL- 0 a; to 0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Doo -1415 Project: Normed Type of Inspection: DIOrIv) Address: 43a0 S 131 p '' Date Called: ) ?+14_07 Special Instructions: Date Wanted:a.m. 3--15—D7 Requester: Mark Phone No: Z06. -53i-6218 Approved per applicable codes. Corrections required prior to approval. COMMENTS: S/6/07 /o7 D- S t" 111,," ( ws'or sc16 /(-4 , Inspector: cw Date: 375/ ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: h z tf'ZW .iU U Oco• u. • tu W O 2 ga co =a I— W Z1 I— O Z w U� O N O H. W W 1 --• Ur LL O. Z U W —_ O 1- �1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDINGDIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)43 1 -3670 DN. -41s* Project:Type Norm ea of Inspection: -0 wai-ex.) rre - Con Address:14310 s 1 z 1 cl Date Called: 3-2-07 Special Instructions: • or sje Pre-!oy% Date Wanted: 3-e-07 Requester: NICI r•K Phone No: 206— 571-8248 ElApproved per applicable codes. OCorrections required prior to approval. COMMENTS: ' j )01 . N -(a( 4';0A if tijcZA KA ov ctoil m (LA iv) , 6"f4 t-i-vt-; \J it-Ai-kfl ol-p-f2A,J, ) Ai - ' ut,--1 I -e (i/vo c L 60, i 1 I cp/Li, ei 0 !! 6F -rvi.k Uam—PV4-70-44 . . Inspector: Date: 3/(047 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be 1-1 paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: z Lu2 6 D -J 00 w Lux LL., w0 LL ci w z o z ui 0 0 — CI I— LIJ uj 11. w F. I 0 }- z 55S INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 06)431 -3670 INSPECTION RECORD Retain a copy with permit PERMIT NO. Project:,Type b irmed of Inspection: c3S S Address: vR ,S !2) PI Date Called: 0(%)5107 SpecInstructions: ',go or d :o O S i .e Date Wanted: Oa)/007 a, p.m Requester: K (I 6 -Le -‘4440 itia- Phone No: I 6:4 . I LiApproved per applicable codes. ® Corrections required prior to approval. COMMENTS: 24/1/ C.-� " .,i //, 2-5-24. OIC . £.jcc lSS if4N 6 k ... MC .f4- 473 747 PC. (I 6 -Le -‘4440 itia- I 6:4 . I I( i wti U Cit', Inspector: G4:1 Date: ii‘aA ❑ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit Docl —Li 6 J PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project: 16 12-110., D Type of Inspection: c1) Ad res 74 7 5 t� 0 c + Date Called: U 1 1171 f Special Instructions: S i) Y11 Ft L" S-0 1 Z' PC 4-/t-4\41%, Date Wanted:(/ V67 a.m. p.m. Requester: G Phone No: 2'L 5( Qzty ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: f , I q°1 S i) Y11 Ft L" S-0 1 Z' PC 4-/t-4\41%, 5 O wi ti c TO 4 rug_44 va t "1m.° (6' °ILIA e4L pcfk, S 1) iM 14 (o St 1,04,1 U 040- o i . i Inspector: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: it t.: • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit PERMIT NO. Norte edProject: of Inspectio TyneWc&-k-e',i Pre Con Address: 3:1-o s i ii PI Date Called: 11 15-06 Special Instructions: Date Wanted: 11-2i-06 Vim` Pm Requester:M a r - e (It.,1 -t( - 3 v rT Phone No: 206 511-021 s () c ail ❑ Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: i&41 OC () (A a u t�.)l -1-,s1 -w� (IAA, - e (It.,1 -t( - 3 v rT IM l,c.A(., s () c ail S p..i. C �-C1 ice. � 4 L- f ( C i-eL)1 -� .- `lk.cL `t 1 Gc.Gi3' . c c-kie �. G OA ` 0�. �� y q v 4u - i - Inspector: Date: 1, ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION RECORD DjiV Retain a copy with permit�5 INSPECTION NO. PERMIT NO. CITY OF.TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Proje t: Type of Inspection: }04/06 Address: S. P!Date n4)/0 Called. Special Instructions: Date Wanted: ' a.m. p.m. Requester: 3/fit civ Phone No: k Approved per applicable codes. El Corrections required prior to approval. COMMENTS: }04/06 he/ ,c-7, v/71/6- /7/ ///eZLf55. , /%/ /0G 3/fit civ 674y fix f=7) i k r!riti �l/(/V6 t.t if / I ( S / aX1^/5 /7/11 ! . /ci;v r A )v % '.' - F J' /),e-,-* 1 /4, c/ /4 Tm L //v 144,7-4 a 5. l?/ /)i m;eC,Ar(, G Inspector: �tJ Date: /0/2.0/cx ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali. to sechedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with` permit Day--tos PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project: ��o►nreG{ Type o spection: fe-corp.' Address• f aI D l 51 P1 Date Called: /U //oh) Special Instructions: 09,'00 42 r - f vo trk eaf) it C/o ''/ S, Cct //. r (PS�l�cr�c (e Date Wanted: rr /0 %ii /o (, (.m. Requester �e Phone No: fir., - ?)i -/-08'S'5 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ac) Yom- (G„\ ubz-t^ Inspector: 614( 1157o Date: El$58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd., #100, Tukwila, WA 98188 (206)431-3670 INSPECTION RECORD Retain a copy with permit PERMIT NO. ject: Pro/JO Ma Type of Inspection: , SC— A4r5sj J /3/5F-1,1 3/5 1,1 Date Called: 'Ae Special Instructions: Date Wanted: / 3/3/Ob a.m. p.m. Reques r: 6l) Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 3/2114)6 St44‘t, (40,01-A,144 ��e,ad-46(f-vo4 ska /14( 3lC o 06 (aA4-u. , cA,p4 igx,r4 Inspector: Date: 3//a -4 /a-4 ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal( to sechedule reinspection. Receipt No.: Date: »:xyta sr. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 1 -3670 D09-9/5 Project: NO t 2 -Me-D Type of Inspection: 1- F 5 (--- Address: q;!o 5 l3/ P/ Date Called: z./1310d Special Instructions: Date Wanted:/1L' f 5-106ap:m. m. Reques er: ` ik Phone No Approved per applicable codes. Corrections required prior to approval. COMMENTS: 2 'Job Ra -AA P 4, , i&A)A r- p (a.a - Sfo D) 0 (, ,� app —P,_ Inspector: CP Date: 7"1/106 ❑ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Dog - Li/ 5 Project 4, k1 Type of Inspection: „FE S Date Called: i/ 3//o 1 Abi 1...,Al. Abdress: g310 5 t31 P1 Special Instructions: A of [b !1 I d t__.tC/ At,, WSJ (in o.A f Date Wanted: t r t� a.m. p.m. Requester: tom` Ic 7» d/Ufrieil Phone No: , EIApproved per applicable codes. Corrections required prior to approval. COMMENTS: 1 't 10/, W(2- sit l0/ 11:w 1 Abi 1...,Al. PA u 01 � &-459r)A.) Comb t,- S t E i4�.4 v f`aP vt Lit 1 Q..�. , C (yri,c7 -!(4 a !! �1., -P.A/� A of [b !1 I d t__.tC/ At,, WSJ (in o.A f Wt2o9 tid S 1k't fel bat.tMAVA 7 516 ID ' 5.ni ANI/k- pit o< 4,, iqa s , . . (JCI .t r�,vi . VOAS. an trtA pc,A-i-t 0,1j- s- al iox, i-Nas,,,( ctitL6,. Inspector: 6A) Date: //761 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: l INSPECTION NO. INSPECTION RECORD Retain a copy with permit /IMP 9r P RMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project: Type of Inspection: LIA4,0 cin, 64 c) (A 4 Et-. So Address: ia /3l #Date Called: /71[2 -la 5 - i-.6. 1-k-4 W 42 - t AA -d7 &Ai). (Al/ 7 - Special Instructions: Date Wanted:! f `/ a.m. p.m. Requester: 4(J - rac,--tac , vlerNA, s 4 kto 04-910i -e.t.n..'. .1.- C. 5 C p(4 Phone No: 2,377 ' 2-2-) r'J .Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: 171/445- CO\tA-Gj' el kto4 Ora rot AA/ LIA4,0 cin, 64 c) (A 4 Et-. So , P?v1 LTA ( i-.6. 1-k-4 W 42 - t AA -d7 &Ai). (Al/ 7 - 19, A !. Duo 0,e,i ,,,-- A ,n, { . t - t at -5_c 0- G-f)QAA-U-Qs vet\ c',, Pit, 0,41--,aok ' wv-t4 (l Al. ii.tA ii/p4P4 , vlerNA, s 4 kto 04-910i -e.t.n..'. .1.- C. 5 C p(4 'cAi r'J Inspector: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: • ),,k) fac INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Doi L11,5- Pr ect:Type Afi fAitheildq5 - of Inspection: igS C' Address: Date Called: 972b/0 .s--°' Special Instructions: ' Date Wanted:'t / / a.m. p.m. Requester: AllaitAtai Phone No: 2 3 .'77-OZZI ElApproved per applicable codes. DCorrections required prior to approval. COMMENTS: 9/rte d 4" 1 5h/ S /LT— / /11,,,,Adi 4A -sr- yokie ci y L,tis A --to it'd L �/2-/aSJ Inspector: 64i Date: ?/z(/ 5 El$58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: P►� INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Doi -I -LI 15 Project: j'JOtz-M rA Type ofInspection• V/� —L0 Address: 14-)t) 5 ISI VI Date Called: 9/201/05 Special Instructions: Date Wanted:, ` l. i a.m. P. Reques \) / /f % flt6�) l t� G: tz Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: I. ,J. • Cf V-) b`c - TiNS1 Ali G. p % - i0 s6c_S V1290 57-A - A..6--A---- ..----,.- - ,cr���(.u� •. fP.A- f .6 i,1..1 , -- e 4 -- 14, c) o ik kA) S L fia� 1 ... .� ff r , 0, I�' TAS. c.. _ Lo 1 /} 1 --... f In 4�� ,N-�-:� ,,, Lk, J--. A wAli I 1 Inspector: (kJ Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMIT NO. (2 06)431 -3670 Proj o b f� Type of Inspection:, 144 cfc 4470:- ,' 4gc4-&7 ciS !?75: WIi,i 4;)6XX-i4.1 9I 2 6s --- )2,4041/ t- y s,! i) _bibill5 Addres / / 3 f A GG(`�i s d L. Date Called: x �� ✓� /Ii to. (04,14 5/T /15A Special instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS:I g- / i t thl ) /f/'S 3 I24 -'6h (7- 7— 144 cfc 4470:- ,' 4gc4-&7 ciS !?75: WIi,i 4;)6XX-i4.1 9I 2 6s --- )2,4041/ t- y s,! i) _bibill5 ;;(M 4. w, 7l J M1 ft for) 7-. AW /y 9/23 Jar /2,b$' ? f>ff t7fea7 /f 1R✓I /Ii to. (04,14 5/T /15A ;e9 - C044l -3r /9,S --^6),,c Ach.c,k_y Inspector: Date: 7122,6 s--- El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit .00+/_ r//,S� — - c' r, x�• PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East. Tukwila, Wa. 98188 206-575-4407 Project: j/oe•,-,/ityG{,. Type of Inspection: F11 f.i i r C), 7 ,4 ///0 -51-47 !'Qr-r -.1G., Address: ; / 2 v Suite #: _s /.7 l ,;2( , Contact Person: -, / -//) . Special Instructions: vil PhoneNo.:..% ] (J 25 - 74 (Mile. - j-;2.2-- / MApproved per applicable codes. Corrections required prior to approval. COMMENTS: / Sprinklers: �'' Fire Alarm: / Hood & Duct: , • .7'1)-)i4+!; vil 1-i 1 r: ) (Mile. . Permits: / (i) rel eiC 116,171 1 .2 • r c.;�...- (.%;14. 1=7-r 5 zir"4 (---4,—K; -r_ 1',{ .__ Needs Shift Inspection: / Sprinklers: �'' Fire Alarm: / Hood & Duct: / Monitor: Pre Fire: / Permits: / Occupancy Type: .� f Inspector: --c,,' 5-i5- Date: /, / c> 7 Hrs.: /' $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from 4e City of Tukwila Finance Department. CaII to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /.� cs 4i -- (> 7 -- J— - PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-44 Project: A/of-,?,.e.ci Sprinklers: Fire Alarm: Type of Inspection: ,-L 414,i_14.-1 Address: 9/ 5 z v Suite #: 5 / ?,/ pi . Contact Person: f-), G. - Special Instructions: Phone No.: t/Z6-- ?3 G' - dZ2- l Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: ' Y i' r 1078 ell / `i1 ,1 J e; IC Pre -Fire: St;h6.Ar-vn,'zecis ,-.5')a7ah-es L"s„-,-•.r,.-4,, �4ret. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: SC,t) 57 5 • ry- • Date: iii/in 7 Hrs.: / 1 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc' 1/13/06 T.F.D. Form F.P. 113 M INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit t o e,/ — U•7— S-- c)3a PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: j 1 S/, Sprinklers: l l Type of Inspection: Address: VS 1 v S. ) 3 1.: PL; Suite #: -' .' ; ' , -" Contact Person: _ . Special Instructions: i Permits: Occupancy Type: / Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 541' r: n )e.1 -e', -r 0.) V PI)/ • Needs Shift Inspection: S/, Sprinklers: / Fire Alarm: Hrs.: Hood & Duct: / Monitor: •, Pre -Fire: / Permits: Occupancy Type: / Inspector: S/, � t) �' Date: ;if f�4*---,.j c� Hrs.: $50.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 2. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit c.)—} - k• - v�C� PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: (J 0 e.w, c,D Date: ://z 4-, f/ Sprinklers: Fire Alarm: Type of Inspection: Address: 16-447e, 5. Suite #: 01)l'7 13 1 Pi., Contact Person: i1� Special Instructions: Pre -Fire: Permits: Phone No.: LRS.- 43sr- 82z 1 Approved per applicable codes. 1-% Corrections required prior to approval. COMMENTS: Date: ://z 4-, f/ Sprinklers: Fire Alarm: y CD :41-72-05L3 AJ L b Hood & Duct: l ,SVg014 �,/1 x`30 . 4 (i,?w ,,,;o,1, / W\ Pre -Fire: Permits: , Occupancy Type: roo A r3) .__— 6,-fim- %I 7 to th,0A11 `` , _ _/ 77.7-71,-;77,14 //L47) -Cc/ (pis- r z 4 r2 7-7- q Z D6 , ?. _ t�G/3 Needs Shift Inspection: Date: ://z 4-, f/ Sprinklers: Fire Alarm: y Hood & Duct: Monitor: (i,?w ,,,;o,1, / W\ Pre -Fire: Permits: , Occupancy Type: Inspector: ciw �5 i z Date: ://z 4-, f/ Hrs.: 5 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit -DoL( - Li 1 5 v=1 -S v3(a PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: hl o e. t -, Sprinklers: Fire Alarm: Type of Inspection: Address: t-13 ‘o S . Suite #: 13\ PL Contact Person: r L Special Instructions: Phone No.: 1-12 -73,6- 9_,?? c Approved per applicable codes. Corrections required prior to approval. COMMENTS: l P t2 i m e i n2_ i -V -i n 12.-D - C� k at,_I e-t.,�tL,�_ CoOt- - vK • Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: w C.j Date: 7//5 /07- H rs.: 2 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from City of Tukwila Finance Department. Call to schedule a reinspection. Word/Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 June 15, 2007 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118-3216 USA Tel: (206) 725-4600 • Toll Free: (888) OTTO-4-US • Fax: (206) 723-2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com City of Tukwila Building Department 6200 Southcenter Blvd Tukwila, WA 98188 Project: Normed Shaw Address: 4310 S. 131st Place, Tukwila 111.13 'fUN202001 04014f Rival, • Permit Number: D04415 Job Number: 06-753 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. 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. Epoxy grouting 4. Structural steel erection 5. Roof diaphragm nailing 6. Asphalt compaction Sincerely, OTTO ROSENAU & ASSOCIATES, INC. Q.PJ1en(x.0 -Nr4c4. Susan Rosenau-Moser Vice President Email c: jonathan@ dbros.com Dave Larson - Ftng Subgrade Verificatlon.pdf TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences November 29, 2006 Project No. T-5613-1 Mr. Larry Shaw NorMed-Shaw Partnership P.O. Box 3644 Seattle, Washington 98124-3644 Subject: Foundation Subgrade Verification Methodology NorMed Warehouse Tukwila, Washington Dear Mr. Shaw: As requested by Tye Grosliong of Donovan Brothers Construction, we are providing a summary of the methodology Terra Associates, Inc. is using to verify adequate subgrade conditions in building foundation areas. Our methodology is as follows: • Observe the excavation of a test pit at each interior column foundation and approximately every 100 feet along the building perimeter to verify the presence of at least two feet of firm mineral soil fill beneath the bottom of footing elevation. • Footing areas observed to have less than two feet of adequate fill material, or the where the existing fill does not consist predominantly of firm mineral soil, are to be overexcavated to a depth two feet below the bottom of footing elevation and restored to grade with ballast rack or structural fill consisting of adequately compacted mineral soil. If you have any questions or require any additional infonnation, please call. Sincerely yours, TERRA ASSOCIATES, INC. John C. Sadler, L.E.G., L.H.G. Project Manager cc: Tye Groshong, Donovan Brothers Construction Dave Larson, City of Tukwila 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821-7777 • Fax (425) 821-4334 RECEIVED L 6 Z00 I It , n : ' t. , ! n ©EPARTf?t NT Dave Larson - Field Memo 10-26-06 AM.pdf TERRA ASSOCIATES, Geotechnical Consultants (425) 821-7777 Kirkland, Washington Project: n (VC L--;ff Location: l9 Weather: ate 002711 Present Al Site: Inc. Daily Field Memo Project Nol &I/ Memo No. Subject: . R711)1,-11,4 EcNJ 0 &12'-f,11 Contractor' PC -1,10.\(&"1 cr MAL. tvl re 4.4--11.1 c": -s4 ..5 'V? P AAA, oc. 1. ;I it; 'T -F To 1L Ine-6•41. v) 'f7 ir1> .1-14v-2, FCL),1/4.3DzA:71—r DO A t .--2t Er; r:ft- -17 -Ti-t 46)0r0 (.1,4) r??S.Lii,j) t--‘&1 -61rii? 1) 10 ), A pp 11-'31., 1 hiii&r.-1,11 b iirt.100:r1A. -r ,4, * /.11-71:46e;r6(2--crAJE.--72, \J a 137, 'MP Frin.14, / 171.4, c...; it -s \.1 -6" /5'i --ru5 -ro 24454> 1/4 I Tr...1 .0 La- RoI -r-LAA.-r C>1,1 11-1 r .g15rIzz=1- eF ni C \14.17"1/'—. 1'p VeVe_ 11--1-1:1=-M A 60 6n, (Ai i 019T -C-31-4---1 te-4 t- RC:COMM 57,11>AT7 crike,41.).17.,A, P.133-51 )S "FD t"?'" I OD kr, Pixic; '&12,62.1nk By: 414.4,1_ 4-aeLf_ALA CoplesTo• LA S77-1. 4 fry -Fete, P--;' (-( 1.2171,1 o v j z 1- 6 -J • 0 W cow W I • LL, Ili 0 g u. co 11.1 Z ' 0 Z F- LU O u) O — W C1 1- uj I 0 u, F: 0 1— October 27, 2006 Mr. Dave Larson City of Tukwila Holmvig, DeWitt & Associates, Inc. Land Surveying & Engineering RE: Normed Building Dear Mr. Larson: I am the surveyor for Holmvig, DeWitt & Associates, Inc. I am writing this letter to certify that the stakes placed for the new Normed Building were set per plan and will be located in the correct place within the subject property. Best Regards, Michael R. DeWitt, PLS Director of Surveys 131 Y7.Y C yk•7 N F t. r. U 2.00 IDEP:4F41-Vr:4 (17 1036 Cole Street Enumclaw, WA 98022 (360)825-6963 (360)272-0106 mike@hdasurvey.com NorMed P.O. Box 3644 Seattle, WA 98124 (206) 242-8228 June 26, 2006 NorMed-Shaw Partnership Mr. Greg Villanueva Project Inspector Public Works Department City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, Washington 98188-2544 Re: Permit No. D04-415 Dear Greg: pae..vvlay. N 1 RECEIVED JUN 27 2006 TUKWILA PUBLIC WORKS As a follow up to your site visit and inspection on, Wednesday, June 14th, 2006, I've enclosed an original of the Final Geotechnical Report from our soils engineer, Terra Associates, for the NorMed-Shaw Slope Grading. Sincerely, Lawrence M. Shaw NorMed-Shaw Partnership Enclosure: Terra Associates Report Letter dated June, 21st, 2006. Immediate Care Medical Supplies TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences June 21, 2006 Project No. T-5613-1 Mr. Larry Shaw NorMed-Shaw Partnership P.O. Box 3644 Seattle, Washington 98124-3644 Subject: Final Report - Geotechnical Observations NorMed-Shaw Slope Grading Tukwila, Washington References: 1. Geotechnical Report, NorMed-Shaw Building, Project No. T-5613, prepared by Terra Associates, Inc., dated November 17, 2004 2. Slope Evaluation, NorMed-Shaw Slope, Project No. T-5613, prepared by Terra Associates, Inc., dated November 7, 2005 3. Memo, West Slope Observation, Project No. T-5613-1, prepared by Terra Associates, Inc., dated May 11, 2006 Dear Mr. Shaw: As requested, we provided geotechnical engineering observation services during grading of the slope located on the western margin of the site, adjacent MacAdam Road. The purpose of our work was to verify that geotechnical engineering elements of this phase of construction were completed in accordance with our recommendations presented in the referenced documents. Our geotechnical observations included the following tasks: 1. Observation of slope grading activities to verify soil conditions and appropriate slope inclinations. 2. Identification of seepage areas requiring buttressing with a rock revetment. 3. Identification of existing fill areas requiring removal and replacement with a rock buttress. 4. Observation of erosion -control blanket placement. 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Doi- 41$ Phone (425) 821-7777 • Fax (425) 821-4334 Mr. Larry Shaw June 21, 2006 Work associated with regrading of the western slope is complete. Based on our observations during construction, it is our opinion that the geotechnical aspects of the project have been completed in general conformance with the recommendations presented in our referenced geotechnical reports and memos. We trust that this information meets your current needs. If you have any questions or require any additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. John C. Sadler, L.E.G., L.H.G. Project. Manager Kevin P. Roberts, P.E. Senior Engineer EXPIRES oS o? Project No. T-5613-1 Page No. 2 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 62503 - Amended Description: Reinforcing Steel Project: Address: Client: CONSTRUCTION INSPECTION REPORT NorMed Shaw 4310 S 131st PI, Tukwila NorMed - Shaw Partnership Permit Number: Job Number: Client Address: 14CE' VELD i,'1i �' i. r. gomiviuiviry DtVEOPSN D04415 06-733 PO Box 3644, Seattle, WA 98124- 3644 Inspector and Date Remarks John Reeder, Bob Schaefer 3/26/2007 Performed visual weld inspection on chord connections — panel to panel, in accordance with design drawing #S1.7/detail T-1.7, at the top of wall. Connection welds were installed by Mr. James Teague of Teague Welding, whose credentials have been previously reported and remain current. Reference design drawing #A-1, the chord splice welds are acceptable at: A/1-10, 1/A -G, 5/E.5, 8/E.8 and 10/B - D. Welds are visually acceptable. Exception- at grids 1/C and A/1.8, the 5/16"x6" weld length is not attainable. Have approximately 5/16"x4" installed one side, contractor will write RFI on this condition, at the listed locations. Response by engineer of record is required. Additionally, the panel to foundation welds, per S -1.2/H are complete and acceptable at: E.3/5-6.5 and D.3/8-9.5. Reference Standards Used: AWS D1.1/D1.4 Conforms 5/3/07 Note from office of Otto Rosenau & Associates, Inc.: Received via fax from Donovan Brothers, response from David Kehle Architect to Donovan's RFI #39 accepting 4" of 5/16" flare bevel groove weld at above described location. This clears that exception. Copies to: X Client X Architect X Engineer X Contractor X Building Dept. Technical Responsibility: Walter C. nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 -- Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -63-01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 60681 z Description: Lateral Wood, Structural Steel Erection 0 1 H Project: NorMed Shaw Permit Number: D04415 `~ W tY Address: 4310 S. 131St Place, Tukwila Job Number: 06-733 = Client: NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124-3644 U O Inspector CO W and Date Remarks tii Z Isaac Ruoff Arrived on site to inspect the roof diaphragm nailing between grid lines A -G, 1-3. Nails, nailing cn u 4/24/2007 pattern and sheathing are as per approved plans. uj 0 Conforms J Si2a Also while on site, I visually inspected the welds for the girder to column connections between A -G, _ 2, and the joist the girder connections between B-E, 1-3. The welds were made using the SMAW z H process and performed by John W. Santie Jr., WABO #W08496, with an expiration date of 1/1/2008. Welds were visually as per approved plans, engineer RFIs, and AWS D1.1. z O I— LL! iji Conforms ? o Ci O N: C1I--. W W. ~H tt-O Z.• .0 =. O F-. Z Copies to: X Client X Architect X Engineer X Contractor X Building Dept. Technical Responsibility: Lei ' "alter C. an -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 Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 55682 Description: Structural Steel Erection Z 4� Project NorMed Shaw Permit Number: D04415 . Z Address: 4310 S. 131st Place, Tukwila Job Number: 06-733 'reQQ Client NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124-3644 J U Inspector U0 and Date Remarks CO W Dusty Johnston Visual inspection of panel to panel welds (45/46) as referenced in ORA report 62503 and found to be 5/8/2007 according to plan. co u_ WO Visual inspection also made of chord steel weld at line 1 and E.5 as noted in ORA report 62507 was g 5 found to conform to engineer's RFI 339. wO Welding performed by WABO certified welders whose cards are on file with contractor, according to ~ _ AWS D1.1 procedures. ? 1— i-- O Z I— uj Conforms W Dp U 0 ~` W W H U —Z Copies to: X Client X Architect X Engineer X Contractor X Building Dept. Technical Responsibility: //// '•alter C. •� , -roject Manager d-� 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) U= 0H Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: RC59137 Permit Number: D04415 Project: NorMed Shaw Address: 4310 S. 131st Place, Tukwila, WA 98124 Inspector: Ross Bogle Description/Location: Resteel Verified: Yes Client: NorMed - Shaw Partnership Address: PO Box 3644, Seattle Date: 4/18/2007 Inspected closure strip at 1 line from grid B to G and from 1 to 5 line and 5 to 10 line between grid D to G and grid B.5 to G on 11ine. Resteel placement as per approved plans. 4/18/2007 by Ross Bogle Grade: 60 Mfg: Nucor Placement Data Miles 01500 3" ± 1" 0.530 N/A 84 Chute Yes Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Design Actual ❑ Batch Weights/Cubic Yard Cement (lbs/type): 470# Type: MI Fine Agg. (lbs): 1520# Coarse Agg. (lbs/size): 1860# 7/8" Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): 271# Admixtures (specify): 28.2 oz. NC 534 Time Cubic Water Slump. Air % Conc.Temp Made Yards Added C 143 C 231 C 1064 8:20 am 31.00 0 gal. 4" N/A 70°F Ambient Tem p 52°F Slag (lbs): Truck Ticket No. No. 71 183797 Weather: Inside Slump Range Air % Range: Date Samples Picked Up: 4/19/2007 Initial Curing Method: Excluding ASTM C31-12.1.5 Initial Curing Temp: Comments Added rebar 2 #5's added at all openings for thickened edge. DBI #06019, dated 4/11/2007 REINFORCING / PLACEMENT: Conforms 0 Does Not Conform ❑ See attached for additional test results Copies to: E] Client Architect 0 Engineer ❑�/ Contractor Building Dept Batch Plant Excluding ASTM C31.10.1.2 Technical Responsibility: Iter 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 2 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing NorMed Shaw Job No.: 06-733 Report No.: RC59137 CONCRETE REPORT COMPRESSIVE TEST RESULTS = 1 - Specimen Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type i-- W Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) Q 4 1 4/25/07 7 6 x 12 28.01 29.28 113,330 4050 U O 2 5/16/07 28 6 x 12 28.09 29.19 167,680 5970 N 0 3 5/16/07 28 6 x 12 28.09 29.3 160,790 5720 J H 4* 5/16/07 28 6 x 12 28.09 0 0 0 11I 0 "= Discarded 2 Tested in general accordance to: ASTMC39 0 ASTMC617 ❑ ASTMC1231 pg Nd �_ ZF- ZO W tuD CI0 F- WW I-V. F- WZ U O = I"': 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 2 of 2 z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 42839 Description: Epoxy Grouting Anchor Bolts CMED 14)V 01 na71 COMMUNITY pEVELPNENT Project: NorMed Shaw Permit Number: D04415 Address: 4310 S 131st PI, Tukwila Job Number: 06-733 Client: NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- 3644 Inspector and Date Remarks Tara Pfaff Performed epoxy inspection for ledger angle to tilt -up panel. Location is A between 5 and 6.5 lines 4/16/2007 and 1 line between B.5 and E lines (approximately). Bolts were 1/2" diameter all threads, 6" in length. Holes were 9/16" in diameter and 4 1/2" in depth, placed at 24" on center as per detail C-1.8. 4 1/2" of embedment was met at all locations. Holes were brushed and blown clean. Epoxy esed was Hilti HY150, with an expiration date of 10/2007 and Simpson SET22, with an expiration date of 6/2008. Also inspected the placement of anchor bolts, Simpson HTT16 at G -G.3/3 line. These all threads were 5/8" diameter and 6" in length. 5" of embedment was met. Work is per detail A-2.2. Epoxy was Simpson SET 22, with an expiration date of 6/2008. Copies to: X Client X Architect X Engineer Conforms X Contractor X Building Dept. Technical Responsibility: alter C.19aen, 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 Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 60675 Description: Welding Z Project: NorMed Shaw Permit Number: D04415 f' W Address: 4310 S 131st PI, Tukwila Job Number: 06-733 6aa D Client NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- U 0 3644 (0 (3 Inspector W. and Date Remarks N Isaac Ruoff Arrived on site to inspect the Nelson Studs and the puddle welds at F -G, 1 line and D, 10 line. Studs uj O' 4/19/2007 and welds were made using the SMAW process and performed by John W. Santie, WABO 2 # W08496, with an expiration date of 1/1/2008. All welds were as per approved plans and AWS ga D1.1. u - • CI Conforms _.. zF. F- 0 Z f - w uj 2 U0 0- 0 F - WW 1- U. ll! U= O ▪ /— Copies to: " Copies'to: X Client X Architect 'X Engineer X Contractor X Building Dept. Technical Responsibility: ✓ nenProject-Manager��— alter C. 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) Z y, „OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: RC59137 Permit Number: D04415 Project: NorMed Shaw Address: 4310 S. 131st Place, Tukwila, WA 98124 Inspector: Ross Bogle Client: NorMed - Shaw Partnership Address: PO Box 3644, Seattle Date: 4/18/2007 Description/Location: Inspected closure strip at 1 line from grid B to G and from 1 to 5 line and 5 to 10 line between grid D to G and grid B.5 to G on 1 line.. Resteel placement as per approved plans. Resteel Verified: Yes 4/18/2007 by Ross Bogle Grade: 60 Mfg: Nucor Placement Data Miles 01500 3"t1" 0.530 N/A 84 Chute Yes Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength (psi): 3000 Sampling and Testing Data Time Cubic ASTM C 172, C 31 Made Yards Cast Samples: 1-4 8:20 am Design 0 Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): 31.00 Actual ❑ Batch Weights/Cubic Yard 470# Type: 1/11 1520# 1860# 7/8" 271 # 28.2 oz. NC 534 Water Slump Air % Added C 143 C 231 0 gal. 4" N/A Conc.Temp C 1064 70°F Slag (lbs): Ambient Truck Ticket Temp No. No. 52°F 71 183797 Weather: Inside Slump Range: Air % Range: Date Samples Picked Up: 4/19/2007 Initial Curing Method: Excluding ASTM C31-12.1.5 Initial Curing Temp: Comments Added rebar 2 #5's added at all openings for thickened edge. DBI #06019, dated 4/11/2007 REINFORCING / PLACEMENT: Conforms 0 Does Not Conform ❑ Specimen Number Test Field Date Cure Excluding ASTM C31-10.1.2 COMPRESSIVE TEST RESULTS Age Size Area Weight Max Load (Days) (in.) (Sq.in.) (Lbs.) (Lbs.) Strength (psi) Fracture Type (other than cone) 1 4/25/07 "= Discarded Tested in general accordance to: Copies to: 0 Client 0 Architect 0 Engineer 7 6 x 12 28.01 29.28 113,330 ASTMC39 0 ASTMC617 ❑ ASTMC1231 ❑Q El Contractor 0 Building Dept 0 Batch Plant Technical Responsibility: 4050 al er a 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. 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 CONSTRUCTION INSPECTION REPORT Report Number: 62708 Description: Reinforcing Steel, Epoxy Grouting (Rebar), Lateral Wood Project: NorMed Shaw Permit Number: D04415 Address: 4310 S 131st PI, Tukwila Job Number: 06-733 Client: NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- 3644 MAY 01 2007 0g f-OPcFNT. Inspector and Date Remarks Darren Reid 4/11/2007 Inspected installation of #4 bar epoxy grouted slab dowels placed at 4" deep holes drilled to 5/8" diameter as specified. The holes were brushed and blown clear of debris before epoxy application. Dowels were installed at Panels #46 at F/1-1.2, #2 at G/2-3, #4 at F/3-4.5, #92 at 51E -D — east face, #91 at 8/D/C — east face, #10 at E/6.5-7.5, #14 at D/8.5-9.5, #24 at A/8.5-9.5 and #36 at A/1/1.8 .Hilti HY-150 epoxy was used with an expiration dates of 4/2007, 9/2007 and 10/2007. As per RFI #6. 5/8" diameter epoxy grouted all thread anchor bolts were installed with a minimum 5" embedment in holes drilled to 3/4" diameter ,and brushed and blown clear of debris for HTT16's along 10/A -D, along 81E -D, along 5/F -E, Hilti HY-150 epoxy with an expiration dates of 9/2007 and 10/2007 per A2.2. 3/4" all thread epoxy grouted anchor bolts with a minimum 5" embedment were installed into holes drilled to 7/8" diameter, brushed blown clear of debris, for a pan deck ledger at 10/C -D per memo dated 1/26/2007. 1/2" diameter epoxy grouted all thread anchor bolts were installed with a minimum 4 1/2" embedment into holes drilled to 5/8" diameter, at 9.9/6.5-C, A/7-9, per approved plans. Holes were brushed and blown clean before epoxy application. Conforms Copies to: X Client X Contractor X Architect X Building Dept. Technical Responsibility: X Engineer Project Manager C. H nse 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) RF„err OTTO ROSENAU & ASSOCIATES, INC. gPa2 Geotechnical Engineering, Construction Inspection & Materials Testing 14464.,./ l ZpQ CONSTRUCTION INSPECTION REPORT �ECLA Report Number: 62507 APR 2 5 2007 Z Description: Structural Steel Erection F TUKWI�q Project NorMed Shaw Permit Number: D04415 PUBLIC WORKS CQ4 I Address: 4310 S 131st PI, Tukwila Job Number: 06-733 J U Client NorMed — Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- UOQ 3644 U Inspector -I H and Date Remarks to u.. Bob Schaefer Performed visual weld inspections on panel to panel connections of the tilt -up walls. Reference w 3/26/2007 design drawing #S2.2 -details A-E and G. At the 9'-O” elevation (approximately) welding by Teague 2 Welding — credentials previously reported and still current. Welds at all exterior walls are visually g Q acceptable. U d EXCEPTION: At grids 1/E.5 the corner clips joining panels 45 and 46 are incomplete. Z F Per detail D-2.2, the joist end seat welds are visually acceptable at roof level — exterior walls. • i- O w Reference Standards Used: AWS D1.1-2006 m o UN Conforms, except at noted above p F - w uj I F- r. o a; co U� HI-- O Z Copies to: X Client X Architect X. Engineer X Contractor X Building Dept. Technical Responsibility: '�• ���` risen, 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.: ADM/N-63-01 (Rev 05103) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 Project: Address: Date: NorMed Shaw 4310 S 131st Place, Tukwila 3/6/2007 Description / Location: GROUT REPORT Report Number: 45653 Client: Address: Inspector: Permit Number: D04415 NorMed - Shaw Partnership PO Box 3644, Seattle, WA 98124-3644 Marco Lopez On site to inspect grouting under tilt up wall panels all around perimeter and inside walls. I tested grout temperature and cast (3) compressive strength specimens. I called the structural engineer of record, Mr. Ben McCann of CT Engineering to verify 28 clay design strength requirements since the information could not be found on project plans. Resteel grade: Placement Data. Supplier: Miles Mix Number: 10550 Total Yards Placed: 7 Specified Strength (psi): 4000 Sampling and Casting of Samples ASTM C31,C109 Cast Samples: 1-3 Cast Samples: Weather: Partly cloudy Date Samples Picked Up: 3/7/2007 Other Test Methods / Standards Used: Specimen Test Number Date 1 3/13/07 2 4/3/07 3 4/3/07 Field Cure Manufacturer: Age (Days) 7 28 28 Batch Weights Cement (type/lbs.): 845# Type I/II Water (lbs./gal): 375# Fine Agg. (lbs.): 2660# Admixtures (specify) Coarse Agg. (size/lbs.): 42 oz.Delvo Coarse Agg. (size/lbs.): Cubic Flow Grout Ambient Truck Yards ASTM C939 Temp Temp No. 7 65°F 50°F 075 Comments REINFORCING I PLACEMENT: TEST RESULTS Size Area (In.) (Sq.ln.) 2x2 4.08 2.01x2.05 4.12 2.00x2.05 4.10 Ticket No. 121311 Conforms X Does Not Conform Max Load Strength Type of Fracture Weight (Lbs.) si (other than cone) .65 # 19,230 4710 .66# 26,980 6550 .63# 27,050 6600 Tested in general accordance to: ASTM C39 x ASTM C78 ASTM C109 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Copies to: x Client x Architect x Engineer x Contractor x Building Dept. x Batch Plant Technical Responsibility: ASTM C617 x ASTM C1231 alter C.paf(seri, 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 -71-03 (Rev 07/05) - OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: RC58386 Permit Number: D04415 Project: NorMed Shaw Address: 4310 S. 131st Place, Tukwila, WA 98124 Inspector: Wayne Barker Client: NorMed - Shaw Partnership Address: PO Box 3644, Seattle Date: 3/15/2007 Description/Location: Tilt panels #17, 18, 19, 20, 21, 22, 23, 27, 29, 31, 33, 35, 38, 40, 42, 44, 50, 51, 52, 54, 56, 57, 58B, 59, 60, 62, 63, 64, 66, 67, 69, 70, 71, 73, 74, 76, 77, 81, 82, 83, 88, and 89 Resteel Verified: Yes 3/14/2007 by Ross Bogle Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Yes Required Strength (psi): Miles 01550 4"t1" 0.485 N/A 53 Chute 4000 Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-5 9:15 am Weather: Cloudy Date Samples Picked Up: Grade: Mfg: Design ❑l Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Actual ❑ Batch Weights/Cubic Yard 517# Type: 1/II 1561# 1869# 7/8" 150# Cubic Water Slump Air % Yards Added: . C 143 C 231 7 gal. 41/2" N/A Conc.Temp C 1064 61°F Slag (lbs): Ambient Truck Ticket Temp No. No. 36°F 1631 182145 3/16/2007 See attached for additional test results Copies to: Client ❑. Architect E] Engineer Contractor E�/ Building Dept 0 Batch Plant Slump Range -- Initial Curing Method: Excluding ASTM C31-12.1.5 Comments Air % Range: -- Initial Curing Temp: Excluding ASTM C31-10.1.2 REINFORCING / PLACEMENT: Conforms Q Does Not Conform ❑ Technical Responsibility: Walter C IYarisen, 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 2 - *OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing NorMed Shaw Job No.: 06-733 Report No.: RC58386 CONCRETE REPORT COMPRESSIVE TEST RESULTS Z Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type T Z Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) CtQ � W 1 3/22/07 7 6 x 12 28.16 29.34 120,960 4300 D J U. 2 4/12/07 28 6 x 12 28.11 29.3 158,530 5640 V 0 N co tu 3 4/12/07 28 6 x 12 28.11 29.43 156,370 5560 ILI XX 4* 4/12/07 28 6 x 12 28.11 0 0 0 N u_ gO FC5 3/19/07 X 4 6 x 12 28.27 29.09 67,160 2380 .= Discarded g _— Tested in general accordance to: ASTMC39 CI ASTMC617 ElASTMC1231 E N _cY W Z f=-. F— 0 ZF— LU W 0 ON C3I- WIli 1-- U �O u Z L N P H 0 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 2 of 2 Z • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing RECEiVFD CONSTRUCTION INSPECTION REPORT Report Number: 62503 COMMUNI Z Description: Reinforcing Steel DE1/ELOp� NET 1 z Project NorMed Shaw Permit Number: D04415rt I w Address: 4310 S 131St PI, Tukwila Job Number: 06-733 6= Client: NorMed — Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- U 0 3644 (0 Inspector CO H and Date Remarks u) LL John Reeder, Performed visual weld inspection on chord connections — panel to panel, in accordance with design w Bob Schaefer drawing #S1.7/detail T-1.7, at the top of wall. Connection welds were installed by Mr. James Teague 2 15 f R and Welding, of Teague whose credentials have been previously reportedremain current. Reference 3/26/2007u_ ¢. design drawing #A-1, the chord splice welds are acceptable at: A/1-10, 1/A -G, 5/E.5, 8/E.8 and 10/B- u) P D. Welds are visually acceptable. H W z= Exception- at grids 1/C and N1.8, the 5/16"x6" weld length is not attainable. Have approximately . E- p 5/16"x4" installed one side, contractor will write RFI on this condition, at the listed locations. a t— Response by engineer of record is required. ? o 0 Additionally, the panel to foundation welds, per S -1.2/H are complete and acceptable at: E.3/5-6.5 o i -- and D.3/8-9.5. ui w IW I— H Reference Standards Used: AWS D1.1/D1.4 LI p. iii Z Conforms v -Copies to: X Client X Architect X Engineer X Contractor X Building Dept. Technical Responsibility: al er C. sen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US • Fax (206) 723-2221 Form No.: ADMIN -63-01 (Rev 05/03) z 0770 ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: Project: NorMed Shaw Address: 4310 S. 1311 Place, Tukwila, WA 98124 Inspector: Dusty Johnston 59233 Client: Address: Date: Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 2/15/2007 Description/Location: Tilt -up panels #925, 61, 58, 55, 54, 53, 41, 45, 46, 47, 48, 94, 34, 30, 43. Rested verified: Yes, 2/15/2007 by Dusty Johnston Placement Data Supplier: Miles Mix Number: 01550 Slump Spec: 3" + - 1" W/C Ratio Spec: .48 Air Spec: N/A Total Yards: 200 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Cast Samples: 5-8 Design Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (ibs or gal): 275# Admixtures (specify): D04415 Grade: 60 Manufacturer. Nucor Actual 0 Batch Weights/Cubic Yard 517# Type I/ll 1470# 1860# 7/8" 31 oz. MB NC534 ( Non Chloride Accelerator) Time Cubic Water Slump Air % Made Yards Added C143 C 231 7:00 11 0 3 W N/A 10:00 148 0 4" N/A Weather: Rain Slump Range: Date Samples Picked Up: 2/16/2007 Initial Curing Method: Conc. Temp C 1064 61°F 59°F Excluding ASTM C31-12.1.5 Comments Anchor bolts, pick point steel, and clearances were found to be according to plan. Other Test Methods / Standards Used: REINFORCING / PLACEMENT: COMPRESSIVE TEST RESULTS Ambient Truck Ticket Temp No. No. 45°F M020 180658 50°F 134 118350 Air % Range: Initial Curing Temp: Excluding ASTM C31-10.1.2 Conforms X Does Not Conform Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) (In.) (Sg.ln.) Weight (Lbs.)OA).(other than cone) 1 2/22/07 7 6x12 28.02 29.81# 117,720 4200 2 3/15/07 28 6x12 28.08 29.10# 155,020 5520 3 3/15/07 28 6x12 28.08 29.23# 156,820 5590 4* See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: ern` er ' . H. 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 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 -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 'NoiMed Shaw Job No.: 08-733 Report No.: 59233 CONCRETE REPORT COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) (In.) (Sci.ln.) Weight (Lbs.) (psi) (other than cone) 5 2/22/07 7 6x12 28.02 29.15# 104,740 3740 6 3/15/07 28 6x12 28.08 29.72# 139,210 4960 '3 7 3/15/07 28 6x12 28.08 29.24# 140,980 5020 P. 8* *Discarded Tested in general accordance to: ASTM C39 x ASTM 0109 ASTM C617 ASTM 01231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Page 2 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 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 Project: Address: Inspector: CONCRETE REPORT Report Number: RC58386 Permit Number: D04415 NorMed Shaw 4310 S. 131st Place, Tukwila, WA 98124 Wayne Barker Description/Location: Resteel Verified: Client: NorMed - Shaw Partnership Address: PO Box 3644, Seattle Date: 3/15/2007 Tilt panels #17, 18, 19, 20, 21, 22, 23, 27, 29, 31, 33, 35, 38, 40, 42, 44, 50, 51, 52, 54, 56, 57, 58B, 59, 60, 62, 63, 64, 66, 67, 69, 70, 71, 73, 74, 76, 77, 81, 82, 83, 88, and 89 Yes 3/14/2007 by Ross Bogle Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Miles 01550 4"t1" 0.485 N/A Total Yards: 53 Placed Via: Chute Consolidated: Yes Required Strength (psi): 4000 Sampling and Testing Data Time Cubic ASTM C 172, C 31 Made Yards Cast Samples: 1-5 9:15 am Grade: Mfg: Design 0 Cement (lbs/type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C 143 7 gal. 4 1/2" Actual ❑ Batch Weights/Cubic Yard 517# Type: I/II 1561# 1869# 7/8" 150# Air % C 231 Conc.Temp C 1064 N/A 61°F Ambient Temp 36°F Truck Ticket No. No. 1631 182145 Weather: Cloudy Slump Range -- Date Samples Picked Up: 3/16/2007 Initial Curing Method: Excluding ASTM C31-12.1.5 Comments Specimen Test Field Number Date Cure 1 3/22/07 FC5 3/19/07 X Air % Range: -- Initial Curing Temp: Excluding ASTM C31-10.1.2 REINFORCING / PLACEMENT: Conforms 0 Does Not Conform El COMPRESSIVE TEST RESULTS Age Size Area Weight Max Load Strength (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) 7 6 x 12 28.16 29.34 120,960 4300 4 6 x 12 28.27 29.09 67,160 2380 Fracture Type (other than cone) = Discarded Tested in general accordance to: ASTMC39 ASTMC617 ❑ ASTMC1231 El Copies to: Client 0 Architect © Engineer ❑Q Contractor 0 Building Dept 0 Batch Plant Technical Responsibility: _ ter C. H'nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm Is strictly prohibited. 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 RECEIVE*) Job Number: 06-733 CONCRETE REPORT Report Number: Project: NorMed Shaw Address: 4310 S. 131st Place, Tukwila, WA 98124 Inspector: T. Oles Description/Location: Footings at 1.3-5.2/A.2, A.1 -A.6/1.1. Resteel verified: Yes, see above. Placement Data Supplier: Miles Mix Number: 01550 3"+-1" Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: 30 Placed Via: Chute Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 — 4 Time Made DEVELOPIQMj,E VT 67055 Permit Number: D04415 Client: Address: Date: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 2/14/2007 Resteel was previously inspected and was acceptable per approved plans. Grade: Manufacturer: Design ® Actual ® Batch Weights/Cubic Yard Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): 517# design 1470# design 1860# 7/8" design 517# actual Type MI 1556# actual 1888# 7/8" actual 275# design 253# actual Cubic Water Slump Yards Added C143 10 0 4" Air % C 231 N/A Conc. Temp C 1064 62°F Weather: Slump Range: Date Samples Picked Up: 2/15/2007 Initial Curing Method: Excluding ASTM C31 -12.1.5 Comments Other Test Methods / Standards Used: Specimen Test Number Date 1 2/21/07 2 3/14/07 3 3/14/07 4* *Discarded Tested in general accordance to: Ambient Temp 50°F Air % Range: Initial Curing Temp: REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Truck No. 76 Ticket No. 180834 Excluding ASTM C31 -10.1.2 X Does Not Conform Field Age Size Area Max Load Strength Cure (Days) (In.) (Sq.ln.) Weight (Lbs.) (psi) 7 6x12 28.21 29.27# 122,120 4330 28 6x12 28.12 29.30# 157,510 5600 28 6x12 28.12 29.42# 163,210 5800 ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: Type of Fracture (other than cone) alter C. Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Inspector: CONCRETE REPORT 06-733 Report Number: 58174 NorMed Shaw 4310 S. 131St Place, Tukwila, WA 98124 Darren Reid Description/Location: Resteel and conc Resteel verified: Yes Placement Data Miles 02450 4"t1" Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: 22 Placed Via: Chute Consolidated: Yes (vibration) Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Time Made 11:00 Weather: Overcast with drizzle Date Samples Picked Up: 2/20/2007 Other Test Methods / Standards Used: Specimen Number 1 Test Field Date Cure 2/26/07. 2 3/19/07 3 3/19/07 Client: Address: Date: Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 2/19/2007 rete placed for footings along A/1-5 and along 1/A -E, per city approved plans. D04415 Grade: 60 Manufacturer: Cascade Design ® Actual 0 Batch Weights/Cubic Yard Cement (lbs./type): 423# Type I-11 Fine Agg. (lbs): 1580# Coarse Agg. (lbs/size): 1860#'/8" Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards 10 254# 13 oz. MB Polyheed 997 Water Slump Added C143 0 gal. 4" Air% C 231 Conc. Temp C 1064 58°F Slump Range: -- Initial Curing Method: Excluding ASTM C31 -12.1.5 Comments Ambient Tem p 43°F Truck No. 134 Ticket No. 181005 Air % Range: -- Initial Curing Temp: Excluding ASTM C31 -10.1.2 REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS X Does Not Conform Age Size Area Max Load Strength (Days) (In.) (Sg.ln.) Weight (Lbs.) (psi) 7 6x12 28.29 28.83# 86,200 3050 28 6x12 28.27 28.75# 125,770 4450 28 6x12 28.27 28.75# 121,190 4290 4* *Discarded Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: Type of Fracture (other than cone) alter C H-nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 9/06) r OTTO ROSENAU & ASSOCIATES, INC. RECEIVED Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number. 56337 Description: Reinforcing Steel COMMUNITY DEVELOPMENT Project: NorMed Shaw Permit Number. D04415 Address: 4310 S 131st PI, Tukwila Job Number: 06-733 Client: NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- 3644 Inspector and Date Remarks Ross Bogle 3/14/2007 Copies to: X Client X Architect X Engineer Visual inspection of rebarfortilt-up panels #17, #18, #19, #20, #21, #22, #23, #27, #29, #31, #35, #38, #40, #42, #44, #50, #51, #52, #54, #56, #57, #58B, #59, #60, #62, #63, #64, #66, #67, #69, #70, #71, #73, #74, #76, #77, #81, #82, #83, #88 and #89, rebar found to be in conformance with approved plans. Conforms X Contractor X Building Dept. Technical Responsibility: alter . Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -63-01 (Rev 05/03) OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing GROUT REPORT Job Number: 06-733 Report Number: 45653 Permit Number: Project: NorMed Shaw Client: NorMed - Shaw Partnership Address: 4310 S 131st Place, Tukwila Address: PO Box 3644, Seattle, WA 98124-3644 Date: 3/6/2007 Inspector: Marco Lopez Description / Location: D04415 On site to inspect grouting under tilt up wall panels all around perimeter and inside walls. I tested grout temperature and cast (3) compressive strength specimens. I called the structural engineer of record, Mr. Ben McCann of CT Engineering to verify 28 day design strength requirements since the information could not be found on project plans. Resteel grade: Placement Data Supplier: Miles Mix Number: 10550 Total Yards Placed: 7 Specified Strength (psi): 4000 Sampling and Casting of Samples ASTM C 31, C 109 Cast Samples: 1-3 Cast Samples: Weather: Partly cloudy Date Samples Picked Up: 3/7/2007 Other Test Methods / Standards Used: Manufacturer: Batch Weights Cement (type/lbs.): 845# Type I/ll Water (lbs./gal): 375# Fine Agg. (lbs.): 2660# Admixtures (specify) Coarse Agg. (size/lbs.): 42 oz.Delvo Coarse Agg. (size/lbs.): Cubic Flow Grout Ambient Truck Ticket Yards ASTM C939 Temp Temp No. No. 7 65°F 50°F 075 121311 Comments REINFORCING / PLACEMENT: Conforms X Does Not Conform TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) (In.) (Sci.ln.) Weight (Lbs.) si (other than cone) 1 3/13/07 7 2x2 4.08 .65 # 19,230 4710 Tested in general accordance to: ASTM C39 x ASTM C78 ASTM C109 - ASTM C617 x ASTM C1231 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Copies to: x Client x Architect x Engineer x Contractor x Building Dept. Technical Responsibility: x Batch Plant Iter n , Project Manager This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -71-03 (Rev 07/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Inspector: 06-733 CONCRETE REPORT Report Number: NorMed Shaw 4310 S. 131st Place, Tukwila, WA 98124 John Reeder Description/Location: On site to inspect Resteel verified: Yes Placement Data Miles 01550 4"+-1„ N/A N/A 43.0 Pump Yes Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength (psi): 4000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 - 4 Time Made 1:00 61053 Client: Address: Date: Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 02/13/2007 resteel and concrete placed at tilt up panels #2, #5, #36 per ap.proved plans. Design Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards 10.0 Water Added 10 gal D04415 Grade: 60 Manufacturer: Nucor ® Actual 0 Batch Weights/Cubic Yard 517 Ib 1470 Ib 7/8" 1860 Ib 275 Ib Slump Air % C143 C 231 4'/2' Na Conc. Temp C 1064 62 Weather: Overcast Slump Range: 4'/z Date Samples Picked Up: 2/14/2007 Initial Curing Method: Excluding ASTM C31.12.1.5 Comments Other Test Methods / Standards Used: Specimen Test Number Date 1 2/20/07 2 3/13/07 3 3/13/07 4* *Discarded Tested in general accordance to: Field Cure REINFORCING / PLACEMENT: COMPRESSIVE TEST RESULTS Ambient Temp 50 Truck No. M065 Air % Range: na Initial Curing Temp: Ticket No. 180760 Excluding ASTM C31 -10.1.2 Conforms X Does Not Conform Age Size Area Max Load Strength (Daus) (In.) (Spin.) Weight (Lbs.) (psi) 7 6x12 28.00 29.08# 108,760 3880 28 6x12 28.08 29.15# 153,180 5460 28 6x12 28.08 29.05# 149,760 5330 ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: ASTM C1231 x Type of Fracture (other than cone) Wa ter ' "risen, 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 -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 56702 Description: Welding Project: Address: Client: • CONSTRUCTION INSPECTION REPORT NorMed Shaw 4310 S 131st PI, Tukwila NorMed - Shaw Partnership Permit Number: D04415 Job Number: 06-733 Client Address: PO Box 3644, Seattle, WA 98124- 3644 Inspector and Date Remarks Bob Schaefer 3/2/2007 Copies to: X Client X Architect X Engineer Reference: Kane Architects design drawing set (on site), specifically, drawing S-1.1 "foundation plan" and S-1.2/ details A, E, F, G and H. All welds installed by Mr. James C. Teague WABO certification #W04679, with an expiration date of 10/1/2007. Performed visual weld inspection of foundation to tilt -up reinforced concrete panels at building exterior and along grid lines 5 and 8, interior walls. Exterior grids = A -G/1-10. Welds are visually acceptable per the referenced project plans and the structural welding code -steel. Reference Standards Used: AWS D1.1-2006 Conforms X Contractor X Building Dept. Technical Responsibility: a er' I t nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm Is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -63-01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 Project: Address: Inspector: CONCRETE REPORT Report Number: NorMed Shaw 4310 S. 1315t Place, Tukwila, WA 98124 Ross Bogle 43611 Client: Address: Date: Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 1/30/2007 Description/Location: Welded wire mesh for slab on grade, between 1 and 5 line between grids "E" and "G" on 1 line, from 1 to 3 line on grid approved plans. Resteel verified: By Ross Bogle on 1/30/ Placement Data Supplier: Miles Mix Number: 01500 Slump Spec: 4"-5" W/C Ratio Spec: 0.53 Air Spec: N/A Total Yards: 274 Placed Via: Brundage -Bone Pump Consolidated: Yes (vibrator) Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Cast Samples: 5-8 Time Made 8:00 10:05 2007. Design Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): and between grids "A" and "G", also footings and 3 to 5 line on grid "E.9" Rebar as per Grade: ® Actual ❑ 470# Type I/II 1520# 1860# 7/8" 60 Manufacturer: Nucor Batch Weights/Cubic Yard 271# Hot 1 oz. MBNC-534 ( Non -Chloride Accelerator) Cubic Water Slump Yards Added C143 42 15 gal. 5" 129 0 gal. 5" Weather: Partly cloudy 34°F Slump Range: 5" Date Samples Picked Up: 1/31/2007 Initial Curing Method: Comments Advised contractor to cover all newly placed concrete to protect from cold weather. Other Test Methods / Standards Used: Air% C 231 Conc. Temp C 1064 62°F 62°F Excluding ASTM C31 -12.1.5 Ambient Truck Ticket Temp No. No. 36°F 134 180040 43°F 18 118208 Air % Range: Initial Curing Temp: REINFORCING / PLACEMENT: Conforms Excluding ASTM C31 -10.1.2 X Does Not Conform See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: alter C. ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our firm is strictly prohibited. Page 1 of 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 -62-04 (Rev 9/06) OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing NorMed Shaw Job No.: 08-733 Report No.: 43811 CONCRETE REPORT COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Number Date Cure (Daus) (In.) (Sq.ln.) Weight (Lbs.) (psi) 1 2/6/07 7 6x12 28.05 29.34# 93,160 3320 2 2/27/07 28 6x12 28.20 29.34 140,670 4990 3 2/27/07 28 6x12 28.20 29.48# 142,940 5070 4* 5 2/6/07 7 6x12 28.05 29.04# 91,540 3260 6 2/27/07 28 6x12 28.20 29.10# 143,420 5090 7 2/27/07 28 6x12 28.20 28.87# 141,900 5030 8* *Discarded Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Type of Fracture (other than cone) Page 2 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 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: Project: NorMed Shaw Address: 4310 S. 131St Place, Tukwila, WA 98124 Inspector: Dusty Johnston 59233 Permit Number: Client: Address: Date: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 2/15/2007 Description/Location: Tilt -up panels #925, 61, 58, 55, 54, 53, 41, 45, 46, 47, 48, 94, 34, 30, 43. Resteel verified: Yes, 2/15/2007 by Dusty Johnston Placement Data Supplier: Miles Mix Number: 01550 Slump Spec: 3" + - 1" W/C Ratio Spec: .48 Air Spec: N/A Total Yards: 200 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Cast Samples: 5-8 Design Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Grade: ® Actual ❑ 517# Type I/II 1470# 1860# 7/8" 275# 31 oz. MB NC534 Time Cubic Water Slump Air % Made Yards Added C143 C 231 7:00 11 0 31/2" N/A 10:00 148 0 4" N/A D04415 60 Manufacturer: Nucor Batch Weights/Cubic Yard Conc. Temp C 1064 61°F 59°F Weather: Rain Slump Range: Date Samples Picked Up: 2/16/2007 Initial Curing Method: Excluding ASTM C31 -12.1.5 Comments Anchor bolts, pick point steel, and clearances were found to be according to plan. Other Test Methods / Standards Used: REINFORCING / PLACEMENT: COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Number Date Cure (Days) (In.) (Sq.ln.) Weight 1 2/22/07 7 6x12 28.02 29.81# 2 3 4 See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: Ambient Truck Ticket Temp No. No. 45°F MO20 180658 50°F 134 118350 Air % Range: Initial Curing Temp: Excluding ASTM C31 -10.1.2 Conforms X Does Not Conform Max Load (Lbs.), 117,720 Strength Type of Fracture (psi) (other than cone) 4200 ere. H- s-', roject Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 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 -62-04 (Rev 9/06) .,. OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing NorMed Shaw Job No.: 06.733 Report No.: 59233 CONCRETE REPORT COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure 'Days) (In.) (Sq.In.) Weight (Lbs.) (psi) (other than cone) 5 2/22/07 7 6x12 28.02 29.15# 104,740 3740 6 7 8 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Page 2 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 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Inspector: CONCRETE REPORT 06-733 Report Number: 58174 NorMed Shaw 4310 S. 131S1 Place, Tukwila, WA 98124 Darren Reid Client: Address: Date: 444 P ifr D04415 Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 2/19/2007 Description/Location: Resteel and concrete placed for footings along A/1-5 and along 1/A -E, per city approved plans. Resteel verified: Yes Placement Data Supplier: Miles Mix Number: 02450 Slump Spec: 4" ± 1" W/C Ratio Spec: Air Spec: Total Yards: 22 Placed Via: Chute Consolidated: Yes (vibration) Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Time Made 11:00 Weather: Overcast with drizzle Date Samples Picked Up: 2/20/2007 Other Test Methods / Standards Used: Specimen Number 1 Test Field Date Cure 2/26/07 Design Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards 10 Grade: 60 Manufacturer: Cascade ® Actual ❑ Batch Weights/Cubic Yard 423# Type I-II 1580# 1860# %" 254# 13 oz. MB Polyheed 997 Water Slump Added C143 0 gal. 4" Air% C 231 Conc. Temp C 1064 58°F Slump Range: -- Initial Curing Method: Excluding ASTM C31 -12.1.5 Comments Age (Days) 7 Ambient Temp 43°F Air % Range: Initial Curing Temp: Truck No. 134 Ticket No. 181005 Excluding ASTM C31 -10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Size Area (In.) (Sq.ln.) 6x12 28.29 Max Load Strength Type of Fracture Weight (Lbs.) (psi) (other than cone) 28.83# 86,200 3050 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: ASTM C1231 x n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 56079 Description: Reinforcing Steel :PCCIv�, ED o QOM � 5 20ctiv�� Project: NorMed Shaw Permit Number: D04415 Address: 4310 S 131st PI, Tukwila Job Number: 06-733 Client: NorMed — Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- 3644 Inspector and Date Remarks Darren Reid 2/14/2007 Inspected resteel placement for panels #92, #61, #58, #55, #54, #53, #41, #45, #46, #47, #48, #94, #49, #32, #15, #78 and #80 per approved plans and Burke Book Requirements. Resteel for "FA" footings along grid A from 5.2-1 line, along 1 line from grid A -A.5 was also inspected and found to be placed per approved plans. Conforms Resteel for panels - #34, #39 and #43 need burke bars added (2 x #5 bars each face.) #10 needs anchor bolts #90 and #3 need chord steel All anchor bolts, added bars at lifting points and clearances are to be verified prior to concrete placement Work in progress. Contractor to call for inspection when complete. Copies to: X Client X Contractor X Architect X Building Dept. Technical Responsibility: X Engineer 2 alter ° . '= nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -63-01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: 43419 Permit Number: D04415 Project: NorMed Shaw Address: 4310 S. 131st Place, Tukwila, WA 98124 Inspector: Darren Reid Client: Address: Date: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 1/18/2007 Description/Location: Inspected resteel and concrete placement for footings along grid A from 5.5-9.5 line, along 10 line from grid B.1 -A.5 with (3) F5.0 spread footings between 9+10 line and grid A+B per approved plans. Resteel verified: Yes by Darren Reid on 1/18/2007. Grade: 60 Manufacturer: Cascade/Nucor Placement Data Design ® Actual ❑ Batch Weights/Cubic Yard Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Miles 2450 4"+/-1" 22 Chute Yes Vibration Required Strength (psi): 3000 fc Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 10:15 Weather: Cloudy/Overcast Date Samples Picked Up: 1/19/2007 Other Test Methods / Standards Used: Specimen Test Field Number Date Cure 1 1/25/07 2 2/15/07 3 2/15/07 4* *Discarded Tested in general accordance to: ASTM C39 Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): 423# Type I/11 1580# 1860# 7/8" 254# 100% Hot 13.0 oz. Polyheed Cubic Water Slump Air % Yards Added C143 C 231 11 10/41 5" Slump Range: Initial Curing Method: Comments Conc. Temp C 1064 58° Excluding ASTM C31 -12.1.5 Ambient Tem p 38° Air % Range: Initial Curing Temp: Truck No. M020 Ticket No. 179458 Excluding ASTM C31 -10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Age Size Area Max Load Strength (Days) (In.) (Sq.In.) Weight (Lbs.) (psi) 7 6x12 28.43 29.81# 92,870 3270 28 6x12 28.25 29.83# 135,250 4790 28 6x12 28.25 29.80# 134,730 4770 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° t 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: ASTM C1231 x alter C a 'en, Project Manager Type of Fracture (other than cone) 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 -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: Project: NorMed Shaw Address: 4310 S. 131st Place, Tukwila, WA 98124 Inspector: John Reeder 61053 Client: Address: Date: Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 02/13/2007 Description/Location: On site to inspect resteel and concrete placed at tilt up panels #2, #5, #36 per approved plans. Resteel verified: Yes Placement Data Miles 01550 4" + - 1" N/A N/A 43.0 Pump Yes Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength (psi): 4000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 - 4 Time Made 1:00 Weather: Overcast Date Samples Picked Up: 2/14/2007 Other Test Methods / Standards Used: Specimen Number 1 Test Date 2/20/07 Field Cure Design Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards 10.0 D04415 Grade: 60 Manufacturer: Nucor ® Actual 0 Batch Weights/Cubic Yard 517 Ib 1470 Ib 7/8" 1860 Ib 275 Ib Water Slump Air % Added C143 C 231 10 gal 41/2' Na Conc. Temp C 1064 62 Slump Range: 4Y2' Initial Curing Method: Excluding ASTM C31 -12.1.5 Comments Age (Days) 7 Ambient Temp 50 Air % Range: Initial Curing Temp: Truck No. M065 Ticket No. 180760 na Excluding ASTM C31 -101.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Size Area (In.) (Sq.ln.) 6x12 28.00 Max Load Strength Type of Fracture Weight (Lbs.) (psi) (other than cone) 29.08# 108,760 3880 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: ASTM C1231 x Project Manager Ha sen 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 -62-04 (Rev 9/06) OTTO ROSENAU $ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: Project: NorMed Shaw Address: 4310 S. 13151 Place, Tukwila, WA 98124 Inspector: T. OIes Description/Location: Footings at 1.3-5.2/A.2, A.1 -A.6/1.1. Resteel verified: Yes, see above. Placement Data Supplier: Miles Mix Number: 01550 Slump Spec: 3" + - 1" W/C Ratio Spec: Air Spec: Total Yards: 30 Placed Via: Chute Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1 — 4 Weather: Date Samples Picked Up: 2/15/2007 Other Test Methods / Standards Used: 67055 Permit Number: D04415 Client: Address: Date: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 2/14/2007 Resteel was previously inspected and was acceptable per approved plans. Design Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards 10 Grade: Manufacturer: ® Actual ® Batch Weights/Cubic Yard 517# design 517# actual Type I/II 1470# design 1556# actual 1860# 7/8" design 1888# 7/8" actual 275# design 253# actual Water Slump Air % Added C143 C 231 0 4" N/A Conc. Temp Ambient C 1064 Temp 62°F 50°F Slump Range: Initial Curing Method: Excluding ASTM C31 -12.1.5 Comments Air % Range: Initial Curing Temp: Truck No. 76 Ticket No. 180834 Excluding ASTM C31 -10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Number Date Cure (Days) (In.) (Sc.ln.) Weight (Lbs.) 1 2/21/07 7 6x12 28.21 29.27# 122,120 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Strength Type of Fracture (psi) (other than cone) 4330 ASTM C1231 x Technical Responsibility: // alter C ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US .. Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 Project: NorMed Shaw Address: 4310 S. 131st Place, Tukwila, WA 98124 Inspector: Ross Bogle CONCRETE REPORT Report Number: U p��M pAFN 43611 Permit Number: G: D04415 Client: Address: Date: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 1/30/2007 Description/Location: Welded wire mesh for slab on grade, between 1 and 5 line and between grids "A" and "G", also footings between grids "E" and "G" on 1 line, from 1 to 3 line on grid "G" and 3 to 5 line on grid "E.9". Rebar as per approved plans. Resteel verified: By Ross Bogle on 1/30/2007. Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Miles 01500 4"-5" 0.53 N/A 274 Brundage -Bone Pump Consolidated: Yes (vibrator) Required Strength (psi): 3000 Sampling and Testing Data. ASTM C. 172, C 31 Cast Samples: 1-4 Cast Samples: 5-8 Time Made 8:00 10:05 Grade: Design ® Actual 0 Cement (lbs./type): 470# Type 1/11 Fine Agg. (lbs): 1520# Coarse Agg. (lbs/size): 1860# 7/8" Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): 271# Hot Admixtures (specify): 60 Manufacturer: Nucor Batch Weights/Cubic Yard 1 oz. MBNC-534 ( Non -Chloride Accelerator) Cubic Water Slump Yards Added C143 42 15 gal. 5" 129 0 gal. 5" Air % Conc. Temp Ambient C 231 C 1064 Temp 62°F 36°F -- 62°F 43°F Weather: Partly cloudy 34°F Slump Range: 5" Air % Range: Date Samples Picked Up: 1/31/2007 Initial Curing Method: Excluding ASTM C31 -12.1.5 Comments Advised contractor to cover all newly placed concrete to protect from cold weather. Other Test Methods / Standards Used: See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Initial Curing Temp: REINFORCING / PLACEMENT: Conforms Technical Responsibility: Truck No. 134 18 Ticket No. 180040 118208 Excluding ASTM C31 -10.1.2 X Does Not Conform W'er 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 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 -62-04 (Rev 9/06) 'OTTO ROSENAU & ASSOCIATES, INC. ® Geotechnical Engineering, Construction Inspection & Materials Testing NorMed Shaw Job No.: 06-733 Report No.: 43611 CONCRETE REPORT COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Daus) (In.), (Sg.ln.) Weight (Lbs.) foil bother than cone) 1 2/6/07 7 6x12 28.05 29.34# 93,160 3320 2 3 4 5 2/6/07 7 6x12 28.05 29.04# 91,540 3260 6 7 8 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Page 2 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 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Date: 06-733 NorMed Shaw 4310 S 131st Place, Tukwila 1/4/2007 GROUT REPORT Report Number: Description / Location: Detention vault plank infill. Resteel grade: 60 Placemer►t Data,. ,, Supplier: Miles Mix Number: 10550 Total Yards Placed: 10 Specified Strength (psi): 3000 Samplingand Casting of Samples ASTM C:314C.109..:.:..:....:. Cast Samples: Cast Samples: 1-4 Weather: Partly cloudy Date Samples Picked Up: 1/5/07 Other Test Methods / Standards Used: Specimen Test Number Date 1 1/11/07 2 2/1/07 3 2/1/07 4* *Discarded Tested in general accordance to: Field Cure Client: Address: Inspector: Manufacturer: Nucor Cement (type/lbs.): Fine Agg. (lbs.): Coarse Agg. (size/lbs.): Coarse Agg. (size/lbs.): Cubic Flow' .:lards: 10 Age Size (Days) (In.) 7 2x4 Comments )44 vto / 0044 41410 45878 Permit NNumb i FryNT D04415 NorMed - Shaw Partnership PO Box 3644, Seattle, WA 98124-3644 Dusty Johnston . ; Satoh Weights 846# Type I/II Water (lbs./gal): 375# 2660# Admixtures (specify) 42 oz. MB100XR ( Retarder) grout 56°F REINFORCING / PLACEMENT: TEST RESULTS Area (Sq.In.) 3.14 28 2x4 3.14 28 2x4 3.14 ASTM C39 x ASTM C78 Ambient Temp:, 40°F Truck. Ticket No. No. 041 179158 Conforms X Does Not Conform Max Load Strength Type of Fracture Weight (Lbs.) (psi) (other than cone) 1.00# 17,710 5640 .99# 23,610 7520 1.00# 24,620 7840 ASTM C109 ASTM C617 x ASTM C1231 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Copies to: x Client x Architect x Engineer x Contractor x Building Dept. x Batch Plant Technical Responsibility: nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -71-03 (Rev 07/05) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 06-733 •: 06 -73 3S. . :Y. Report Ort u m•.e,..lr'.�^.. .... M... -.a395 .., Permit Number: r: tt D044 4 1...5 „{..',...t..:t:.,a,,,,,,..,;t;.,�,,'{,...... 1,. ....,•.,i•r_:y""�..,...5.,.«.dS.:..4Y>i.hti i1{...}i�\:..A.t'r�ily„. K.Ir:Lws. PAd,rC"::'�„.v+=s7]�b!=:S;.v:..177,.,r: 1,^':?iIi'it4+�,tr�;'rty:iicfiu�,fX�°i: ��1i1j'�+,4:.rti;ry. T6,n,+tt.x..?uU:r,>a„S��A .8r,v;;,•l;a:, .',\5'rr:�::: •t%'7..:.”Project: NorMed Shaw Client: NorMed —Shaw Partnership Address: 4310 S. 131st Place, Tukwila, WA 98124 Address: PO Box 3644, Seattle WA 98124-3644 Inspector: Dusty Johnston Date: 1/4/2007 ;Yti; � •%1;ji::1 ;9";:nit'.' ' !,:? : .:i:,.,` Al{f• S3f'ttA l„• ur5d+.•,vrt'”. . , .. 1-t sa,L.w,ttt: �.%iw!:Mi.t{..>:At.W.1,::•�t'.i�aA. ;3ySS .,.,.,,..,.,,;;Description/Location: Detention vault .,,. plank infill. Resteel verified: Yes by Dusty Johnston on 1/4/2007. • Placementibata Supplier: Mix Number: Slump Spec: WIC Ratio Spec: Air Spec: Miles 0155A 5" .41 5% Total Yards: 64 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 ....u.,,z... •to. ...I iil -4,2,1 • ...,,,A19, ,,,, •Iii,,,,44.)t,,, ,kb' tt , ,.. r kla , Cast Samples: 1-4 11:00 Grade: Cement (lbs./type): 517# Type I/II Fine Agg. (lbs): 1370# Coarse Agg. (lbs/size): 1860# 7/8" Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): 254# Admixtures (specify): 3.15 oz. MBAE-90 s j tt3 Iii 10 0 5" �:i;, '':7\:�;: 7i '?:Sii'� '.i..:.v tia;ro.•�.v::- x;•..) ,f ' `=tiv={.a* �p !`ii •:' :,t:i i,��,. v -.4.-.:fir !;K yt:Y S -.i,, ''�,+% „i<s.,.;'R 'iizg; ,a. .. , 3 .%ricr; iY} .. :�".r-,f 'G•: Y:i?'� I-,- �t•t rr: +0Z5r Weather: Partly cloudy Slump Range: Date Samples Picked Up: 1/5/2007 Initial M Curinry ethod: ,. _t. , . d'^'" ^.a•,. eta,, . u: :S.z2rt :i::';.M. 3a;d'c1'Gt.: - y Other Test Methods / Standards Used: 4.7% fli 0 Manufacturer: Nucor Bafdh WOWlitO/Ciii ic, Yard 55°F .:S f 'i1::```' ti :� J: •�{'y1' �wL,r.x1r;;t,1ti Air % Range: Excluding ASTM C31 -12.1.5 Initial Curing Temp: REINFORCING / PLACEMENT: Conforms X COMPRESSIVE TEST RESULTS Excluding ASTM C31 -10.1.2 Does Not Conform Specimen Test Field Age Size Area Max Load Strength Number Date Cure (Daus) (In.) (Sg.In.) Weight f Lbs.) (psi) 1 1/11/07 7 6x12 28.08 29,32# 141,620 5040 2 2/1/07 28 6x12 28.05 29.26# 176,350 6290 3 2/1/07 28 6x12 28.05 29.37# 174,460 6220 4* *Discarded Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: Type of Fracture (other than cone) alter C ."en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. except in full, without written permission from our firm is strictly prohibited. Reproduction of this report, 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 -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT Job Number: 06-733 43443 Permit Number: D04415 Project: NorMed Shaw Client: Address: 4310 S. 13161 Place, Tukwila, WA 98124 Address: Inspector: Darren Reid Date: Description/Location: Resteel for panels #7, 9, 10, 12, 6, 8, 91, 65, 28, 30, 68, 93, 72, 26, & 13 approved on 1/2/07 per report #56821. Resteel for panels #14, 16, 24, 75, 79, 85, 86, & 87 approved today by me. Concrete placed for all panels listed above per City approved plans. Also, resteel and concrete placed for (2) F4.0 and (1) F.50 footings. Report Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 1/4/2007 Resteelverified: Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Yes (see above) ...!tt~.,f! 1t4.t , a.3c. Miles 1550 5" +/- 1" 123 Pump Yes (vibration) Required Strength (psi): 4000 Sairrtplirg atttlT}estipg Data.. b51�M C:15'712� C•.31: Cast Samples: 1-4 5-8 Grade: 60 Manufacturer: Cascade & Nucor ,.' ,^1 . � '.��^i :wi Sir i�"�. $ri . 'i`)i. '�r'^"'i W, , 41,4, 1:1A4 =gid` ; .: ts•lal CL .� v:s: F i .: Cement (lbs./type): 517# Type I/II Fine Agg. (lbs): 1470# Coarse Agg. (lbs/size): 1860# 7/8" Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): 275# Admixtures (specify): 31 oz. MBNC534 (.50%) (Non Chloride Accelerator) ubic; Vilater: Si.ump Arica' Made Yatds:: Added' G143 01,201: 9:00 56 15 gal. 6" N/A 11:00 161 10 gal. 6" N/A Weather: Date Samples Picked Up: 1/5/2007 i a ... .. .4 .... .. `•.tin i\.' . Other Test Methods / Standards Used: Temp C10.64 65°F 64°F Ambient . Truck Ticket. Temp No. No: 50°F 752 179139 50°F 71 118051 Slump Range: Air % Range: Initial Curing Method: Excluding ASTM C31 -12.1.5 Initial Curing Temp: ..£ ..Temi...p : Excluding ASTM C31 -10.1.2 •.F .•:ltnA�..+}.rt'rit.i��.::�.�. 7t�. r�•1^l�rj:..1'ry 'l:., REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) (In.) (Sq.ln.) Weight fLbs.) jg.1 (other than cone) 1 1/11/07 7 6x12 28.08 29.46# 120,660 4300 2 2/1/07 28 6x12 28.05 29.40# 160,470 5720 3 2/1/07 28 6x12 28.05 29.49# 164,460 5860 4* See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: P' alt- C.`' ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of thls 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 Form No.: ADMIN -62-04 (Rev 9/06) OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing NorMed Shaw Job No.: 06-733 Report No.: 43443 11 CONCRETE REPORT �aa tu COMPRESSIVE TEST RESULTS U UO Specimen Test Field Age Size Area Max Load Strength Type of Fracture p p�si Number Date Cure fDays) (In.) (Sg.In.) Weight (Lbs.) j(other than cone) N W 5 1/11/07 7 6x12 28.08 29.52# 124,490 4430 - H 6 2/1/07 28 6x12 28.05 29.46# 173,920 6200 N u - WO 7 2/1/07 28 6x12 28.05 29.49# 167,300 5960 2 8* *Discarded Ili. 4. Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x d Note: Type of fracture does not apply when testing in conformance to ASTM C1231 F=- 11.1 Final curing in calcium hydroxide water storage tank at 73° t 3° F ZF =- ' 1- O Z I- UC 0 H. wW U IL O Z !LI H =' O ~' Page 2 of 2 6747 M.L. King Way S,, Seattle, Washington 98118 — Phone (206) 725-4600 or 1-868-0TT0-4-US — Fax (206) 723-2221 Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: 43419 Permit Number: D04415 Project: NorMed. Shaw Address: 4310 S. 131'4 Place, Tukwila, WA 98124 Inspector: Darren Reid Client: Address: Date: NorMed — Shaw Partnership. PO Box 3644, Seattle WA 98124-3644 1/18/2007 Description/Location: Inspected resteel and concrete placement for footings along grid A from 5.5-9.5 line, along 10 line from gridB.1- A.5 with (3) F.50 spread footings between 9+10 fine and grid A+B per approved plans. Resteel verified: Yes by Darren Reid on 1/18/2007. Grade: 60 Manufacturer: Cascade/Nucor Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Miles 2450 4"+l-1" 22 Chute Yes Vibration Required Strength (psi): 3000 fc Sampling and Testing Data Time AST c 172, C 31' tUfade Cast•Saliiptes: 1-4 10:15 Weather: Cloudy/Overcast Date Samples Picked Up: 1/19/2007 Other Test Methods / Standards Used: Specimen Number 1 Test Field Date Cure 1/25/07 Design ®Actual ❑ Batch Weights/Cubic Yard Cement (lbs./type): 423# Type I/11 Fine Agg. (lbs): 1580# Coarse Agg. (lbs/size): 1860# 7/8" Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cublc Yards. 11 254# 100% Hot 1.3.0 oz. Polyheed -Water 'Slump Added C143 10/41 "5" Slump Range: — Initial Curing Method: Comments Age (Days) 7 Air % -Cone: Temp, `Ambient 'C 234 .,c 1064:: Tamp• 58° 38" Excluding ASTM C31 -12.1.5 'Air % Range: Initial Curing Temp: Truck No. M020 Tlcket No.: 179458 EE.iccluding ASTM C31 -10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Size Area Max Load fin.) (Sg.In.) Weight (Lbs.) 6x12 28.43 29.81# 92,870 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: Strength Type of Fracture si (other than cone) 3270 ASTM 01231 x alter C en, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: Project: NorMed Shaw Address: 4310 S. 131st Place, Tukwila, WA 98124 Inspector: Dusty Johnston, Wayne Barker Description/Location: Detention vault slab on grade Resteel verified: By Dusty Johnston Placement Data Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: 289 Placed Via: Pump Consolidated: No Required Strength (psi): amplinganfTesting Miles 01550 5"t1" 0.486 3000 C ag! lFo,, A IJAN 25 2001 '� �M1TC„Zg,;,... 43944 Permit Number: D04415 Client: Address: Date: Design`® NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 12/7/2006 Grade: ActualD Cement (lbs./type): 570# Type I-11 Fine Agg. (lbs): 1549# Coarse Agg. (lbs/size): 1860#'/e" Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): 169# Admixtures (specify): 60 Manufacturer: Nucor Batch WeightslCubic.Yard Cast Samples: Cast Samples: 5-8 Weather: Foggy Date Samples Picked Up: 12/8/2006 Other Test Methods / Standards Used: Specimen Test Number Date 1 12/14/06 2 1/4/07 3 1/4/07 4* Field Cure Slump Range: 5" Initial Curing Method: Excluding ASTM C31 -12.1.5 Comments; .: 54°F 52°F 40°F 45°F Air % Range: N/A Initial Curing Temp: Excluding ASTM C31 -10.1.2 Ticket: :No: 178104 117781 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Age Size Area Max Load Strength (Daus) (In.) (Sq.in.) Weight (Lbs.) (psi) 7 6x12 28.26 29.41# 128,560 4550 28 6x12 28.26 29.38# 173,520 6140 28 6x12 28.26 29.49# 171,710 6080 See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: Type of Fracture (other than cone) Walt= "H • nsen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our firm is strictly prohibited. Page 1 of 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 -62-04 (Rev 9/06) TTO ROSENAU ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing NorMed Shaw Job No.: 06-733 Report No.: 43944 CONCRETE REPORT COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) (In.) (Sq.In.) Weight (Lbs.) lap,(other than cone) 5 12/14/06 7 6x12 28.26 29.46# 120,060 4250 6 1/4/07 28 6x12 28.26 29.57# 154,950 5480 7 1/4/07 28 6x12 28.26 29.58# 159,050 5630 8* *Discarded Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° t 3° F Page 2 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 'OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: Project: NorMed Shaw Address: 4310 S. 131st Place, Tukwila, WA 98124 Inspector: Darren Reid, Ed Moser Description/Location: Slab on grade, 10 Resteel verified: By Darren Reid ,Placement Data, Supplier: Miles Mix Number: 01550 Slump Spec: 4" ± 1" W/C Ratio Spec: Air Spec: N/A Total Yards: 299 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling andTesting: Data • ASTM'G 1-4 5-8 Cast Samples: Cast Samples: Weather: Overcast Date Samples Picked Up: 12/6/2006 ade 8:00 10:15 Other Test Methods / Standards Used: 43422 Client: Address: Date: Permit Number: D04415 NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 12/5/2006 to 5, A to E. Resteel and concrete placement were found to be as per approved plans. Grade: 'Design. ®, Actuall; 0 Cement (lbs./type): 517# Fine Agg. (lbs): 1470# Coarse Agg. (lbs/size): 1850# %" Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): 274.9# Hot Admixtures (specify): +UbiCWater-;: (aids• ?Added • 72 0 gal. 185 0 gal. Manufacturer: Batch Weights/Cubic Yard'. 62 oz. MB NC -534 (Non -Chloride Accelerator) Slump. C143'. 4'/" 5" C 231,' N/A N/A Gonc: Temp, ,c•.1064 70°F 70°F Ambient Temp .; 43°F 44°F Slump Range: 4' " — 5" Air % Range: Initial Curing Method: Excluding ASTM C31 -12.1.5 Initial Curing Temp: Comments.,;::: REINFORCING/PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Truck, M086 M092 Ticket No' 117695 117720 N/A Excluding ASTM C31 -10.1.2 X Does Not Conform Specimen Test Field Age Size Area Max Load Strength Number Date Cure (Days) (In.) (Sq.In.) Weight (Lbs.) (psi) 1 12/12/06 7 6x12 28.12 29.38# 111,970 3980 2 1/2/07 28 6x12 28.23 29.41# 152,640 5410 3 1/2/07 28 6x12 28.23 29.44# 145,270 5150 4* See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: Type of Fracture (other than cone) alter ' H -risen, 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 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 -62-04 (Rev 9/06) OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing NorMed Shaw Job No.: 06-733 Report No.: 43422 CONCRETE REPORT COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) (In.) (Saki.) Weight (Lbs.) Loh (other than cone) 5 12/12/06 7 6x12 28.12 29.65# 100,470 3570 6 1/2/07 28 6x12 28.23 29.67# 129,810 4600 7 1/2/07 28 6x12 28.23 29.40# 131,440 4660 8* *Discarded Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Page 2 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 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 29708 Description: Reinforcing Steel RECEIVED a • ;�Z LU Project: NorMed Shaw Permit Number: D04415 ��� 1 2001 rt 2 Address: 4310 S 1318 PI, Tukwila Job Number: 06-733 pp�COM�MUN17y U O Client: NorMed - Shaw Partnership Client Address: 6O Box 3644, Seaml�;�9Mt9 24- N c WI Inspector N 1- and Date Remarks O Isaac Ruoff Arrived on site for atilt up panel reinforcing steel work in progress inspection. Answered Contractor's g 12/28/06 questions and concerns. Reinforcing steel placement is ongoing and Contractor will schedule when ga :3. ready for full inspection. V- .1 C7 w I— _ Z O. UJ no 0 O to W W. • U_ O iii Z N i I- C) ~. Copies to: X Client X Contractor X Architect X Building Dept. Technical Responsibility: X Engineer Walt r . Hansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725-4600 or 1-888-OTTO-4-US - Fax (206) 723-2221 Form No.: ADMIN -63-01 (Rev 05/03) Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 56821 Description: Reinforcing Steel 4 ;Z H Z Project: NorMed Shaw Permit Number:D04415 rG 2 Address: 4310 S 1318 PI, Tukwila Job Number: 06-733 J 0 Client: NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- 0 3644 0 Ill co 0 Inspector J H and Date Remarks CO W 0 Andrew Novikoff Performed visual inspection of reinforcing steel in the following tilt -up panels: 2 1/2/2007 p* .I #'2, 9, 10, 12, 6, 8, 91, 65, 28, 30, 68, 93, 72, 26, 13. - =d Resteel is grade 60 from Nucor. Placement was found to be per approved plans. z IIIi— i— HO Conforms w f"' W U 0 O — O I— w W ~H 1 O Z lb co U= O I— z Copies to: X Client X Architect X Engineer X Contractor X Building Dept. Technical Responsibility: . H nsen Project Manager j 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 Inspection & Materials Testing Job Number: Project: Address: Inspector: 06-733 CONCRETE REPORT Report Number: NorMed Shaw 4310 S. 131st Place, Tukwila, WA 98124 John Reeder 54138 Permit Number: Client: Address: Date: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 12/21/2006 D04415 Description/Location: On site to inspect resteel and concrete placed at the west wall of the detention vault. Resteel and concrete placement were found to be done as per approved plans. Resteel verified: Yes Placement Data Supplier: Miles Mix Number: 0155A Slump Spec: N/A W/C Ratio Spec: .53 Air Spec: 5.0% +-1 % Total Yards: 60.0 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 — 4 Time Made 9:00 Design Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Water Yards Added 10.0 10 gal Grade: 60 Manufacturer: Cascade & Nucor ® Actual ❑ Batch Weights/Cubic Yard 5171b 1370 Ib 7/8" 18601b 254 Ib MBAE90 3.15 oz/yd Slump C143 5" Air% C 231 4.8% Conc. Temp C 1064 62 Ambient Temp 41 Truck No. M076 Ticket No. 178733 Weather: Clear Air % Range: 4.8% Date Samples Picked Up: 12/22/06 Initial Curing Method: Excluding ASTM C31 -12.1.5 Initial Curing Temp: Excluding ASTM C31 -10.1.2 Comments Other Test Methods / Standards Used: Specimen Number 1 Test Field Date Cure 12/28/06 Slump Range: 5" REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Age Size Area Max Load Strength Type of Fracture (Days) (In.) (Sc.ln.) Weight (Lbs.) si (other than cone) 7 6x12 28.24 28.78# 129,420 4230 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: ASTM C1231 x t=r C/Hdfisen, 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 -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing RECEIVED Job Number: 06-733 Project: NorMed Shaw Address: 4310 S. 1318` Place, Tukwila Inspector: Micah Ruoff Description/Location: Spread footings on grid line 10 from lines B to D. CONCRETE REPORT Report Number: 43463 Client: Address: Date: Resteel verified: Yes, by Micah Ruoff on1 Placement Data Supplier: Miles Mix Number: 02450 Slump Spec: 4" W/C Ratio Spec: Air Spec: N/A Total Yards: 34 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 :Sampling and.TestingIData `, :.- Time ASTM C C:-31 Made Cast Samples: 1-4 8:00 1/16/2006 Design Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): COMMUNITY DEVELOPMENT Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 11/16/2006 004415 Grade: 60 Manufacturer: Nucor Actual 0;: i3atchWeights/Cubic Yard 423# 1580# 1860# %" 254# 13 oz. MB Polyheed 997 °.Cufilc. Water `': Slump. Yards Added .:. C143 21 5 gal. 4" Air '%': Conc. Temp C 231 C .1064 N/A 67°f Weather: Clear/Sunny Slump Range: -- Date Samples Picked Up: 11/17/2006 Initial Curing Method: Excluding ASTM C31 -12.1.5 Other Test Methods / Standards Used: Specimen Test Number Date 1 11/23/06 2 12/14/06 3 12/14/06 4* *Discarded Tested in general accordance to: Field Cure „, ;:comments ; Ambient Temp'. 43°F Air % Range: Initial Curing Temp: .,Truc( No: . 134 Ticket No. 177197 Excluding ASTM C31 -10.1,2 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Age Size Area Max Load Strength Type of Fracture (Days) (In.) (Sc.ln.) Weight (Lbs.) loil (other than cone) 7 6x12 28.29 29.03# 83,550 2950 28 6x12 28.26 29.25# 127,420 4510 28 6x12 28.26 29.36# 121,500 4300 ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: an n, Project Manager This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except In full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: Project: NorMed Shaw Address: 4310 S. 131st Place, Tukwila, WA 98124 Inspector: Darren Reid, Ed Moser 43422 Permit Number: D04415 Client: Address: Date: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 12/5/2006 Description/Location: Slab on grade, 10 to 5, A to E. Resteel and concrete placement were found to be as per approved plans. Resteel verified: By Darren Reid Placement Data Supplier: Miles Mix Number: 01550 Slump Spec: 4" ± 1" W/C Ratio Spec: Air Spec: N/A Total Yards: 299 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Cast Samples: 5-8 Grade: Manufacturer: Design ® Actual 0 Batch WeightsICubic Yard Cement (lbs./type): 517# Fine Agg. (lbs): 1470# Coarse Agg. (lbs/size): 1850# W Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): 274.9# Hot 62 oz. MB NC -534 (Non -Chloride Accelerator) Time Cubic Water Slump Air clo Made Yards Added C143 C 231 8:00 72 0 gal. 4'/," N/A 10:15 185 0 gal. 5" N/A Weather: Overcast Date Samples Picked Up: 12/6/2006 Other Test Methods / Standards Used: Specimen Number 1 2 3 4 Test Field Date Cure 12/12/06 Conc. Temp C 1064 70°F 70°F Slump Range: 4 3 " — 5" Initial Curing Method: Excluding ASTM C31 -12.1.5 Comments Ambient Truck Ticket Temp No. No. 43°F M086 117695 44°F M092 117720 Air % Range: Initial Curing Temp: N/A Excluding ASTM C31 -10.1.2 REINFORCING 1 PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Age Size Area (Days) (In.) (Sq.ln.) 7 6x12 28.12 See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Max Load Weight (Lbs.) 29.38# 111,970 Technical Responsibility: Strength Type of Fracture si (other than cone) 3980 (ZA/A / 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 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 -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing NorMed Shaw Job No.: 06-733 Report No.: 43422 CONCRETE REPORT COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure frlayAl (In.) (Sa.ln.) Wei ht (Lbs.)_WO (other than cone) 5 12/12/06 7 6x12 28.12 29.65# 100,470 3570 6 } 7 8 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F ASTM C1231 x Page 2 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 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: CONCRETE REPORT 06-733 Report Number: Project: NorMed Shaw Address: 4310 S. 131st Place, Tukwila, WA 98124 Inspector: Dusty Johnston, Wayne Barker Description/Location: Detention vault slab on grade Resteel verified: By Dusty Johnston Placement Data:• Supplier: Miles Mix Number: 01550 Slump Spec: 5" ± 1" W/C Ratio Spec: 0.486 Air Spec: Total Yards: 289 Placed Via: Pump Consolidated: No Required Strength (psi): 3000 Sampling and?TestingiData. 2 Cast Samples: Cast Samples: 5-8 1-4 Mads 7:30 9:30 Weather: Foggy Date Samples Picked Up: 12/8/2006 Other Test Methods / Standards Used: Specimen Number 1 2 3 4 Test Date 12/14/06 Field Cure 43944 Client: Address: Date: Permit Number: • NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 12/7/2006 D04415 Grade: 60 Manufacturer: Nucor Design Actual 0 Batch Weights/Cubic` Yard, Cement (lbs./type): 570# Type I-II Fine Agg. (lbs): 1549# Coarse Agg. (lbs/size): 1860#'/e" Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): 169# Admixtures (specify): ubic Water: ards. Added' 11 0 gal. 160 0 gal. lump 5" Alr.` °10 C231_ Slump Range: 5" Initial CuringMethod: Excluding ASTM 121.5 .. ...... Comments ... ' ..... s.. ,. one ,Temp.^ Ambient C 1064 Temp; 54°F 40°F 52°F 45°F Truck. Ticket No. 'No;.. 136 178104 135 117781 Air % Range: N/A Initial Curing Temp: Excluding ASTM C31 -10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Age Size Area (Days) (In.) (Sq.In.) 7 6x12 28.26 See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Weight 29.41# Technical Responsibility: Max Load Strength Type of Fracture (Lbs.) (psi) (other than cone) 128,560 4550 Iter C. a en, Pro ject 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 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 -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing NorMed Shaw Job No.: 06.733 Report No.: 43944 CONCRETE REPORT COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) SIn.) (Sq.ln.) Weight (Lbs.) fol (other than cone) 5 12/14/06 7 6x12 28.26 29.46# 120,060 4250 6 7 8 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Page 2 of 2 6747 MI. King 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 Job Number: 06-733 Project: NorMed Shaw Address: 4310 S. 131'1 Place, Tukwila, WA 98124 Inspector: Darren Reid CONCRETE REPORT Report Number: 43444 Permit Number: Client: NorMed — Shaw Partnership Address: PO Box 3644, Seattle WA 98124-3644 Date: 12/14/2006 D04415 Description/Location: Resteel, concrete and embeds placed per approved plansalong1/5.2-9. Reference F/1.2 for embeds and plans for remainder. Resteel verified: Yes ;Placement Data' Supplier: Miles Mix Number: 1500 Slump Spec: 4" t 1" W/C Ratio Spec: Air Spec: Total Yards: 30 Placed Via: Chute Consolidated: Yes (vibration) Required Strength (psi): 3000 Satnl'piing :ainiTo$frjgData:?' Cast Samples: 1-4 Design, Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Grade: 60 Manufacturer: Nucor ®:'Actual El ;Batch Weights/CubicYard.; 470# Type I-II 1520# 1860# %' 271# Hot Weather: Hard rain Date Samples Picked Up: 12/15/2006 Other Test Methods / Standards Used: Specimen Number 1 Test Field Date Cure 12/21/06 10 O gal. Slump Range: Initial Curing Method: Excluding ASTM C31 -12.1.5 ,1 Age (Days) 7 CommeritsV i` .. Air % Range: Initial Curing Temp: REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Size Area (In.) (Sq.In.) 6x12 28.18 Tested in general accordance to: ASTM C39 x ASTM C109 Max Load Weight (Lbs.) 29.29# 116,890 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: icket ..: 178492 Excluding ASTM C31 -10.1,2 X Does Not Conform Strength Type of Fracture (psi) (other than cone) 4150 ASTM C1231 x 'Re . ansen, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Inspector: 06-733 CONCRETE REPORT Report Number: NorMed Shaw 4310 S. 131M Place, Tukwila, WA 98124 Darren Reid 43445 Permit Number: Client: Address: Date: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 12/14/2006 D04415 Description/Location: Resteel and concrete placed per approved plans at south half of exterior walls with interior walls (same area). Air entrainment was added to the concrete mix at 30 cubic yards. An air test was performed and air content was found to be 5.5%. Resteel verified: Yes Placement Data Miles 1550 Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: 4% ± 1.5% Total Yards: 67 Placed Via: Pump Consolidated: Yes (vibration) Required Strength (psi): 3000 Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1-4 11:30 Weather: Downpour Date Samples Picked Up: 12/15/2006 Other Test Methods / Standards Used: Grade: 60 Manufacturer: Nucor Design ® Actual 0 Batch Weights/Cubic Yard Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards 20 570# Type I -ll 1470# 1560# %" 300#'/" 275# Hot Water Slump Air % Added C143 C 231 15 gal. 6" -- 12 gal. 6" 5.5% Conc. Temp C 1064 54°F 55°F Slump Range: 6" Initial Curing Method: Excluding ASTM C31 -12.1.5 Comments Ambient Truck Ticket Temp No. No. 54°F 93 178475 53°F 075 178487 Air % Range: Initial Curing Temp: Excluding ASTM C31 -10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Number Date Cure (Days) (In.) (Sa.ln.) Weight 1 12/21/06 7 6x12 28.18 29.05# Max Load Strength Type of Fracture (Lbs.) si (other than cone) 119,650 4250 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Contractor X Architect X Building Dept. Technical Responsibility: X Engineer X Batch Plant ASTM C1231 x It- 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 k 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-886-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Inspector: 06-733 NorMed Shaw 4310 S 131st Place, Tukwila Ross Bogle Description/Location: Column pads line #6, #7, and #9 Line B; #6 and #7 lines at Line C. Rebar as per approved plans. CONCRETE REPORT Report Number: 43584 — Revised Client: Address: Date: 0Et,eLo MFNT Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 10/31/2006 Resteel verified: Yes Placement Data. Supplier: Miles S & G Mix Number: 2450 Slump Spec: 3" ± 1" W/C Ratio Spec: Air Spec: N/A Total Yards: Placed Via: Pump Consolidated: Yes Required Strength (psi): "Samplinga'ndTesting Tlffls Cast Samples: 1-4 Weather: Clear — cold Date Samples Picked Up: Comments Recommended cold weather protection for newly placed concrete Other Test Methods / Standards Used: 3000 a Made' 8:30 Design Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cu later ants Added 21 N/A D04415 Grade: 60 Manufacturer: Nucor ED Actual. ® Batch Weights/Cubic Yard 473# 1580# 1860# 7/8" 254# 13 oz. MB Polyheed 997 lump: 143; 4" ►�r % ' Conc. Temp Ambient 231 C `1064 Temp N/A 60° F 24° F Slump Range: 3" ± 1" 11/1/2006 Initial Curing Method: Excluding ASTM C31 -12.1.5 Air % Range: Initial Curing Temp: Truck, No.. . 19 Ticket No: 117353 N/A Excluding ASTM C31 -10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Number Date Cure (Days) (In.) (Sc.ln.) 1 11/7/06 7 6x12 28.22 2 • 11/28/06 28 6x12 28.26 3 11/28/06 28 6x12 28.26 4* *Discarded Tested in general accordance to: ASTM C39 x ASTM C109 Max Load Strength Type of Fracture Weight (Lbs.) kg§i (other than cone) 28.88# 74,830 2650 29.01# 104,890 3710 28.95# 105,040 3720 ASTM C617 ASTM C1231 x Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: Iter C. H. n -n, Project Manager This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725-4600 or 1-888-OTTO-4-US — Fax (206) 723-2221 Form No.: ADMIN -62-04 (Rev 9/06) Y• OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06-733 CONCRETE REPORT Report Number: 43709 — Revised Project: NorMed Shaw Client: Address: 4310 S 131st Place, Tukwila Address: Inspector: Micah Ruoff Date: Description/Location: Footings on line D from 8 to 10, line E from 8 to 5, as well as footings on lines 8 & 5. Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 11/7/2006 Resteel verified: Yes, by Micah Ruoff on 11/7/2006 Piacement,Data Supplier: Miles Mix Number: 01500 Slump Spec: 4" W/C Ratio Spec: Air Spec:. Total Yards: 90 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Samplingfand,Testing,Data':. TI ASTM C`172, C,=31 ;; Cast Samples: 1-4 Made 1:30 Weather: Rainy to partly sunny Date Samples Picked Up; 11/8/2006 Other Test Methods / Standards Used: Specimen Test Field Number Date Cure 1 11/14/06 2 12/5/06 3 12/5/06 4* *Discarded Tested in general accordance to: Grade: 60 Manufacturer: esign,®. Actual; Batch;Weights%Cubic Yard` Cement (lbs./type): 470# Fine Agg. (lbs): 1520# Coarse Agg. (lbs/size): 1860# 7/8" Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): 271# Admixtures (specify): .CUbic Water Yards: Addei 32 5 gal. 4.1 4'/2" lir °/a ;231: N/A D04415 Conc.; OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Inspector: 06-733 NorMed Shaw 4310 S. 131s1 Place, Tukwila Micah Ruoff CONCRETE REPORT Report Number: 43463 Client: Address: Date: Description/Location: Spread footings on grid line 10 from lines B to D. Resteel verified: Yes, by Micah Ruoff on 1 Placement:Data• Supplier: Miles Mix Number: 02450 Slump Spec: 4" W/C Ratio Spec: Air Spec: N/A Total Yards: 34 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Samplingand:Testing Data Time • ASTM C;1�72, C'31. . Mahe Cast Samples: 1-4 8:00 Weather: Clear/Sunny Date Samples Picked Up: 11/17/2006 Other Test Methods / Standards Used: Specimen Number 1 Test Field Date Cure 11/23/06 Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124-3644 11/16/2006 D04415 1/16/2006 Grade: 60 Manufacturer: Nucor Design ® ;Actual 0 " : ,Batch Weights/C'ubic;Yard. Cement (lbs./type): 423# Fine Agg. (lbs): 1580# Coarse Agg. (lbs/size): 1860#'/8" Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): 254# Admixtures (specify): 13 oz. MB Polyheed 997 Cu ic, Water Yards ; ...Added 21 5 gal. Slump ;>. ••Air°10 • Conc. Temp .Ambient Truck C 231, .. C1064 Temp No. 4" N/A 67°f 43°F 134 Slump Range: -- Initial Curing Method: Excluding ASTM C31 -12.1.5 ' Comiiients` Air % Range: Initial Curing Temp: Ticket No. 177197 Excluding ASTM C31 -10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Age Size Area Max Load Strength Type of Fracture (Daus) (In.) (Sc.ln.) Weight (Lbs.) si (other than cone) 7 6x12 28.29 29.03# 83,550 2950 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: ASTM C1231 x alter C� H -'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 -62-04 (Rev 9/06) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing RECEIVED NOV 2 0 2006 Job Number: 06-733 Project: Address: Inspector: Normed Shaw 4310 S 131st Place, Tukwila Ross Bogle CONCRETE REPORT Report Number: 43584 Client: Address: Date: DEVELOPMENT Permit Number: Larry Shaw PO Box 3644, Seattle WA 98124-3644 10/31/2006 Description/Location: Column pads line #6, #7, and #9 Line B; #6 and #7 lines at Line C. Rebar as per approved plans. Resteel verified: Yes Placement Data Supplier: Miles S & G Mix Number: 2450 Slump Spec: 3" ± 1" W/C Ratio Spec: Air Spec: N/A Total Yards: Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1-4 Time Made 8:30 Design Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards 21 Water Added N/A D04415 Grade: 60 Manufacturer: Nucor 0 Actual ® Batch Weights/Cubic Yard 473# 1580# 1860# 7/8" 254# 13 oz. MB Polyheed 997 Slump C143 4" Air % Conc. Temp C 231 C 1064 N/A 60° F Weather: Clear — cold Slump Range: 3" ± 1" Date Samples Picked Up: 11/1/2006 Initial Curing Method: Excluding ASTM C31 -12.1.5 Comments Recommended cold weather protection for newly placed concrete Other Test Methods / Standards Used: Specimen Number 1 Test Field Date Cure 11/7/06 Ambient Temp 24° F Truck No. 19 Ticket. No. 117353 Air % Range: N/A Initial Curing Temp: Excluding ASTM C31 -10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Age Size Area (Days) (In.) (Sq.ln.) 7 6x12 28.22 Max Load Weight (Lbs.) 28.88# 74,830 Tested in general accordance to: ASTM C39 x ASTM C109 ASTM C617 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Final curing in calcium hydroxide water storage tank at 73° ± 3° F Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant Technical Responsibility: Strength Type of Fracture si (other than cone) 2650 ASTM C1231 x er • " - risen, 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 -62-04 (Rev 9/06) ENGINEER ING 38 Client: Date: 5, 180 Nickerson St. Suite 302 Seattle, WA 4/e/07 7. 98109 �(�% (206) 285-4512 FAX: Page Number: (206) 285-0618 1 •!,1 , • • 4 r_ t- i-; 4164 ! ! I St,,r0l�j r i ; i--.; !..'. L._ ,_„fit. 1,4_,L____ ! i .1.iI1 11 1t I I •!-- �._ ....E .�. ;-. • '-'1'.. "*". -.---7-7- '-'-'7. —7' '—'*"7—;" I . I ge ,i,,,,, , .. r ! ---_-+-- -�• t k - - .__7_7____;._.t._/_..„./.._:.__:_.4f..._i____/!.._„:,_.......... jet___4„!„..14...r.E5t.1.,,t47.17:/i.:1.,: --.._...riii - _ 3 _ I • _.:•;...1._. . _ �.. • Structural Engineers 4IT1Gl OF TUKWILA - BUILDING DIVISION 2003 Washington State Nonresidential Energy Code Compliance Form Envelope Summary Climate Zone 1 ENV -SUM 2003 Washington State Nonresidential Energy Code Compliance Forms Revised July 2004 Project In.o Project Address •floe eo FL 4.44, CalT X 100 = rthe oat. Date I I j I-1 Building Department Use RECEED "ITY ()F TII IWWII n _! 1 ;,) nO'i 4"/A0 0 • 414, Applicant Name: /. �r•to s� Below Grade Walls Applicant Address: 0120 et���I ,,[ a ` * Applicant Phone: 40014 " -ler Slabs -on -Grade Project Description lNew Building 0 Addition PERMIT CENT ❑ Alteration ❑ Change of Use Compliance Option ix (See Decision Flowchart (over) for qualifications) Prescriptive ❑ Component Performance ❑ ENVSTD 2.1 ❑ Systems (4.0 not acceptable) Analysis Space Heat Type Q Electric resistance ft. All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included In the Gross Exterior Wall Area if they are insulated to level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (verticalv�& overhd) divided by Wall Area times 100 equals % Glazing CalT X 100 = rthe oat. Concrete/MasonryOption p Q yes Check here if using this option and if project meets all requirements for the Concrete/Masonry Option. See Decision Flowchart (over) for qualifications. Enter requirements for each qualifying alt no assembly below. Envelope Requirements (enter values as applicable) Fully heated/cooled space Minimum Insulation R -values Roofs Over Attic All Other Roofs Opaque Walls Below Grade Walls Floors Over Unconditioned Space Slabs -on -Grade Radiant Floors Maximum U -factors Opaque Doors Vertical Glazing Overhead Glazing Maximum SHGC (or SC) Vertical/Overhead Glazing Semi -heated space2 Minimum Insulation R -values Roofs Over Semi -Heated Spaces2 ll 1. Assemblies with metal framing must comply with overall U -factors 2. Refer to Section 1310 for qualifications and requirements Opaque ConcretelMasonry Wall Requirements Insulation on interior - maximum U -factor is 0.19 Insulation on exterior or integral - maximum U -factor is 0.25 If project qualifies for Concrete/Masonry Option, list walls with HC z 9.0 Btu/ftwF below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20-5b in the Code. Wall Description (including insulation R -value & position) LI -factor (-ODE COM IA°NCt Q anon km) SEP 19 2005 City i�f 1h BUTWTN( 1) (Wjra VoN Notes: &lit/00Q K Lei - fti1 reV, ria0332e. 144E3104 • • • 2003 Washington State Nonresidential Energy Code Compliance Form • •, 2003 Washington State Nonresidential Energy Code Compliance Forms • 11` Revised July 2004 Decision Flowchart for Prescriptive Option Use this flowchart to determine if project qualifies for the optional Prescriptive Option. If not, either the Component Performance or Systems Analysis Options must be used. 1302 Space Heat Type: For the purpose of determining building envelope requirements, the following two categories comprise all space heating types: Other. All other space heating systems including gas, solid fuel, oil, and propane space heating systems and those systems listed in the exception to electric resistance. (continued at right) All walls R-11 insulation? Yes < 40% Glazing? Yes 0 START Yes All Insulating Installed? Opague Wall R-11 Below Grd Wall (ext) R-10 Below Grd Wall (oth) R-11 Roof Over Atdc R-30 All Other Roof R-21 Raised Floor R-19 Slab -On -Grade R-10 Radiant Floor R-10 Opaque Door U 0.60 Glazing Criteria Met? Glazing Vert OH Opaque Door Area % UVal Wal SHGC 0.15% 0.90 1.45 1.00 15-20% 0.75 1.40 1.00 20-30% 0.65 1.30 0.65 30.40% 0.60 1.30 0.45 No No No ►Ti No Yes Yee All Insulating Installed? Opague Wall R-11 Masonry Wall (int) U-0.19 Masonry Wall(other) U-0.25 Below Grd Wall (ext) R-10 Below Grd Wall (oth) R-11 Roof Over Attic R-30 All Other Roof R-21 Raised Floor R-19 Slab -On -Grade R-10 Radiant Floor R-10 Opaque Door U-0.80 Glazing Criteria Met? Glazing Vert 011 Glazing Criteria Met? Area % UVaI UVat SHGC 0-10% 0.90 1.45 1.00 10-15% 0.75 1.40 1.00 15-20% 0.65 1.30 0.80 20-25% 0.60 1.30 0.45 Yes No Electric Resistance: Space heating systems which use electric resistance elements as the primary heating system including baseboard, radiant, and forced air units where the total electric resistance heat capacity exceeds 1.0 We of the gross conditioned floor area. Exception: Heat pumps and terminal electric resistance heating in variable air volume distribution systems. Yes < 20% Glazing? Yes All Insulating Installed? Metal Framed Wall U-0.062 Other Opaque Wall R-19 Masonry Wall (Int) U-0.19 Masonry Wall(other) U-0.25 Below Grd Wall (ext) R-10 Below Grd Walt (oth) R-19 Roof Over Attic R-38 All Other Roof R-30 Raised Floor R-30 Slab -On -Grade R-10 Radiant Floor R-10 Opaque Door U-0.60 Glazing Criteria Met? Glazing Vert OH Area % UVaI tJVet SHGC 0-20% 0.40 0.80 1.00 4, Prescriptive Path Allowed Yes Component Performance or Systems Analysis Required No Yes Masonrywall criteria OK? (below) No 0 No Yes < 20% Glazing? Yes All Insulating Installed? Metal Framed Wall Other Opague Wall Below Grd Wall (ext) Below Grd Wall (oth) Roof Over Attic All Other Roof Raised Floor Slab -On -Grade Radiant Floor O•a•ue Door UA.062 R-19 R-10 R-19 R-38 R-30 R-30 R-10 R-10 U 0.80 Glazing Criteria Met? Glazing Vert OH Area % Wal Wal SHGC 0-20% 0.40 0.80 1.00 Yes Concrete/Masonry Option* Wall Heat Capacity (HC) Assembly Description Assy.Tag HC** Area (sf) HC x Area 4 Totals Area weighted HC: divide total of (HC x area) by Total Area *If the area weighted heat capacity (HC) of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. **For framed walls, assume HC=1.0 unless calculations are provided; for all other walls, use Section 1009. • 2003 Washington State Nonresidential Energy Code Compliance Form Building Permit 2r •3 Washington State Nonresidential Plans Checklist Energy Code Compliance Forms ENV -CHK Revised July 2004 Project Address4,3 `, , 131 51' !Vn Date it j 11 [[04,The following information is necessary to checka building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1301 Scope Unconditioned spaces identified on plans if allowed 4' 1302 Space heat type: If "Other", indicate on plans that electric resistance heat is not allowed f i 1310.2 Semi -heated spaces Semi -heated spaces identified on plans if allowed 1311 Insulation If 1311.1 Insul. installation Indicate densities and clearances -Indicate I , I 1311.2 Roof /ceiling insul. R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts -� ' Ilh ('{ 1311.3 Wall insulation Indicate R -value on wall sections; Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose -fill core Insulation for masonry walls as necess; Indicate heat capacity of masonry walls if masonry option is used or if credit taken in ENVSTD; PikIndicate 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; supports not more than 24" o.c.; Indicate that Insulation does not block airflow through foundation vents ftr 1311.5 Slab -on -grade floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 24" from top; Indicate above grade exterior insulation is protected 1 1311.6 Radiant floor Indicate R -value on wall section or foundation detail; Indicate slab insulation extends down vertically 36" from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where req'd. by Official 9 1 1312 Glazing and doors Provide calculation of glazing area (including both vertical 1 vertical and overhead) as percent of gross wall area A If 1312.1 U -factors Indicate glazing and door U -factors on glazing and door schedule (provide area -weighted calculations as necessary); Ail Indicate if values are NFRC or default, if values are default jA2.- then specify frame type, glazing layers, gapwidth, low -e coatings, gas fillings 1312.2 SHGC & SC Indicate glazing solar heat gain coefficient or shading coefficient on glazing schedule (provide area -weighted calculations as necessary) 1313 Moisture control NA- t i,t r�FFAr 1313.1 Vapor retarders Indicate vapor retarders on warm side Ft 1313.2 Roof/ceiling vap.ret. Indicate vapor retarder on roof section; Indicate vap. retard. with sealed seams for non -wood struc. t I t'b 1313.3 Wall vapor retarder Indicate vapor retarder on wall section 1313.4 Floor vapor retarder Indicate vapor retarder on floor section 41314 1313.5 Crawl space vap. ret. Indicate six mil black polyethylene overlapped 12" on ground Air leakage 1 1314.1 Bldg. envel. sealing Indicate sealing, caulking, gasketing, and weatherstripping 1314.2 Glazing/door sealing Indicate weatherstripping A ,' / S 11 Wilt 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing , PRESCRIPTIVE/COMPONENT PERFORMANCE (Sections 1320-23 or 1330-34) Envelope Sum. Form Completed and attached. Provide component performance worksheet if necessary Provide ENVSTD 2.1 screen 1 output if necessary If "no" Is shown for any question, provide explanation: -t-rtt , is b - ' i - a)to c r CITY OF TUKWILA - BUILDING DIVISION r. 2003 Washington State Nonresidential Energy Code Compliance Form Lighting Summary LTG -SUM 2003 Washington State Nonresidential Energy Code Compliance Fame Revised July 2004 Project Info Project Address 1 1C,O Allowed Watts per ft2 '• Area in ft2 Allowed x Area . 3 aE Date Mill 0cl, `© . i s�f , , 17ib4.,z) Parking (reflective paint) CO"$uilding ' DeJ se CITY OF TI IKtn,gi o ,i i Ijli, �'' } ' i ' Imo' -Ito Open Parking [[ q 1 Cp-r'1 �% 1(, 0.2 W/ft Applicant Name:cijo c=N j��r� •• From Table 15-1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts ititIVCV ��1CAX 0.2 W/ft2 ( PE MIT I/IEWE DE COMF Applicant Address: 2. 72p � � I �jtt t I, Ge Applicant Phone: Bldg. (by Perim)chAtit1 974 VF 7.5 W/lt qii Project Description ILY New Building ❑ Addition ❑ Alteration ❑ Plans Includ:• Refer to WSEC Section 1513 for controls and commissioning requiremen s. )FOR LIANCE Noluunomp 2005 SEP 1 9 Compliance Option Alteration Exceptions (check appropriate box) 0 Prescriptive Lighting Power Allowance 0 Systems An (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly ❑ No changes are being made to the lighting lysis n plans.) City Or ❑ Less than 60% of the fixtures are new, and installed lighting wattage is not bein Maximum Allowed Lighting Wattage (Interior Location (floor/room no.) Occupancy Description Allowed Watts per ft2 '• Area in ft2 Allowed x Area . 3 1 \ 6i- ou 6,5D ci0,6t87 17ib4.,z) Parking (reflective paint) 79 W. mix, v-vii.koc 0.3 W/ft2 Imo' -Ito Open Parking [[ q 1 Cp-r'1 �% 1(, 0.2 W/ft / •• From Table 15-1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts ititIVCV Notes: 1. Use manufacturer's listed maximum input wattage. For hard -wired ballasts only, the default table in the NREC Technical Reference Manual may also be used 2. Include exit lights unless less than 5 watts per fixture. Proposed Lighting Wattage (Interibt)st all fixtures. For exempt lighting, not exception and leave Watts/Fixture blank. Location (floor/room no.) Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed 1 / 1 2-% \ it tint. 140Lupe 692, ZZ 17ib4.,z) Parking (reflective paint) 79 W. mix, v-vii.koc 0.3 W/ft2 Imo' -Ito Open Parking [[ q 1 Cp-r'1 �% 1(, 0.2 W/ft / _ -- /2-X--1, Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts ��1CAX Maximum Allowed Lighting Wattage (Exterior) Location Description Allow d Watts per ft2 or per If Area in ftAllowed (or If for perimeter) Watts x ft(or x It) Covered Parking (standard paint) \g; FIr131•L r 1,19e 2 0.2 W/ft2 Parking (reflective paint) 79 W. mix, v-vii.koc 0.3 W/ft2 Imo' -Ito Open Parking [[ q 1 Cp-r'1 �% 1(, 0.2 W/ft / _ -- /2-X--1, Outdoor Areas 4,..z:72 ' 0.2 W/ft2 Bldg. (by facade) 0.25 W/ft2 Bldg. (by Perim)chAtit1 974 VF 7.5 W/lt qii 13042 Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowad Watts 1 / 1 , 2,t, se mtgr listed maximum input wattage. t or hxtures wdh hard -wires oanasts anry, Proposed Lighting Wattage (Exterior) the default table in the NREC Technical Reference Manual may also be used. Location Fixture Description Number of Fixt es Watts/ Fixture Watts Proposed bits ',WO; \g; FIr131•L r 1,19e d ii" 79 W. mix, v-vii.koc Imo' -Ito Total Proposed Watts may not exceed Total Allowed Watts for Exteri r aTotal � f � ed Wa11s 4,..z:72 ' v11'•9D 2003 Washington State Nonresidential Energy Code Compliance Form Lighting Summary (back) LTG -SUM 2003 Washington Slate Nonresidential Energy Code Compliance Forms Revised July 2004 Prescriptive Spaces Occupancy: Warehouses, storage areas or aircraft storage hangers Q Other Qualification Checklist Note: If occupancy type is "Other" and fixture answer is checked, the number of fixtures In the space is not IlmHed by Code. Clearly Indicate these spaces on plans. If not qualified, do LPA Calculations. Lighting Fixtures: 0 Check here if at least 95% of fixtures in the space meet all four criteria: 1. Fixtures are fluorescent, non -lensed, with only one or two lamps, and 2. Lamps are T-1, T-2, T-4, T-', T-6, T-8 3. Lamps are 5-50 Watts, and 4. Ballasts are electronic ballasts 5. Exit lights < 5 watts/fixture 6. Screw-in compact fluorescent fixtures do not qualify TABLE 15-1 Unit Lighting Power Allowance (LPA Use LPAz (W/sf) Use' LPA' (W/sf) Painting, welding, carpentry, machine shops 2.3 Police and fire station? 1.5 Barber shops, beauty shops 2.0 Atria (atriums) 1.0 Hotel banqueUconference/exhibition halls 2.0 Assembly spaces'', auditoriums, gymnasia°, heaters 1.0 Laboratories 2.0 Group R-1 common areas 1.0 Aircraft repair hangars 1.5 Process plants 1.0 Cafeterias, fast food establishments' 1.5 Restaurants/bars' 1.0 Factories, workshops, handling areas 1.5 Locker and/or shower facilities 0.8 Gas stations, auto repair shopsa 1.5 Warehouses", storage areas 0.5 Institutions 1.5 Aircraft storage hangars 0.4 Libraries5 1.5 Retall7O, retail banking 1.5 Nursing homes and hotel/motel guest rooms 1.5 Parking garages See Section 1532 Wholesale stores (pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Common Areas Only' Schools buildings (Group E occupancy only), school classrooms, day care centers 1.35 Main floor building lobbies' (except mall concourses) 1.2 Laundries 1.3 Common areas, corridors, toilet facilities and washrooms, elevator lobbies 0.8 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools, i os pitals, institutions, museums, banks, churches) 1.2 Footnotes for Table 15-1 1) In cases in which a general use and a specific use are listed, the specific use shall apply. In cases in which a use is not mentioned specifically, the Unit Power Allowance shall be determined by the building official. This determination shall be based upon the most comparable use specified in the table. See Section 1512 for exempt areas. 2) The watts per square foot may be increased, by two percent per foot of ceiling height above twenty feet, unless specifically directed otherwise by subsequent footnotes. 3) Watts per square foot of room may be increased by two percent per foot of ceiling height above twelve feet. 4) For all other spaces, such as seating and common areas, use the Unit Light Power Allowance for assembly. 5) Watts per square foot of room may be increased by two percent per foot of ceiling height above nine feet. 6) Includes pump area under canopy. 7) In cases in which a lighting plan is submitted for only a portion of a floor, a Unit Lighting Power Allowance of 1.35 may be used for usable office floor area and 0.80 watts per square foot shall be used for the common areas, which may include elevator space, lobby area and rest rooms. Common areas, as herein defined do not include mall concourses. 8) For the fire engine room, the Unit Lighting Power Allowance is 1.0 watts per square foot. 9) For indoor sport toumament courts with adjacent spectator seating, the Unit Lighting Power Allowance for the court area is 2.6 watts per square foot. 10) Display window illumination installed within 2 feet of the window, lighting for free-standing display where the lighting moves with the display, and building showcase illumination where the lighting is enclosed within the showcase are exempt. An additional 1.5 w/ft2 of merchandise display luminaires are exempt provided that they comply with all three of the following: a) located on ceiling -mounted track or directly on or recessed into the ceiling itself (not on the wall). b) adjustable in both the horizontal and vertical axes (vertical axis only is acceptable for fluorescent and other fixtures with two points of track attachment). c) fitted with tungsten halogen, fluorescent, or high intensity discharge lamps. This additional lighting power is allowed only if the lighting is actually Installed. 11) Provided that a floor plan, indicating rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area nut covered by racks plus the vertical face area (access side only) of the racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. Z =F - Z ce0W O 0 (no J 1. N lL W 0 2 j cnd H = Z ZO uj U to CI WW H H LL . Z U= 0 Z 2003 Washin ton State Nonresidential Ener Code Com • Iiance Form Lighting Permit Plans Checklist LTG -CHK zwa vvasnington state Nonresiaentiai Energy code compliance Forms KeV17ea July Zw4 Project Address 4rovo . (Ott.MC Date 4V I 0 if The following information is necessary to check a lighting permit application for compliance with the lighting requirements in the 1994 Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes LIGHTING CONTROLS (Section 1513) 1513.1 Local control/access Schedule with type, indicate locations NA 1513.2 Area controls Maximum limit per switch 1513.3 Daylight zone control Schedule with type and features, indicate locations 1 I\ vertical glazing Indicate vertical glazing on plans 14. overhead glazing Indicate overhead glazing on plans 1513.4 Display/exhib/special Indicate separate controls 1513.5 Exterior shut-off Schedule with type and features, indicate location t (a) timer w/backup Indicate location 1 (b) photocell. Indicate location p,2.. 1513.6 Inter. auto shut-off Indicate location 616, 1513.6.1 (a) occup. sensors Schedule with type and locations ITk 1513.6.2 (b) auto. switches Schedule with type and features (back-up, override capability); Indicate size of zone on plans 4 1513.7 Commissioning Indicate requirements for lighting controls commissioning n.a. Lighting Sum. Form Completed and attached. Schedule with fixture types, lamps, ballasts, watts per fixture ( p_ Elec motor efficiency MECH-MOT or Equipment Schedule with hp, rpm, efficiency If "no" is circled for any question, provide explanation: Nitektoz , Olt -ed �� 2003 Washington State Nonresidential Energy Code Compliance Form Lighting Power Allowance Adjustments 2003 Washington State Nonresidential Energy Code Compliance Forms LTG -LPA Revised July 2004 Project Address Date Use this form if you are claiming any ceiling height adjustments for your Lighting Power Allowances for interior lighting. The Occupancy Description should agree with the "Use" listed on Code Table 15-1. Identify the appropriate Ceiling Height Limit (9 feet, 12 feet or 20 feet) on which the adjustment is based. The Adjusted LPA is calculated from this number and from the Allowed Watts per ft2. Carry the Adjusted LPA to the corresponding "Allowed Watts per ft2" location on LTG -SUM. Adjusted Lighting Power Allowances (Interior) Location (floor/room no.) Occupancy Description Allowed Watts per ft2 ** Ceiling Height for this room Ceiling Height limit for this exception** Adjusted LPA Watts per ft2 ** From Table 15-1 based on exceptions listed in footnotes z w 30 O 0 O 0 • ILI J � u. w0 2 u 2• 0 I._ al Z= I- 0 Z I— wuj O • N O I- wW t-• 0 LL- O •• z W —• I 0 Z STRUCTURAL CALCULATIONS FOR THE PROPOSED NEW NORMED II BUILDING 4310 5.131st St. Tukwila, WA 98168-3200 sfl DESIGN CHRITERIA: Roof Dead Load: 12 psf Roof Snow Load: 25 psf PI=17.5; Ce=1.0; IS=1.0; C,=1.0 Wind design data: Basic Wind Speed: Wind exposure category: B Iw =1.0 80 mph (3 second gust) Earthquake design data: IE= 1.0 Seismic use group = I Mapped spectral response accelerations: Ss = 139.3 = 48.15 Site class: D Spectral response coefficients: SDs = .929 g SD, = .482 g Seismic design category: D Basic seismic force resisting system: 1.b — Bearing wall system with special reinforced concrete shear walls. Design base shear: = (1.25 *SDs * i 9/R = Response modification factor R: Analysis procedure used: 311 Kips 5.5 Simplified REVIEWED FOR CODE COMPLIANCE onortingo SEP 18 2005 City 0f Tukwila BUILDING DIVISION RECEIVED fait/ (1F TI IKW % A NO V 1 9 2004 PERMIT CENTER 7c44(' - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS SHEET NO. OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY bV1 • 206-324-6160 • Fax 206-324-6248 I rhudson@hudsonengineers.com JOB A/4e X DATE Pg..s/orA/ CAVA2/ro-1 /4 Rooic LeveL 404-.cs Rot 0+A /A/ 2, 41' o s. . t 6 .2)( 0•C I 0 SrL Zol 5-r e tocd'o.c. s spRitLE4-z. aEluaer 2,o misc. 1,s d / ye. e7744) .54 e 25 P5P RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS SHEET NO. OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 JOB /1/0/e.)..Eia rhudson@hudsonengineers.com CALCULATED BY -23,1711 DATE /011g /OIL \e/4u. r%O.si��/ itkso (Jo4 antics G s�4.(i) L. outo.A/#, L (moo L��) (5/)( psF) - 33 4/1 J DL Wu. -(51/2)(15PSF)_ 650.4/ (SNOW) tolhilO (2003 / €C) /d o 9 . d S.Mfit.o A -/E40 WA/4 Z. e>41) 4J—nlaD . 41.4,,c/ K.44/.4 I4(-. AE -1/.5'r".4 SyS L9� OD j Zot►E P 7. 4, Ps F. Iwo 40 ti A -. /. 0 AXjoosa ems. Q mac£ 16.07% 6. 2 . / (46 15 = 7.6 psF. /e ps, 24&' PCSSI (1L. N r It C.. I• LcoKin1�e. S, OF C S«U,-+�1.�r�rla�� - 'E/< 1 -4v4 -z..) (l q o K, Niel m -its `-itsVEgric.A-1... 0R FiRS-r R�4) �DL = (2) (i�L b - vO LL = L) (LL LL= I eo psr- l-oPrc EF-FELr z z re w2 UO • 0 wE- U) u. - U)LL w o co 3 =w Z �. I- o w~ uj0 co C1 I-- ww '1=o wz U= o'' z - RICHARD HUDSON & ASSOCIATES, INC. JOB eVaR "/ go 2r CONSULTING ENGINEERS SHEET NO. OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY -BITSel DATE 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com Wk.c. DES1 tA ( USIPIIII*XCINEFf e AS7 gLey4pcs.i ONPME11111100e MANI DooK MAR MOR. 6 rX 2 6 -J(-) O 0 • Ca CO Ili WI -1 1- U) II_ Wo g :3 u. ▪ cy I- ill= Z ' i-0 Z W• LU D 0 O rn O rz CI 111 u j M 0 r__. 0 , Z ILI CO 0 — F-7 r 0 /— z CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 Normed II 206-324-6160 Grid 8410; S. elevation; No openings segments wal198 ver 1.11page 1 nn Materials Concrete 3,000 psi Reinforcing 60,000 psi / /�� 4 Date 10/6/2004 Time 10:47:17 AM Sheet Wall with 1 #4 @ 14 in. @ centerline w Wall thickness is 6.25 in. Y Tributary width is 1.16 ft. 6 0 Reveal depth is .75 in. -I U d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 U 0 co w Geometry WO 2 gQ ▪ W Z= I— O ZF— U0 O — O I- 0 -LL- O tl.lZ j.• ': Loads - horizontal p Wind Toads based on code criteria Z Code Toads were input for wind forces. The following are applied above the slab. The distribution varies per code. The follwing pressures are based on the roof elevation. Inward pressure psf = 131 outward pressure psf = 13.8 wind speed mph = 80 wind exposure B wind importance factor = 1.0 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Seismic factor Eh = 0.485173288250211 Ev = 0.18 The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fid press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = 0 elevation (ft.) # of design segments parapet elevation = 24 ft.' 5 roof elevation = 23.66 ft. 20 Left opening Right opening Design strip Height (ft.) 0 0 Width (ft.) 0 0 1.16 Sill height (ft.) 0 0 Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. Loads - vertical Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Dead Live Wind eccen (in.) . LL type Ledger Toads (klf) .312 .650 0 2 snow Toad Concentrated loads (k) 0 0 0 0 snow load Concentric loads (kif) 0 0 0 snow load Canopy loads (kif) 0 0 0 snow load Canopy load CG is measured positive outward from face of wall C.G. of load Elev of top support (ft) Vertical spread of supports (ft) 0 0 0 Ait/KI/Aiwit j d/etz-0.4*c. C'«... 4.4 1-. • &:ic -VC. COIL. A `.YJSCI �IaAL 6'r S or- +- so s 114 ©6. - CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Load Cases oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case Date 10/6/2004 Time 10:47:17 AM Sheet Normed 11 Grid 8-10; S. elevation; No openings segments wa1198 ver 1.11 page 2 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) _ 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) _ 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) — 8) .9D + 1.6H + 1.3W 9) .90 + 1.6H -1.3W 10) 1.2D+0.5Lf+0.0Lr+0.2Ls+ 1.6H:+1.OE.' 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H(= T0E\ 16) .9D + 1.6H +1.0E 17) .9D + 1.6H - 1.0E Summary of Results Design is okay UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 Vertical service load stress < 0.04fc okay As <= pMax okay phi*Mn > Mcracked see table below Mu <= phi*Mn see table below Service deflection <=1/150 see table below Mcracked / phi*Mn 89% 89 % 89 89 % 89 % 89 % 89% 89 % 89 % 89 % oad case 1 oad case 2 oad case 3 oad case 4 oad case 5 oad case 6 oad case 7 oad case 8 oad case 9 oad case 10 oad case 10 parapet Mu / phi*Mn 27% 49 % 59 % 44 % 62% 16% 38 % 51 60% 69 % 89% 69% oad case 11 89 % 81 % oad case 11 parapet 89% 81 % oad case 16 89% 74% oad case 16 parapet 89 % 74 % oad case 17 89% 81 % oad case 17 parapet 89% 81 % UBC 1612.2.1 & 1909.2.1 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 Service deflection /11150 1% 5% 7% 5% 8% 1% 5% 5% 7% 6% 6% 10% 10% 7% 7% 9% 9 A level of 100% is the maximum allowed Maximum wall reactions at service level --- Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction @ slab level (p1f) 196 Vert. Reaction @ footing level (plf) 3,118 z re 412 00 NO w Wi H Qu WO} g u_¢ =d W Z 1— 0 Z til w n U ON O I - WW H-. LL 111 Z co 0 H- z I�ONCRETE WALL DESIGN /y -iv -\...,1997 UBC �' a r Richard Hudson & Asso tfat \i ` 1605 12th Ave Suite 18 rt ja ,r- ;, Seattle WA 98122 jut, tr l� �•�' i1' ' 206-324-6160 .i� (� kt, .t t" Service Deflection Units are inches 'Obositivg,is inward Load Case YY segment 1 2 3 4 5-, 6 7 8 9 10 11 Date 10/6/2004 Time 10:47:17 AM Sheet Normed II Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 page 3 25 0. 0. 0.01 0, 0.01 0. 0.01 0. 0.01 -0.01 0.01 24 0. 0. 0.01 0. 0.01 0. 0. 0. 0.01 0. 0.01 23 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.01 22 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 21 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 20 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 19 -0.01 0.02 -0.02 0.01 -0.03 0. -0.02 0.02 -0.02 0.02 -0.03 18 -0.01 0.03 -0.05 0.03 -0.05 0. -0.04 0.03 -0.05 0.04 -0.07 17 -0.02 0.05 -0.07 0.04 -0.07 0.01 -0.05 0.05 -0.07 0.06 -0.1 16 -0.03 0.06 -0.08 0.06 -0.09 0.01 -0.06 0.06 -0.08 0.07 -0.13 15 -0.03 0.08 -0.1 0.07 -0.11 0.01 -0.07 0.08 -0.1 0.09 -0.15 14 -0.03 0.09 -0.12 0.08 -0.13 0.02 -0.08 0.09 -0.12 0.1 -0.17 13. -0.03 0.1 -0.13 0.09 -0.14 0.02 -0.09 0.1 -0.13 0.11 -0.18 12 ' -0.03 0.1 -0.13 0.09 -9:1 0.02 -0.1 0.1 -0.13 0.12 -0.19. 11 -0.03 0.11 -0.14 0.1 -0.15 . . 0.03 -0.1 0.11 -0.14 0.13 -0.2 10 -0.03 0.11 -0.14 0.1 -0.15 , 0.03 -0.1 0.11 -0.14 0.13 -0.2 9 -0.03 0.11 -0.14 0.1 -6.15, 0.03 -0.1 0.11 -0.14 0.13 -0.19 8 -0.03 0.11 -0.13 0.1 -0:14 0.03 -0.09 0.11 -0.13 0.12 -0.19 7 -0.03 0.1 -0.12 0.09 -0.13 0.03 -0.09 0.1 -0.12 0.12 -0.17 6 -0.02. 0.09 -0.11 0.08 -0.12 0.03 -0.08 0.09 -0.11 0.11 -0.16 5 -0.02 0.08 -0.1 0.07 -0.11 0.02 -0.07 0.08 -0.1 0.09 -0.14 4 -0.02 0.07 -0.08 0.06 -0.09 0.02 4.06 0.07 -0.08 0.08 -0.11 3 -0.01 0.05 -0.06 0.05 -0.07 0.01 -0.04 0.05 -0.06 0.06 -0.09 2 -0.01 0.03 -0.04 0.03 -0.05 0.01 -0.03 0.03 -0.04 0.04 -0.06 1 0. 0.02 -0.02 0.02 -0.02 0.01 -0.01 0.02 -0.02 0.02 -0.03 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. /*0 12 13 14 15 116' 17 I -0.01 0.01 -0.01 0.01 0. 0.01 0. 0. 0. 0. 0. 0. 0.02 -0.03 0.05 -0.06 0.07 -0.08 0.09 -0.11 0.11 -0.13 0.12. -0.15 014 -0.16 0.14 -0.17 V15' -0.17 .15 -0.18 0.15 -0.17 0.14 -0.17 0.13 -0.15 0.12 -0.14 0.11 -0.12 0.09 -0.1 0.07 -0.08 0.05 -0.05 0.02 -0.03 0. 0. 1 CONCRETE WALL DESIGN 7 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Service Moment Units are ft -kips Load Case segment 1 2 3 Date 10/6/2004 Time 10:47:17 AM Sheet Normed 11 Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 page 4 positive causes outside face of wall to be in compression 4 5 6 7 8 9 10 11 12 13 14 15 16 17 25 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 24 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 23 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 22 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 21 0. 0. 0. o. o. o. o. o. 0. o. o. 0. 20 0. 0. 0. o. o. o. o. o. o. o. o. 0. 19 -0.46 0.06 -0.36 -0.1 -0.52 -0.35 -0.56 0.06 -0.36 -0.16 -0.79 0. 18 -0.43 0.25 -0.55 0.1 -0.7 -0.24 -0.64 0.25 -0.55 0.13 -1.04 0. 17 -0.41 0.42 -0.71 0.28 -0.85 -0.13 -0.7 0.42 -0.71 0.39 -1.24 0. 18 -0.39 0.57 -0.88 0.44 -0.99 -0.04 -0.75 0.57 -0.86 0.61 -1.42 0. 15 -0.36 0.69 -0.97 0.57 -1.1 0.04 -0.79 0.69 -0.97 0.79 -1.55 0. 14 -0.34 0.8 -1.07 0.68 -1.19 0.12 -0.82 0.8 -1.07 0.94 -1.65 0. 13 -0.32 0.88 -1.14 0.77 -1.25 0.18 -0.84 0.88 -1.14 1.05 -1.71 0. 12 -0.29 0.94 -1.19 0.84 -1.3 0.23 -0.85 0.94 -1.19 1.13 -1.74 0. 11 -0.27 0.98 -1.22 0.89 -1.32 0.27 -0.84 0.98 -1.22 1.18 -1.74 0. 10 -0.24 0.99 -1.23 0.91 -1.31 0.29 -0.82 0.99 -1.23 1.19 -1.7 0. 9 -0.22 0.99 -1.21 0.92 -1.29 0.31 -0.79 0.99 -1.21 1.18 -1.64 0. 8 -0.2 0.98 -1.17 0.9 -1.24 0.32 -0.75 0.96 -1.17 1.15 -1.56 0. 7 -0.17 0.91 -1.1 0.86 -1.18 0.32 -0.7 0.91 -1.1 1.09 -1.45 0. 6 -0.15 0.85 -1.01 0.8 -1.07 0.3 -0.63 0.85 -1.01 1. -1.31 0. 5 -0.12 0.76 -0.9 0.72 -0.95 0.28 -0.56 0.76 -0.9 0.89 -1.15 0. 4 -0.1 0.65 -0.77 0.61 -0.8 0.24 -0.47 0.65 -0.77 0.76 -0.97 0. 3 -0.07 0.51 -0.61 0.49 -0.64 0.2 -0.37 0.51 -0.61 0.61 -0.76 0. 2 -0.05 0.36 -0.43 0.35 -0.45 0.14 -0.26 0.36 -0.43 0.43 -0.53 0. 1 -0.02 0.19 -0.23 0.18 -0.23 0.08 -0.13 0.19 -0.23 0.22 -0.27 0. 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. o. o. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. o. o. 0. 0. 0. 0. 0. 0. 0. -0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. o. o. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. o. 0. 0.14 0.43 0.67 0.87 1.03 1.16 1.28 1.32 1.35 1.35 1.33 1.27 1.2 1.1 0.97 0.82 0.65 0.46 0.24 0. 0. 0. 0. 0. 0. 0. -0.48 -0.74 -0.96 -1.15 -1.3 -1.41 -1.49 -1.53 -1.54 -1.53 -1.49 -1.42 -1.32 -1.2 -1.06 -0.9 -0.71 -0.49 -0.26 0. CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associate 160512th Ave Suite 18i �, G Seattle WA 98122 206-324-6160 Vedic • Servic • oa Un Load Case segment 1 2 3 4 s� c.v.1► s positive is downward ,25 . 0.. • 24 0.01 • 23 0.01 • 22 0.02' n 21 0.02 _V f 0• - - v '17; 0_03 1.262! 1.37 1.48 /1g 1.58 1.69 ti4 1.8 1.91 ;121 2.02 MI 2.12 °0., 2.23 f 9 2.34 18; 2.45 7' 2.56 6; 2.66 i5? 2.77 2.88 i14.3 2.99 ! 2 3.09 11, 3.2 0 3.31 0._ 0.01 0.01 0.02 0,02 003 0:5 0.61 0.72 0.83 0.93 1.04 1.15 1.26 1.37 1.47 1.58 1.69 1.8 1.9 2.01 2.12 2.23 2.34 5 6 7 0. 0. 0. 0.01 0.01 0,01 0.01 0.01 0.01 0.02 0.02 0.02 0.02 0.02 0.02 „DA., 0.03 ......0.03_ 0.5 0.81C- " 0.88 0.61 0.99 0.99 0.72 1.1 1.1 0.83 1.21 1.21 0.93 1.04 1.15 1.26 1.37 1.47 1.58 1.69 1.8 1.9 2.01 2.12 2.23 2.34 0. 0.01 0.01 0.02 0.02 1.26 1.37 1.48 1.58 1.31 1.31 1.69 1.8 1.91 2.02 2.12 2.23 2.34 2.45 2.56 2.66 2.77 1.42 1.53 1.64 1.74 1.85 1.96 2.07 2.18 2.28 2.39 2.5 2.61 2.72 1.42 1.53 1.84 1.74' 1.85 1.96 2.07 2,18 2.28 2,39 2.5 2.61 Date 10/6/2004 Time 10:47:17 AM Sheet Normed 11 Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 page 5 0. 0.01 0.01 0.02 0.02 0.03 1.26 1.37 1.48 1.58 1.89 1.8 1.91 2.02 2.12 2.23 2.34 2.45 2.58 2.66 2.77 8 9 10 11 12 13 14 15 0. 0.01 0.01 0.02 0.02 0.03 0.5 0.61 0.72 0.83 0.93 1.04 1.15 1.26 1.37 1.47 1.58 1.69 1.8 1.9 2.01 0. 0.01 0.01 0.02 0.02 0.03 0.5 0.61 0.72 0.83 0.93 1.04 1.15 1.26 1,37 1.47 1.58 1.69 1.8 1.9 2.01 2.88 2.88 2.12 2.12 2.99 2.99 2.23 2.23 2.72 3.09 3.09 2.34 2.34 2.8_ 2.82 3.2 3.2 2.44 2.44 2.55 2.55.t --2m-..-.13.93-..\3_21.____121\"„„2.;? 2.55 • 3/-/ 2C =(4.6 2. / 1� i2"\ ,, ii �.S n tyt;.66)(`x- `i1 sr N-02/S6.s' ' 2 0. 0.01 0.01 0.02 0.03 0.03 1.33 1.45 1.57 1.69 1.81 1.93 2.06 2.18 2.3 2.42 2.54 2.66 2.79 2.91 3.03 3.15 3.27 3.39 3.52 3.64 !P WOO f 0. _ 0.01 0.01 0.02 0.03 0.03 1.33 1.45 1.57 1.69 1.81 1.93 2.06 2.18 2.3 2.42 2.54 2.66 2.79 2.91 3.03 3.15 3.27 3.39 3.52 3.64 fJ kistk LEC, 16 17 0. 0.01 0.01 0.02 0.03 0.03 0.57 0.69 0.81 0.93 1.05 1.18 1.3 1.42 t54 1.66 1.78 1.91 2.03 2.15 2.27 2.39 2.51 2.64 2.76 2.88 •i.ld-r,L 41,r 0. 0.01 0.01 0.02 0.03 0.03 0.57 0.69 0.81 0.93 1.05 1.18 1.3 1.42 1.54 1.66 1.78 1.91 2.03 2.15 2.27 2.39 2.51 2.64 2.76 2.88 <r•4)(t' ')1•1r3(f .=/5i.q. ,1 2.9 / f• i2. ,,... ter ro i'- ‘>' 71i ?. chard Hudson & Associates !f7 160512th Ave Suite 18 Seattle WA 98122 206-324-6160 CONCRETE WALL DESIGN 1997 UBC Horizontal Service Loads its are kips positive is inward Load se egment 1 i Z 3 4 5 6 25 0. 0.001 -0.001 0.001 - 24 0. I 0.001 -0.001 0.001 - 23 0. 0.001 -0.001 0.001 - 22 0. I 0.001 -0.001 0.001 21. 0. 0.001 -0.001 0.001 - 20 0. 1 • -0.01 0.01 19 0. 0.0 -•.019 0.019 18 0. '.019 17 0. 0.019 . 16 0. 0.019 15 0. 0.019 14 0. 0.018 13 0. 0.018 12 0. 0.018 11 0. 0.018 10 0. 0.018 9 0. 0.018 8 0. 0.018 7 0. 0.018 6 0. 0.017 5 0. 0.017 4 0. 0.017 3 0. 0.017 2 0. 0.017 1 0. 0.017 0 0. 0. 7 Date 10/6/2004 Time 10:47:17 AM Sheet Normed II Grid 8-10; S. elevation; No openings segments wa1198 ver 1.11 7 8 9 ,\94:/ page 6 10 11 12 13 14 15 16 17 -0.001 0. 0. 0.001 -0.001 0.001 -0.001 -0.001 0.001 -0.001 0.001 -0.001 0.002 , -0.002 -0.001 0.001 -0.001 0.001 -0.001 0.002 -0.002 -0.001 0.001 -0.001 0.001 -0.001 0.002 -0.002 -0.001 0.001 -0.001 0.001 -0.001 0.002 -0.002 -0.01 0.005 -0.005 0.01 -0.01 0.037 -0.037 -0.019 0.01 -0.01 0.019 -0.019 0.036 -0.036 .019 0.019 -0.019 0.009 -0.01 0.019 -0.019 0.034 -0.034 -0.019'-- 0.019 -0.019 0.009 -0.01 0.019 -0.019 0.033 -0.033 -0.019 0.019 -0.019 0.009 -0.01 0.019 -0.019 0.031 -0.031 -0.019 0.019 -0.019 0.009 -0.01 0.019 -0.019 0.03 -0.03 -0.019 0.018 =0.019 0.009 -0.01 0.018 -0.019 0.029 -0.029 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.019 ` 0.027 -0.027 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.019 0.026 -0.026 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.019 0.024 -0.024 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.019 0.023 -0.023 -0.019 0.018 -0.019 0.009 =0.01 0.018 -0.019 0.022 -0.022 -0.019 0.018 -0.019 0.009 -0.01. 0.018 -0.019 0.02 -0.02 -0.019 0.018 -0.019 0.009 -0.01 " 0.018 -0.019 0.019 -0.019 -0.019 0.017 -0.019 0.009 -0.01 0.017 -0.019 0.019 -0.019 -0.019 0.017 -0.019 0.009 -0.01 0.017 -0.019 0.019 -0.019 -0.019 0.017 -0.019 0.009 -0.01 0.017 -0.019 0.019 -0.019 -0.019 0.017 -0.019 0.008 -0.01 0.017 -0.019 0.019 -0.019 -0.019 0.017 -0.019 0.008 -0.01 0.017 -0.019 0.019 -0.01 -0.019 0.017 -0.019 0.008 -0.01 0.017 -0.019 0.019 -0.0 0. 0. 0. 0. 0. 0. 0. ti 0. 0. t4- Zevez. 4.6-e,(e_"/P /9vac. iv Ig; /.-/o /.vr,��-�t•� /�56 x- Odn✓Rv11 /0S' - /5• Y ex p 1 C%oX� x) 0.0 fp ('QC IW /'3.Y,Sfr Is I 7p eez-bot ,e9< (z,-Zr/) AMfP Awa -. (t2.)(A/a•V/5.v) /y', o /4" 0.001- -0.001 '• 0.002 -0.002 0.002 -0.002 0.002 -0.002 0.002 -0.002 t 0.037 -0.037- N 16 0.036 -0.036 0.034 -0.034 j 0.033 -0.033 (/+•' 0.031 -0.031 ' • �� 0.03 -0.03 0.029 -0.029 n ,�I►f' 0.027 -0.027 6 0.026 -0.026 de . ' 0.024 -0.024 0.023 -0.023 0.022 -0.022 0.02 -0.02 0.019 -0.019 0.019 -0.019 0.019 -0.019 0.019 -0.019 0.019 -0.019 0.019 -0.019 :: 0.019 -0.019 0. 0. T=A -A. rtA t L)-4-tC, t . e �1e vo d �i ,� �g,..eeE..o e 45 � 4.e417) /'•Lcs z Z rtW W 0 0 NO W= J � W0 2 N d =W t^ ZI- ZI- LLI U(3 0th C3 I-. W H� /z Cli cn 0 I - z - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB / Y O/hM 7 2Z SHEET NO. /0 CALCULATED BY OF / DATE 4/i /{7 g 42,/c_./G J &C Loolo t Le✓.EL L044 G4909,04 -/2/S Vita/ /997 asc = /a. 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /1//241e Jt SHEET NO. 1/ CALCULATED BY OF DATE 144/611- C.. o4%9- G /44Soni/�/� CO//C,2 7'E �,4GG /S "ea— O- 716. /N.v/# / k//A40 o,ec ges/sri4/y sya7-w 771eF 7 cAiri•/cru,, /4/ Qe.c✓•<//7.'/DA/ OvGO /✓oy 66 LLS/bx/g.40 "S 4 CoAnpo.,/E•.h' 1 CG.4,00bc/4 6G -, /r.- /C 09. 6. /. / 44s bve 7a ei /S yerw v6 rAw t -L C,eoss SEe.T/ O tiI — FAL /L s Co/✓' /7 / 0 Fi A ,$'iMpG /G/E-6 kJ/A/4 el s /464 'flv,D R561 Use- 5E4vd s 4-44N DF,Soo 1< OP +4 e•eirP 1 D .5oLcrr i o t4S M6TWopot ( mor. vJrnit DES1 1,4 S���G/.G/c �T/D�✓S '7`b •4S'C e SM - SZ C RSM IFrsfr 7 10 PSF 2. r pP_A /g.09.3 /.8G 2003 3 SEcoNb €r) -r Etv,sic. WirJo SetED 7 i&e - /do 11,S /'4 7br o 9210796 efi,,Ce dAT B0ey. (c= ; kdt.B) ASSowso . BUILT intro sem/ RsM• '1r = $S NTH- PEA TH - PEA /go?. 2 /rbc A003 6,✓G1..OS60 ' 0/24.J tel' Fad LLOS STZU(TTOM CRSS, 4 640ge- 8-4Er3 4 3-4E11 Fold N c LOSsu F4Rapers Ctzsrvl = . 94 -- !NI oar - EFFE.cri VE vJINJb NZ—re—A. FiClUrZES 3-� • RICHARD HUDSON & ASSOCIATES, INC. JOB i "/' . CONSULTING ENGINEERS SHEET No. /y OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY Bojk/ DATE / 0/7 01- 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com Q. 0 x o_ Q !9. c •. • �. 0 •s O a • N fA .7 I o_ C B n1 /99 � 1J�3C / ea' / 8c MA/6 l'o#VAAA iso,✓ Co4vz7 5i4vi-.. 5-2- VEL.bGrry °SOLE._ Coe. FFiciEAT K . 61- (1/4"-x.2 k/ */6/17) 1Evp osu iz E. a; h= 2z 0-014 s Ew✓ Aer1vt Fog. IZooF 1 L2 ' r\ tic K4 -J0 - eesei , s bS /S.3– NET ezm P oN Egr 4. CC.PrUD I t•S PP--Fc"ss U 4E_ Co e-Fte-i u e-t•hS C'ti'RrtM Rapid -Solution Methodology" CLADDING Coefficients - Cn., for ENCLOSED Field Edges a = smaller of 10% of width, W1 but,a minimum of 3'-0" [40 /o of height, L°'° of width, W, if W > 75' Wall Cladding Coefficient - CRSM -4.0 a.5 -3.0 -2.5 .2.0 -1.5 •1.0 A.5 0.5 1.0 10 20 30 50 70 100 500 1000 4.0 • • • IDGIS FIELD 35 .3.0 -2.5 2.0 -1.5 CKui . EDS 4 FIEL-D CoMVE .61ES -T -.825 e ? 5cosP 1 4 1L..T - VP CoN cLu, i od -1.0 1.5 FIELD l 1.1 10 20 30 50 70 100 Effective Wind Area (Square Feet) Figure 3-8EW -0.5 O 0.5 10 1.5 500 1000 f 32 3: Charts and Figures SEAW RSM -03 Et-y=7E zor.l E PREss(M AcT.tu, 4 Z..Ot4 E. PR-ESSOR-E_ QJAL. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. /3 CALCULATED BY elm OF DATE 04- /979 Ve G 1 oo 3 /BG k44./6 at/77 PAS") S CASA Res M ' io psp. (ie) s.►� _ .(/8 S"ps,) ACL E =� - 825) (Az)*Es p-/E.L) ees„ = /8s- (. 64-). (i 5-3) (P4/490E7" 4v) PSm_ /35(.;)(9¢> Per- or/T) q q-1 Q C PSF #—los� P 4p7 -4g 22/ Pv/tE r4eovv . io"s" /8.11 psi /4/3 Ps, 6(.1/041.4 -1.E✓Apfl o►J = zz� g, Piz P4~07- 19,8 /3.8 ,4.,7 Pki4i°?T car '4.9 2oo3 16c /D /O /41'./ //./3 z '~w , UO w0 w0 g? cn cs w zf.. �O w~ w U 0. o� 11J wz 0 Z - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB .6/0/e".144) -. SHEET NO. OF CALCULATED BY aj711 DATE /0 4,4,5/ 0003 /9c.. - �G Lo410 ,c /997 1? & 6E4 -41n / c LoAir SEg.Y t c .LOA -O Com pg. tscx(, /cP7 VA< 2344. SeeiM6TS e'911/5/aere. 6 t.E.cil E n/T4c... SST/o 4./. 15o tF P Nr 1l23•k4`` 14-� -- .----- - =/07.8* - L •a r .ate-�c power 0A/ ,E.t..E..1EAhS osra-vcrvie4, A/aAJ 67aevctrV/L co/sle y&to✓rS EQc1N°ME•ki7"' 5 / 3,00,erEo Ay s7-rwc7rroecAi /602, (32-1) = 4.0 Ca /,o lt% • 3 /p = s;.4 -„./o 4/44 c' 4' .-.' ./ /o7. 8 # awe 488o vz.) P _ ¢, 86,4)04X/076W) /55 = ./55 kiPs z -z) c'rpvr 5E/s/%/ c. ZaAas V 2y WrrlI 44/ err; 715/ (3z-.) aP I p 1 + �xP hr. 40CaIPWF>F>,7Ca1P'4 /S5 4 > > Acr .tri E61, Icpizte. VSE Wrn- MUsr uStL Ai-rrrsz l 4-r5. MF aQ RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 40E -IM SHEET NO. /5 OF CALCULATED BY DATE 10 VEfr..../fiy200S /8c S SA,)is Lomas' � /997 C4 S /S - /e 104as 6flV/C L04-4) *1 Conor i s 50 At rOf°. Z) ,r`r , Ca/P- hP r- 61? '/.b , 77Bt. /L -e 1.4( ) C?P,Sc /eP s Jo /6-O / 4 (2) 4x = 66 ' F f t,� e7 6 e. L, 7z> hr = 3.6 6/l�rpvcrt/RF� g4 , 1/4rioA/ Wirt] p r 7c f / 7.81/ w ' i- of e4e ComppAvedr -, 22. /Y ? no, /o (300.0),(14_ /07. '66 g. 4 C66 (oz -1) Jo 23.4.6/ 3 ti=) w Tr o Is roemotA is miler E. 1..�✓161.r . 5/,74# _ . 05774- Kt s . P -P 3 "Thk-t4 FEI2.1 tl1 taTt) A� , g- sER.Vl i c6 LEd EEL .051f4 _ .039 /9a.s. i.4 -7.4 ! S I . SPrki lE. V'AWE 1�1 Coat. pvrelt cr77't1T ' RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. A'o lb CALCULATED BY arm OF it) DATE k /3' /01' Horizontal Service Loads �--- 'Units are kips p positive is inward Load Case se jment 1 3 25 0. 0.001 -0.001 24 0. 0.001 -0.001 23 0. 0.001 -0.001 22 0. 0.001 -0.001 21 0. 0.001 -0.001 20 0. 0 ' _ -0.01 19 0. 0.0 '.019 18 0. '.019 '.019 17 0. 0.019 -0.019 16 0. 0,019 -0.019 15 0. 0.019 -0.019 14 0. 0.018 -0.019 13 0. 0.018 -0.019 12 0. 0.018 -0.019 11 0. ' 0,018 -0.019 10 0. 0.018 -0.019 9 0. 0.018 -0.019 • 8 0. 0.018 -0.019 7 0. ; 0.018 -0.019 6 0. 0.017 -0,019 5 0. 0.017 -0.019 4 0. 0.017 -0.019 3 0. `• 0.017 -0.019 2 0. : 0.017 -0.019 1 0. 0.017 -0.019 0 0. 0. 4 5 6 7 8 9 10 11 0.001 -0.001 0. 0. 0.001 -0.0011 0.001 0.001 -0.001 0.001 -0.001 0.001 -0.0011 0.002 0.001 -0.001 0.001 -0.001 0.001 -0.0011. 0.002 0.001 -0.001 0.001 -0.001 0.001 -0.0011 0.002 0.001 -0.001 0.001 -0.001 0.001 -0.0011 0.002 0.01 -0.01 0.005 -0.005 0.01 -0.01 0.037 0.019 -0.019 0.01 -0.01 0.019 -0.0191 0.036 0.019 -0.019 0.009 -0.01 0.019 -0.019 0.034 0.019 -0.019 0.009 -0.01 0.019 -0.019 ; 0.033 0.019 -0.019 0.009 -0.01 0.019 -0.019 i 0.031 0.019 -0.019 0.009 -0.01 0.019 -0.019 + 0.03 0.018 -0.019 0.009 -0.01 0.018 -0.01910.029 0.018 -0.019 0.009 -0.01 0.018 -0.019 i 0.027 0.018 -0.019 0.009 -0.01 0.018 -0.0191 0.026 0.018 -0.019 0.009 -0.01 0.018 -0.019 ! 0.024 0,018 -0.019 0.009 -0.01 0.018 -0.019 + 0.023 0.018 -0.019 0.009 -0.01 0.018 -0.019 ! 0.022 0.018 -0.019 0.009 -0.01 0.018 -0.0191 0.02 0.018 -0.019 0.009 -0.01 0.018 -0.0191 0.019 0.017 -0.019 0.009 -0.01 0.017 -0.01910.019 0.017 -0.019 0.009 -0.01 0.017 -0.0191 0.019 0.017 -0.019 0.009 -0.01 0.017 -0.019 0.019 0.017 -0.019 0.008 -0.01 0.017 -0.019 0.019 0.017 -0.019 0.008 -0.01 0.017 -0.019 0.019 0.017 -0.019 0.008 -0.01 0.017 -0.019 0.019 0. 0. 0. 0. 0. 0. 0. 1 0. i Q qri Jac. CoNi CLu s to► 2010 l94 • r s. , 12 13 14 15 16 17 -0.001 -0.002 -0.002 -0.002 -0.002 -0.037 -0.036 -0.034 -0.033 -0.031 -0.03 • -0.029 -0.027 -0.026 f -0.024 -0.023 -0.022 -0.02 -0.019 -0.019 -0.019 -0.019 -0.019 -0.01. -0.019 n' tTI) • 'C. -0:001 0:002 -0:002 -0:002 Pg E C - re-EM1Fa•1T' Ss1 Sne1 dc. Low , 036 0.034 0.033 0.031 0.03 0.029 0.027 0.026 0.024 0.023 0.022 0.02 0.019 0.919 0.019 0.019 0.019 0.019 0.019 -0.001 -0.002 -0.002 -0.002 -0.002 -0.037 - -0.036 -0.034 -0.033 -0.031 -0.03 -0.029 -0.027 -0.026 -0.024 -0.023 -0.022 -0.02 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 -0.019 0. 0. ehc.c4cm-E-1 VV-tt'/rP11/n1/4 £ Me-/vr 4 /S/4/G V/c - L04p ;,4s1 oN iW 1,610 - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com • JOB A/oiatele, _27 - SHEET NO. / OF CALCULATED BY 137-41 DATE /0/9/0* 4310 S 131st St Tukwila WA 98168-3200 US Aiintown .ti 12?5tti-St� :v 0 731st su-s g 133rd/St'' . N •i> /Fo 0- s lj4ou1- tS142ndS 41.4 ae 2004 Mavauest.com, Inc,; m 2004 NAVTE 1.46 Ao N Fbstsr Qo(1. _ Vit., 'titiak 9 139th Si „ • °s�� 140th St p N 0 a Ul s. d� Q( v. D Es ,c6 S rt -E L�CTO4 Z Z 00 rnW WI tn Wc0 g0 wD 'I d W Z= ZI- W U 0 N a1— w W H2 u O 111 Z U= ~O Z ' RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. / , OF CALCULATED BY 8.7-4/ DATE /6/V/011- Latitude/Longitude DfVf O Latitude/Longitude Position Finder Use this resource to identify the latitude and longitude position of any point within the United States. Simply touch the map below to zoom in on the area you select, until you find the precise location. There are 9 zoom levels in all. You may zoom out if the position is not on the visible portion of the map. (+47.485772,-122.279564) Zoom 9 of 9 You have reached the maximum zoom level. The red dot shows the current position you have selected. You may touch the map to reposition this point. C zoom out recenter 6 mark Latitude/Longitude Position Finder /J_gg in Xn ormation Service /jis@Jugghng. or r Z Zcd 2. 6U UO • 0 LIJ J H W • O g 171 LI-< CO_a W _ ?� Zo uj 0 O - O I - W uj WW �U IIO .Z W U is O~ Z RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY 671 JOB SHEET NO. r Jq 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com OF /«* DATE is /1- S 1 gL 5CjSr1tL Lgkn,t 1991 ()Re SEI sm/c. Lops„ 2003 /dc. (e-Om/r.) ///4. 1.0411S - C / 4-G. 6VE sr/24.1C-711/46. ff7✓46 p 0/LT/O4/ 7 44ZDf, 6,444G 4-s .4 /N!/.1//M!/M / & DSS/(7 A'/E.0 44c doekisweac-7-E4 -7-0 fi,e, Sys 77.7aE £FxEc - 4C E.4 -$.77/0(A -Ke.. M t97 -/o S 4.0V0 ,--s s/e;re oz 4 .S'E/'SM/G /.. / s / �� 64 -7 -z -4•0/43/'S S- r- /�D/LTif /A/,�SE.Gj7 D/ Aievole) --9/ http://eqint.cr.usgs.gov/eq/cgi-bin/design-lookup-96.cgi i USGS Earthquake Hazards Program LOCATION The 47.485772 Lat. -122.279564 Long. interpolated Probabilistic ground motion values, in %g, at the requested poin Maximum Considered Earthquake Ground Motion 139.30 48.15 Ss, 0.2 sec SA Si, 1.0 sec SA Normed 11 Date and Time: 10/7/2004 4:32:27 PM MCE Ground Latitude = 47 Period (sec) 0.2 1.0 Motion - Conterminous 48 States .485772, Longitude = -122.279564 MCE Sa (%g) 139.2 MCE Value of Ss, Site Class B 048.0 MCE Value of S1, Site Class B I/P--a•ke) YE -les/ o.✓ Lf. LRALe ) £ TFoS // Vs ,. Op J FLE- REPorcr O{-- 4-31. •4 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB tin WED at' SHEET NO. 20 OF CALCULATED BY B31\1 DATE I&selsiy)tc LoAActs .00 /06 Codr U s US s / 4 =• 45r si gr- t) G64 -SS f2fr / Fv" = / r - S;.? •S- .4g..r , Sm s Fa S's sm .4.1F,S = c 50s .zAqs Si) = 1900 Ubc -SEISMIC LoAD.S 1.o(439g)- /.393 1.5 (.44-sis .72 . 727 = (.-723)= +6/5 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates Date. 10/6/2004 Time 10:47:17 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 page 7 effective @ Service Level Units are inches ^ 4 Load Case segment1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 25 285. 285. 285, 285. 285. 285. 285. 285, 285. 285. 285. 285. 285. 24 285. 285. 285. 285. 285. 285. 285. 285, 285. 285. 285. 285. 285. 23 285. 285. 285. 285. 285. 285. 285. 285, 285, 285. 285. 285. 285. 22 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285, 285. 285. 21 285. 285. 285. 285. 285. 285. 285. 285, 285. 285. 285, 285. 285. 20 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285, 285. 285. 19 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285, 285. 285. 18 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 17 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285, 285. 285. 16 285. 285. 285. 285. 285. 285. 285. 285. 285, 285. 285. 285. 285. 15 285. 285. 285. 285. 285. 285. 285. 285. 285, 285. 285. 285. 285. 14 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 13 285. 285. 285. 285. 285'. 285. 285. 285. 285. 285. 285. 285. 285. 12 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 11 285. 285. 285. 285. 285. 285. 285. 285. 285, 285. 285. 285. 285. 10 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 9 285. 285. 285. 285. 285. 285. 285. 285. 285, 285. 285, 285. 285. 8 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 7 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 6 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 5 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 4 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 3 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285, 2 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 1 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 0 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. Richard Hudson & Assoc • e 1605 12th Ave Suite 18 / Seattle WA 98122 206-3 Adiaiikaggig flection actored Units -re inches positive is inward woad ase CONCRETE WALL DESIGN 1997 UBC Date 10/6/2004 Time 10:47:17 AM Sheet Normed II Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 • page 8 segmen 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 25 0. -0.01 0.01 -0.01 0.01 0. 0.01 -0.01 0.01 -0.01 0.01 -0.01 0.01 24 0. -0.01 0.01 0. 0.01 0. 0.01 -0.01 0.01 -0.01 0.01 -0.01 0.01 23 0. 0. 0. 0. 0.01 0. 0. 0. 0. -0.01 0.01 -0.01 0.01 22 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 21 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 20 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 19 -0.01 0.02 -0.03 0.02 -0.03 0. -0.02 0.02 -0.03 0.03 -0.04 0.03 -0.04 18 -0.02 0.04 -0.06 0.04 -0.06 0.01 -0.04 0.04 -0.06 0.06 -0.08 0.07 -0.08 17 -0.03 0.06 -0.08 0.05 -0.09 0.01 -0.06 0.07 -0.08 0.09 -0.12 0.1 -0.11 16 -0.04 0.08 -0.11 0.07 -0.12 0.02 -0.08 0.09 -0.11 0.12 -0.16 0.13 -0.15 15 -0.05 0.1 -0.13 0.09 -0.14 0.02 -0.09 0.1 -0.13 0.15 -0.18 0.15 -0.17 14 -0.05 0.11 -0.14 0.1 -0.16 0.03 -0.1 0.12 -0.14 0.17 -0.21 0.18 -0.2 13 -0.05 0.13 -0.16 0.11 -0.17 0.03 -0.11 0.13 -0.16 0.18 -0.23 0.19 -0.22 12 -0.05 0.13 -0.17 0.12 -0.18 0.03 -0.12 0.14 -0.17 0.2 -0.24 0.2 -0.23 11 -0.05 0.14 -0.17 0.13 -0.19 0.04 -0.12 0.14 -0.17 0.2 -0.25 0.21 -0.24 10 -0.05 0.14 -0.17 0.13 -0.19 0.04 -0.12 0.15 -0.18 0.21 -0.25 0.21 -0.24 9 -0.05 0.14 -0.17 0.13 -0.19 0.04 -0.12 0.14 -0.17 0.2 -0.25 0.21 -0.23 8 -0.05 0.14 -0.17 0.12 -0.18 0.04 -0.11 0.14 -0.17 0.2 -0.24 0.2 -0.22 7 -0.04 0.13 -0.16 0.12 -0.17 0.04 -0.11 0.13 -0.16 0.18 -0.22 0.19 -0.21 6 -0.04 0.12 -0.14 0.11 -0.15 0.03 -0.09 0.12 -0.14 0.17 -0.2 0.17 -0.19 5 -0.03 0.1 -0.12 0.09 -0.13 0.03 -0.08 0.1 -0.12 0.15 -0.17 0.15 -0.16 4 -0.03 0.08 -0.1 0.08 -0.11 0.03 -0.07 0.09 -0.1 0.12 -0.14 0.13 -0.14 3 -0.02 0.07 -0.08 0.06 -0.09 0.02 -0.05 0.07 -0.08 0.09 -0.11 0.1 -0.11 2 -0.01 0.04 -0.05 0.04 -0.06 0.01 -0.04 0.05 -0.05 0.06 -0.08 0.07 -0.07 1 -0.01 0.02 -0.03 0.02 -0.03 0.01 -0.02 0.02 -0.03 0.03 -0.04 0.03 -0.04 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. CONCRETE .WALL DESIGN 1997 UBC 23 Richard Hudson & Associates Date 10/6/2004 Time 10:47:17 AM • 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed 11 206-324-6160 Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 page 9 Factored Moment Units are ft -kips positive causes outside face of wall to be in compression Load Case segment 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 25 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 24 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 23 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 22 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 21 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. •0. 0. 0. 0. 0. 0. 20 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 19 -0.73 0.11 -0.43 -0.09 -0.63 -0.42 -0.69 0.13 -0.41 0.17 -0.71 0. 0. 0. 0. 0.28 -0.59 18 -0.69 0.35 -0.67 0.17 -0.86 -0.27 -0.78 0.38 -0.66 0.56 -1.08 0. 0. 0. 0. 0.67 -0.97 17 -0.66 0.57 -0.88 0.39 -1.06 -0.14 -0.87 0.6 -0.87 0.9 -1.39 0. 0. 0. 0. 1. -1.28 16 -0.62 0.75 -1.07 0.59 -1.24 -0.02 -0.94 0.79 -1.06 1.19 -1.65 0. 0. 0. 0. 1.28 -1.54 15 -0.58 0.91 -1.22 0.76 -1.38 0.08 -0.99 0.95 -1.22 1.42 -1.85 0. 0. 0. 0. 1.5 -1.75 14 -0.55 1.04 -1.34 0.9 -1.5 0.17 -1.03 1.08 -1.35 1.6 -2.01 0. 0. 0. 0. 1.68 -1.91 13 -0.51 1.15 -1.44 1.01 -1.58 0.25 -1.05 1.18 -1.44 1.74 -2.11 0. 0. 0. 0. 1.81 -2.03 12 -0.47 1.22 -1.51 1.1 -1.64 0.31 -1.06 1.25 -1.51 1.83 -2.18 0. 0. 0.. 0. 1.89 -2.09 11 -0.43 1.27 -1.54 1.16 -1.67 0.36 -1.06 1.3 -1.55 1.87 -2.2 0. 0. 0. 0. 1.93 -2.12 10 -0.4 1.29 -1.55 1.19 -1.66 0.4 -1.04 1.32 -1.56 1.88 -2.17 0. 0. 0. 0. 1.93 -2.1 9 -0.36 1.28 -1.53 1.19 -1.63 0.42 -1. 1.31 -1.54 1.85 -2.11 0. 0. 0. 0. 1.89 -2.04 8 -0.32 1.25 -1.48 1.17 -1.57 0.42 -0.95 1.27 -1.49 1.77 -2.01 0. 0. 0. 0. 1.81 -1.95 7 -0.28 1.18 -1.4 1.11 -1.48 0.42 -0.88 1.21 -1.41 1.67 -1.88 0. 0. 0. 0. 1.7 -1.82 6 -0.24 1.09 -1.29 1.03 -1.35 0.4 -0.8 1.12 -1.3 1.53 -1.71 0. 0. 0. 0. 1.56 -1.66 5 -0.2 0.98 -1.15 0.93 -1.2 0.38 -0.7 1. -1.15 1.36 -1.51 0. 0. 0. 0. 1.38 -1.46 4 -0.16 0.83 -0.98 0.79 -1.02 0.32 -0.59 0.85 -0.98 1.15 -1.27 0. 0. 0. 0. 1.17 -1.24 3 -0.12 0.66 -0.78 0.63 -0.81 0.26 -0.47 0.68 -0.78 0.91 -1. 0. 0. 0. 0. 0.93 -0.98 2 -0.08 0.47 -0.55 0.45 -0.57 0.18 -0.33 0.48 -0.55 0.64 -0.7 0. 0. 0. 0. 0.65 -0.68 1 -0.04 0.25 -0.29 0.24 -0.3 0.1 -0.17 0.25 -0.29 0.34 -0.37 0. 0. 0. 0. 0.34 -0.36 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates Date 10/6/2004 Time 10:47:17 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 page 10 Vertical Factored Loads Units are kips positive is downward Load Case segment 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 25 0. 0. 0. 0. 0. ' 0. 0. 0. 0. 0. 0. 0. 0. 24 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 23 0.02 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.02 0.02 0.01 0.01 22 0.03 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.03 0.03 0.02 0.02 21 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.02 0.02 0.04 0.04 0.03 0.03 20 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.04 0.04 0.03 0.03 19 1.99 0.53 0.53 1.01 1.01 1.5 1.5 0.45 0.45 0.86 0.86 0.53 0.53 18 2.14 0.64 0.64 1.13 1.13 1.81 1.61 0.55 0.55 1.02 1.02 0.65 0.65 17 2.3 0.75 0.75 1.24 1.24 1.73 1.73 0.65 0.65 1.17 1.17 0.76 0.76 16 2.45 0.87 0.87 1.35 1.35 1.84 1.84 0.74 0.74 1.32 1.32 0.88 0.88 15 2.6 0.98 0.98 1.47 1.47 1.95 1.95 0.84 0.84 1.47 1.47 0.99 0.99 14 2.75 1.09 1.09 1.58 1.58 2.06 2.06 0.94 0.94 1.63 1.63 1.11 1.11 13 2.9 1.21 1.21 1.69 1.69 2.18 2.18 1.03 1.03 1.78 1.78 1.22 1.22 12 3.05 1.32 1.32 1.81 1.81 2.29 2.29 1.13 1.13 1.93 1.93 1.34 1.34 11 3.2 1.43 1.43 1.92 1.92 2.4 2.4 1.23 1.23 2.09 2.09 1.45 1.45 10 3.35 1.55 1.55 2.03 2.03 2.52 2.52 1.33 1.33 2.24 2.24 1.56 1.56 9 3.5 1.66 1.66 2.15 2.15 2.63 2.63 1.42 1.42 2.39 2.39 1.68 1.68 8 3.65 1.77 1.77 2.26 2.26 2.74 2,74 1.52 1.52 2.54 2.54 1.79 1.79 7 3.8 1.89 1.89 2.37 2.37 2.86 2.86 1.62 1.62 2.7 2.7 1.91 1.91 6 3.96 2. 2. 2.49 2.49 2.97 2.97 1.71 1.71 2.85 2.85 2.02 2.02 5 4.11 2.11 2.11 2.6 2.6 3.08 3.08 1.81 1.81 3. 3. 2.14 2.14 4 4.26 2.23 2.23 2.71 2.71 3.2 3.2 1.91 1.91 3.15 3.15 2.25 2.25 3 4.41 2.34 2.34 2.82 2.82 3.31 3.31 2.01 2.01 3.31 3.31 2.37 2.37 2 4.56 2.45 2.45 2.94 2.94 3.42 3.42 2.1 2.1 3.46 3.46 2.48 2.48 1 4.71 2.57 2.57 3.05 3.05 3.54 3.54 2.2 2.2 3.61 3.61 2.6 2.6 0 4.86 2.68 2.68 3.16 3.18 3.65 3.65 2.3 2.3 3.76 3.76 2.71 2.71 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Horizontal Factored Loads Units are kips positive is inward Load Case segment 1 2 3 4 5 6 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0. 0. 0. 0. 0. 0. -0.01 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0,02 -0.02 -0.02 0. 0. 0. 0. 0. 0. 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0. 0. 0. 0. 0. 0. -0.01 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 0. 0. 0. 0. 0. 0. 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.Q1 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0. Date 10/6/2004 Time 10:47:17 AM Sheet Normed 1I Grid 8-10; S. elevation; No openings segments wall98 ver 1.11 page 11 7 8 9 10 11 12 13 14 15 16 17 0. 0. 0. 0. 0. -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 -0.01 0. 0. 0. 0. 0. 0. 0.01 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0. 0. 0. 0. 0. 0. -0.01 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 -0.02 0. 0. 0. 0. 0. 0. 0.05 0.05 0.05 0.05 0.04 0.04 0.04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0.03 0. 0. 0. 0. 0. 0. -0.05 -0.05 -0.05 -0.05 -0.04 -0.04 -0.04 -0.04 -0.04 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03 0. 0. 0. 0. 0. 0. 0.05 0,05 0.05 0.05 0.04 0.04 0,04 0.04 0.04 0.03 0.03 0.03 0.03 0.03 0,03 0.03 0.03 0.03 0.03 0.03 0. 0. 0. 0. 0. 0. -0.05 -0.05 -0.05 -0.05 -0.04 -0.04 -0.04 -0.04 -0.04 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03 -0.03 0. CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates Date 10/6/2004 Time 10:47:17 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 page 12 I effective @ Factored Level Units are inches A 4 Load Case segment / 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 25 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 24 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 23 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 22 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 21 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 20 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 19 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 18 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 17 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 16 . 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 15 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 14 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 13 285, 285. 285, 285. 285. 285. 285. 285. 285. 285. 284. 285. 285. 12 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 263. 285. 285. 11 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 257. 285. 281. 10 285. 285. 285. 285. 285. 285. 285, 285. 285. 285. 266. 285. 285. 9 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 8 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 7 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 6 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 5 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 4 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 3 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 2 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 1 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 0 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. 285. CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates Date 10/6/2004 Time 10:47:17 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Grid 8-10; S. elevation; No openings segments waII98 ver 1.11 page 13 I Cracked - inward bending Units are inches A 4 Load Case segment 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 25 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 24 11, 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 23 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 22 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 21 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 20 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 19 12. 11. 11. 11. 11. 12. 12. 11. 11. 11. 11. _ 11. 11. 18 12. 11. 11. 11. 11. 12. 12. 11. 11. 11. 11. 11. 11. 17 12. 11. 11. 11. 11. 12. 12. 11. 11. 11. 11. 11. 11. 16 12. 11. 11. 11. 11. 12. 12. 11. 11. 11. 11. 11. 11. 15 12. 11. 11. 11. 11. 12. 12. 11. 11. 12. 12. 11. 11. 14 12. 11. 11. 12. 12. 12. 12. 11. 11. 12. 12. 11. 11. 13 12. 11. 11. 12. 12. 12. 12. 11. 11. 12. 12. 11. 11. 12 12. 11. 11. 12. 12. 12. 12. 11. 11. 12. 12. 11. 11. 11 12. 11. 11. 12. 12. 12. 12. 11. 11. 12. 12. 11. 11. 10 13. 12, 12. 12. 12. 12. 12. 11. 11. 12. 12. 12. 12. 9 13. 12. 12. 12. 12. 12. 12. 11. 11. 12. 12. 12. 12. 8 13. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 7 13.. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 6 13. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 5 13. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 4 13. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 3 13. 12. 12, 12. 12. 13. 13. 12. 12. 13. 13. 12. 12. 2 13. 12. 12. 12. 12. 13. 13. 12. 12. 13. 13. 12. 12. 1 13. 12. 12. 12. 12. 13. 13. 12. 12. 13. 13. 12. 12. 0 13. 12. 12. 12. 12. 13. 13. 12. 12. 13. 13. 12. 12. CONCRETE WALL DESIGN 1997 UBC ot5 Richard Hudson & Associates Date 10/6/2004 Time 10:47:17 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed 11 206-324-6160 Grid 8-10; S. elevation; No openings segments wa1198 ver 1.11 page 14 1 Cracked - outward bending Units are inches ^ 4 Load Case segment 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 25 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 24 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 23 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 22 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 21 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 20 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 11. 19 12. 11. 11. 11. 11. 12. 12. 11. 11. 11. 11. 11. 11. 18 12. 11. 11. 11. 11. 12. 12. 11. 11. 11. 11. 11. 11. 17 12. 11. 11. 11. 11. 12. 12. 11. 11. 11. 11. 11. 11. 16 12. 11. 11. 11. 11. 12. 12. 11. 11. 11. 11. 11. 11. 15 12. 11. 11. 11. 11. 12. 12. 11. 11. 12. 12. 11. 11. 14 12. 11. 11. 12. 12. 12. 12. 11. 11. 12. 12. 11. 11. 13 12. 11. 11. 12. 12. 12. 12. 11. 11. 12. 12. 11. 11: 12 12. 11. 11. 12. 12. 12. 12. 11. 11. 12. 12. 11. 11. 11 12. 11. 11. 12. 12. 12. 12.• 11. 11. 12. 12. 11. 11. 10 13. 12. 12. 12. 12. 12. 12. 11. 11. 12. 12. 12. 12. 9 13. 12. 12. 12. 12. 12. 12. 11. 11. 12. 12. 12. 12. 8 13. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 7 13. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 6 13. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 5 13. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 4 13. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 12. 3 13. 12. 12. 12. 12. 13. 13. 12. 12. 13. 13. 12. 12. 2 13. 12. 12. 12. 12. 13. 13. 12. 12. 13. 13. 12. 12. 1 13. 12. 12. 12. 12. 13. 13. 12. 12. 13. 13. 12. 12, 0 13. 12. 12. 12. 12. 13. 13. 12. 12. 13. 13. 12. 12. z Q �. 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O z CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates Date 10/6/2004 Time 10:47:17 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 page 15 M - cracked inward bending Units are ft - kips Load Case segment 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 25 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 24 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 23 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 22 2.08 2.08 2.08 2.08 2.08 2,08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 21 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 20 2.08 2.08 2.08 2,08 2.08 2,08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 19 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 18 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 17 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 16 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 15 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 14 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 13 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2,08 2.08 0. 0. 0. 0. 2.08 2.08 12 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 11 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 10 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 9 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 8 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2,08 2.08 0. 0. 0. 0. 2.08 2.08 7 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 6 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 5 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 4 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 3 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 2 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 1 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 0 2,08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates Date 10/6/2004 Time 10:47:17 AM 160512th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 page 16 M - cracked outward bending Units are ft - kips Load Case segment 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 25 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 24 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 23 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 22 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 21 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 20 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 19 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 18 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 17 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 16 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 15 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 14 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 13 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 12 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 .2.08 2.08 0. 0. 0. 0. 2.08 2.08 11 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 10 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 9 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 8 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 7 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 6 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 5 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 4 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 3 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 2 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 1 2.08 2.08 2.08 - 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 0 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 2.08 0. 0. 0. 0. 2.08 2.08 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates Date 10/6/2004 Time 10:47:17 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 page 17 phi * Mn inward bending . Unitsareft - kips Load Case segment 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 25 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.32 0. 0. 0. 0. 2.32 2.32 24 2.33 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.33 2.33 0. 0. 0. 0. 2.32 2.32 23 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 0. 0. 0. 0. 2.33 2.33 22 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 0. 0. 0. 0. 2.33 2.33 21 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 0. 0. 0. 0. 2.33 2.33 20 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 0. 0. 0. 0. 2.33 2.33 19 2.68 2.42 2.42 2.51 2.51 2.59 2.59 2.41 2.41 2.48 2.48 0. 0. 0. 0. 2.42 2.42 18 2.71 2.44 2.44 2.53 2.53 2.61 2.61 2.42 2.42 2.51 2.51 0. 0. 0. 0. 2.44 2.44 17 2.73 2.46 2.46 2.55 2.55 2.63 2.63 2.44 2.44 2.53 2.53 0. 0. 0. 0. 2.46 2.46 16 2.76 2.48 2.48 2.57 2.57 2.65 2.85 2.46 2.46 2.56 2.56 0. 0. 0. 0. 2.48 2.48 15 2.79 2.5 2.5 2.59 2.59 2.67 2.67 2.48 2.48 2.59 2.59 0. 0. 0. 0. 2.5 2.5 3 14 2.81 2.52 2.52 2.61 2.61 2.89 2.69 2.49 2.49 2.62 2.62 0. 0. 0. 0. 2.52 2.52 13 2.84 2.54 2.54 2.63 2.63 2.71 2.71 2.51 2.51 2.84 2.64 0. 0. 0. 0. 2.54 2.54 12 2.87 2.56 2.56 2.65 2.65 2.73 2.73 2.53 2.53 2.67 2.67 0. 0. 0. 0. 2.56 2.56 3 11 2.89 2.58 2.58 2.67 2.67 2.75 2.75 2.54 2.54 2.7 2.7 0. 0. 0. 0. 2.58 2.58 10 2.92 2.6 2.6 2.69 2.69 2.77 2.77 2.56 2.56 2.72 2.72 0. 0. 0. 0. 2.6 2.6 9 2.94 2.62 2.62 2.71 2.71 2.79 2.79 2.58 2.58 2.75 2.75 0. .0. 0. 0. 2.62 2.62 8 2.97 2.64 2.64 2.73 2.73 2.81 2.81 2.6 2.6 2.78 2.78 0. 0. 0. 0. 2.65 2.65 7 3. 2.66 2.66 2.75 2.75 2.83 2.83 2.61 2.61 2.8 2.8 0. . 0. 0. 0. 2.67 2.67 6 3.02 2.68 2.68 2.77 2.77 2.85 2.85 2.63 2.63 2.83 2.83 0. 0. 0. 0. 2.89 2.69 5 3.05 2.7 2.7 2.79 2.79 2.87 2.87 2.65 2.65 2.86 2.86 0. 0. 0. 0. 2.71 2.71 4 3.08 2.72 2.72 2.81 2.81 2.89 2.89 2.67 2.67 2.88 2.88 0. 0. 0. 0. 2.73 2.73 3 3.1 2.74 2.74 2.83 2.83 2.91 2.91 2.68 2.68 2.91 2.91 0. 0. 0. 0. 2.75 2.75 2 3.13 2.76 2.76 2.85 2.85 2.93 2.93 2.7 2.7 2.94 2.94 0. 0. 0. 0. 2.77 2.77 1 3.15 2.78 2.78 2.87 2.87 2.95 2.95 2.72 2.72 2.96 2.96 0. 0. 0. 0. 2.79 2.79 0 3.18 2.8 2.8 2.89 2.89 2.97 2.97 2.73 2.73 2.99 2.99 0. 0. 0. 0. 2.81 2.81 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates Date 10/6/2004 Time 10:47:17 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 page 18 phi * Mn outward bending Units are ft - kips Load Case segment 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 25 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.32 0. 0. 0. 0. 2.32 2.32 24 2.33 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.32 2.33 2.33 0. 0. 0. 0. 2.32 2.32 23 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 0. 0. 0. 0. 2.33 2.33 22 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 0. 0. 0. 0. 2.33 2.33 21 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 0. 0. 0. 0. 2.33 2.33 20 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 2.33 0. 0. 0. 0. 2.33 2.33 19 2.68 2.42 2.42 2.51 2.51 2.59 2.59 2.41 2.41 2.48 2.48 0. 0. 0. 0. 2.42 2.42 18 2.71 2.44 2.44 2.53 2.53 2.61 2.81 2.42 2.42 2.51 2.51 0. 0. 0. 0. 2.44 2.44 17 2.73 2.46 2.46 2.55 2.55 2.63 2.83 2.44 2.44 2.53 2.53 0. 0. 0. 0. 2.46 2.46 16 2.76 2.48 2.48 2.57 2.57 2.65 2.65 2.46 2.46 2.56 2.56 0. 0. 0. 0. 2.48 2.48 15 2.79 2.5 2.5 2.59 2.59 2.67 2.67 2.48 2.48 2.59 2.59 0. 0. 0. 0. 2.5 2.5 14 2.81 2.52 2.52 2.61 2.61 2.69 2.69 2.49 2.49 2.62 2.62 0. 0. 0. 0. 2.52 2.52 13 2.84 2.54 2.54 2.63 2.63 2.71 2.71 2.51 2.51 2.64 2.64 0. 0. 0. 0. 2.54 2.54 12 2.87 2.56 2.56 2.65 2.65 2.73 2.73 2.53 2.53 2.67 2.67 0. 0. 0. 0. 2.56 2.56 11 2.89 2.58 2.58 2.67 2.67 2.75 2.75 2.54 2.54 2.7 2.7 0. 0. 0. 0. 2.58 2.58 10 2.92 2.6 2.6 2.69 2.69 2.77 2.77 2.58 2.56 2.72 2.72 0. 0. 0. 0. 2.6 2.6 9 2.94 2.62 2.62 2.71 2.71 2.79 2,79 2.58 2.58 2.75 2.75 0. 0. 0. 0. 2.62 2.62 8 2.97 2.64 2.64 2.73 2.73 2.81 2.81 2.6 2.8 2.78 2.78 0. 0. 0. 0. 2.65 2.65 7 3. 2.68 2.66 2.75 2.75 2.83 2.83 2.61 2.61 2.8 2.8 0. 0. 0. 0. 2.67 2.67 6 3.02 2.68 2.68 2.77 2.77 2.85 2.85 2.63 2.63 2.83 2.83 0. 0. 0. 0. 2.69 2.69 5 3.05 2.7 2.7 2.79 2.79 2.87 2.87 2.65 2.65 2.86 2.86 0. 0. 0. 0. 2.71 2.71 4 3.08 2.72 2.72 2.81 2.81 2.89 2.89 2.67 2.67 2.88 2.88 0. 0. 0. 0. 2.73 2.73 3 3.1 2.74 2.74 2.83 2.83 2.91 2.91 2.68 2.68 2.91 2.91 0. 0. 0. 0. 2.75 2.75 2 3.13 2.76 2.76 2.85 2.85 2.93 2.93 2.7 2.7 2.94 2.94 0. 0. 0. 0. 2.77 2.77 1 3.15 2.78 2.78 2.87 2.87 2.95 2.95 2.72 2.72 2.96 2.96 0. 0. 0. 0. 2.79 2.79 0 3.18 2.8 2.8 2.89 2.89 2.97 2.97 2.73 2.73 2.99 2.99 0. 0. 0. 0. 2.81 2.81 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates Date 10/6/2004 Time 10:47:18 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Grid 8-10; S. elevation; No openings segments wal198 ver 1.11 page 19 Gross section properties segment { gross gross seg net seg b - inward b - outward d - inward d - outward A -steel in " 2 segment in "4 width in. width in. area in"2 area In" 2 bending in. bending in. 25 285. 14. 14. 14. 14. 2.75 2.75 .2 24 285. 14. 14. 14. 14. 2.75 2.75 .2 23 285. 14. 14. 14. 14. 2.75 2.75 .2 22 285. 14. 14. 14. 14. 2.75 2.75 .2 21 285. 14. 14. 14. 14. 2.75 2.75 .2 20 285. 14. 14. 14. 14. 2.75 2.75 .2 19 285. 14. 14. 14. 14. 2.75 2.75 .2 18 285. 14. 14. 14. 14. 2.75 2.75 .2 17 285. 14. 14. 14. 14. 2.75 2.75 .2 16 285. 14. 14. 14. 14. 2.75 2.75 .2 15 285. 14. 14. 14. 14. 2.75 2.75 .2 14 285. 14. 14. 14. 14. 2.75 2.75 .2 13 285. 14. 14. 14. 14. 2.75 2.75 .2 12 285. 14. 14. 14. 14. 2.75 2.75 .2 11 285. 14. 14. 14. 14. 2.75 2.75 .2 10 285. 14. 14. 14. 14. 2.75 2.75 .2 9 285. 14. 14. 14. 14. 2.75 2.75 .2 8 285. 14. 14. 14. 14. 2.75 2.75 .2 7 285. 14. 14. 14. 14. 2.75 2.75 .2 6 285. 14. 14. 14. 14. 2.75 2.75 .2 5 285. 14. 14. 14. 14. 2.75 2.75 .2 4 285. 14. 14. 14. 14. 2.75 2.75 .2 3 285. 14. 14. 14. 14. 2.75 2.75 .2 2 285. 14. 14. 14. 14. 2.75 2.75 .2 1 285. 14. 14. 14. 14. 2.75 2.75 .2 0 285. 14. 14. 14. 14. 2.75 2.75 .2 - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com 44 JOB / V o : SHEET NO. OF CALCULATED BY e37 4101z/ ©n/r 4G 7&E.4n,7 ELE.- 4/-/ r (AJOA.) Lo aD .✓j- S7 ,✓ x,s �x• x�r g1,.s.,1,-,‘„/ 64" 114,4 ' (34)(12PsF)-i,( �►� _ ,� (Roof = 4- 45 24-9 p/- W DL = ()(&)( '(150 PCF (SE,LF 4.T') 254- PL - W u. 42 + 2 )C25 psp) 5taovi V/2 500 tbv:i E _ S-rr_04 fJ = / 4.(01.44-) xxf/.7(60o) �,1 = /55+ pG: 61611 =111 2 x- • /554013')2 8 /03 Ae 0Aln rNi)vt 03Mil = OLS Cd-���-� DATE t f -tLS/ ciS E CO Apoun .) D/42E.V/.,5 450 g'` 7 Beta /•cz/4-4. c.7/ ad -p/ Nor ae.✓s o £/z./•✓, Cnrrz4-nihrzic S7 L Tb 404 7v s772_,EA/4To. z z -J 00 Ill J 1- w0 2d 1w Z= Wo Lu o(12 ww u. O wz U O= z RICHARD HUDSON & ASSOCIATES, INC. JOB CONSULTING ENGINEERS SHEET NO. 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OF CALCULATED BY 87AT DATE IQ /6 At Gain 4R/204/i:44 aSeir,) EA/7- (t?Aft ) (#oop) /04//M v ) - iL• 094E4 l , .4,s�o�/ 4/A/A99/ZGEME-o+<T) 1004110,4 cL (tEA-") (`') = 7 /�,�Co, opo . geity > ,1 SA" O k 2i og.s- MA-Yin/10w? STIf 4ER-- Al2E4. 7-64/e/0&,/le-AV ,r -or c,E•o eivr) 4'I Ass oni -19-la Cot c RETE I sPEC IAL t Ns Pec.--rE.P. 4s = .75 ks6 (ox) dsb Ss( 0(446) s mow 456 ,75 (4.6u") 3 6 zt I� = 113 (z) #6 8,414s Z GT , L g GA /L r•// g z W re 6U O 0 CO CI J = F- U W O g • Doa =W z� 0 zI- U� oI WW IO wZ O~ z RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO.� CALCULATED BY SPT•F/ DATE ../8 AIL OF ilofiJa_o.vroft. rze,v).E.A.er (aAnii v, > 0 \4. 014 vc + V. 4)//7"-z leio'(4 1$14/, •2� 64.7 4' 24,c) \iia /D. 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AloA//e/lesviEsS,ra V's 7 4 ,x,,,1 �,ems. , s = 7 '' 4- e / '(c %) (40 — 47, r--11 _ , z k 0 Yn VH (Vcf ✓� yN (g 4. +Vs 12 9 q ?' / 2.7 'e 4, ' &7 Al/I//.Ha/t1 5f1, gio/.v.P-orzA.407,e.A/7-/S- fee-4704E4 - //•S.S.3 -44-y ,� 50 .i 5 � v�'o Ka -968")_ , 093 e g a oar. , fl (1 4 _ it/ _ sem, -TAdcE 9.r(?) ..J . #' 2.) ¢ /7.2�/' /6 4/i 04- D / At, ,9 00 r4/ w �` I A'N ~% T'r 4. = St4 $S'D = 46 ,2 / 36,, i � ion ,�, �' A, .1 48 -- - . r -r - CenJTlta01Ort. Aril , Aka 1' �pp �Q)id .T 23-7 c .S.--9,42;60 Li.... �,i. _ t "rIt In e rtrbeic (Put/ 4 yi-\°J. _ / to TRAsto,n.J Mace A./a LJ j 4E 4 . RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB A/Oj M SHEET NO. e;/ OF CALCULATED BY &IV DATE /O/V to fi-V/GA113/4/?� (CoAlr) e4 c 7-, o/. 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S (a QST tlet4 o 10 14101,4641- bLZ to Stlav Lo', @-arc 1- - �'b 1. LL bi) (4)tx+ W c -L + = /0057Y/ 1 1 (/Gro 3 'v/J ("d 2 = 66, '$ 5 /,2 •r 99c6604.' - /I X54, 850.. Sao ( 1 /S/67 /,V 38+e1 MOO CS ehesb S 7462 19r; rs-0 —(.X39)) 7462 -- -- Co4vEct- To 11 (i o03)(25' )¢ (12)3 .38+ (► 3,16 i ¢) La,tz2/oirps``) /IR( = r ,'OO E fir; coo ./s3" jX804- -_.. 21.10,44) �= 3,/12,0/11-' RICHARD HUDSON Se ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB do/exel.e/ SHEET NO. 41 OF CALCULATED BY BTS DATE 41o/2-/-E-oA/TA-,.., 0200/e) ‘c7 /o/ W/ori/ 77 '1-I UU E. To 1,4 1p,! 1 nn UM 514 cpvR p t.\ 5-012 CA -M t T REcls'2U 1 f -m ►E tsi-r I F_ b= x1/42.1 Fz?-o^01 o/2 r = /3.2 Ve=2 �wcl 2 at,. (746.") Z8 /S9/ 13,2-1 \% L(. '(B.C') 01 FIZof,i suppo,t r 12.1( I F -nt0 , OM) STii -c) 1Qs Ir./CP-EASE. F - Oma Ps'� 3/ 0/4- \4 (4. li'SYS 0 IS. `z 14,014 (06 G1 MIhlIr 01A M i l`t IMU t4 5'n g.pimps , 00 too SPEAK ST1 RRupS R.-1PU1 I low= -i'v4" Ar.11 F' = 9.000 ps'� 1 //s -f: 4.1/1/AfiE § /4040645 46,//r. ga Description a General Information V' Span Depth Width citi Reinforcing I # t.° 41 O' t2 144Dead Load #1 0.249 k h I, Liii Summary ' 2 j. Q v Rev: 580007 User: KW -0601345, Ver 5.8.0, 1 -Dec -2003 Concrete Rectan (c)1983-2003 ENERCALC Engineering Software Title : Normed II Dsgnr: BJM Description : Tilt up Scope : .412 Job # H0439 Date: 1:11PM, 12 OCT 04 Lateral and Vertical Toad resisting system. �r�nQY9 normed ii.ecw:Front El. panels Page 1 Tee Beam Design Front Elevation - Roof level t . rizontal bea e pment 23.00 ft 39.500 i�t 6.250.' r Beam Weight Added Internally c ity /`c Fy� j `� Z� Cpficrete Wt. seismic Zone ode Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 I Lj \�IYt (vrv nd Fixity Pinned -Pinned t__z Live Load acts with Short Term 3.000 psi 60,000 psi 150.0 pcf 0 Rebar @ Center of Beam... Reeft End of Beam... Count Size 'd' from Top Count Size 'd' from .Top #1 2 #2 2 6 2.00in 6 36.00 in #1 #2 2 6 2.00 in 2 6 36.00 in Rebar @ Right End of Beam... Count Size 'd' from Top #1 2 6 2.00 in 36.00 in #2 2 6 Load Factoring Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to AC1 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Uniform Loads Live Load 0.500 k Span = 23.00ft, Width= 6.25in Depth = 39.50in Maximum Moment : Mu Allowable Moment : Mn*phi Maximum Shear : Vu Allowable Shear : Vn*phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu Short Term k Start 0.000 ft 103.06 k -ft 136.97 k -ft otweato 13.34 k ,"20.95k 0.000 in2 0.000 3.833 0.000 0.000 20.950 20.950 7.667 0.000 20.950 Maximum Deflection Max Reaction @ Left Max Reaction @ Right 11.500 0.000 20.950 15.333 0.000 20.950 End 23.000 ft Beam Design OK -0.0923 in 11.57 k Mak/ 11.57 k 19.167 0.000 20.950 23.000 ft 0.000 in 20.950 k -a Bending... �� @ Center @ Left End V @ Right End act` Shear... @ Left End @ Right End flection nding & Shear Force t ‘41 Summary Mn`Phi 136.97 k -ft 136.97 k -ft 6:9- -ft V `Phi 20.95 k 20.95k ; Mu, Eq. C-1 103.06 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C- 13.34 k 13.19 k Mu, Eq. C-2 77.30 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C-: 10.00 k 9.89 k Mu, Eq. C-3 30.12 k -ft 0.00 k -ft 0.00 k -ft Vu, Eq. C 3.90 k 3.86 k Deflections... . Upward DL + [Bm Wt] 0.0000 in at DL + LL + [Bm Wt] 0.0000 in at DL + LL + ST + [Bm Wt] 0.0000 in at Reactions... an Left DL + [Bm Wt]] 5.821 k DL+LL+[Bm Wt] 11.571 k DL + LL + ST + [Bm Wt] 11.571 k V61114) J1 GE/.Sig/ , 5cS ( 71160 bic,,,t\c") ��,. 0.0000 ft 0.0000 ft 0.0000 ft tl Y) v 0 Right 5.821 k 11.571 k 11.571 k Downward -0.0318 in at 11.5000ft -0.0923 in at 11.5000 ft -0.0923 in at 11.5000ft r SPLtci 5 eE. 241' tob� s s„(6,20(ir') '-tet t 6. . • Title : Normed_II Dsgnr: BJM Description : Tilt up Scope : AS Job # H0439 Date: 1:11 PM, 12 OCT 04 Lateral and Vertical load resisting system. 'run Rev: 580007 Usec KW -0601345, Ver 5.8.0, 1 -Dec -2003 Concrete Rectangular & Tee Beam Design L (0)1983-2003 ENERCALC Engineering Software Description Front Elevation - Roof level horizontal beam element Page 2 II normed_if.ecw.Front El. panels LSection Analysis Evaluate Moment Capacity... X : Neutral Axis a = beta * Xneutral Compression in Concrete Sum [Steel comp. forces] Tension in Reinforcing Find Max As for Ductile Failure... X -Balanced Xmax = Xbal * 0.75 a -max = beta * Xbal Compression In Concrete Sum [Steel Comp Forces] Total Compressive Force AS Max = Tot Force / Fy Actual Tension As Center 2.660 In 2.261 in 36.035 k 16.752 k -52.800 k 21.306 in 15.980 in 18.110 in 216.474 k 50.556 k 267.030 k 4.450 in2 0.880 OK Left End • 2.660 in 2.261 in 36.035 k 16.752 k -52.800 k 21.306 in 15.980 in 18.110 in 216.474 k 50.556 k 267.030 k 4.450 in2 0.000 OK Right End 2.660 in 2.261 in . 36.035 k 16.752 k -52.800 k 21.3061 in 15.980 in 18.110 in 216.474 k 50.556 k 267.030 k 4.450 in2 0.000 OK Additional Deflection Calcs Neutral Axis !gross Icracked Elastic Modulus Fr=7.5*fc^.5 Z:Cracking Eff. Flange Width 7.695 in 32,098.89 in4 7,763.32 in4 3,122.0 ksi 410.792 psi 136.105 k/in 6.25 In Mcr Ms:Max DL + LL R1 = (Ms:DL+LL)/Mcr Ms:Max DL+LL+ST R2 = (Ms:DL+LL+ST)/Mcr I:eff... Ms(DL+LL) I:eff... Ms(DL+LL+ST) 55.64 k -ft 66.53 k -ft 0.836 66.53 k -ft 0.836 21,994.231 in4 21,994.231 in4 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 * : • 1.400 1.700 1.700 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 0.900 1.300 Add"I "1.4" Factor for Seismic Add'! "0.9" Factor for Seismic 1.400 0.900 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB :t//2/4AA 2T SHEET NO. OF t CALCULATED BY eall DATE /6 /v af- quo 69 4vA/7-01z, 14.41-Ae; (eigr-) \icOri/ /o. S% 4, = r��� ,r 60, � Irpoc1 200 (11421)(%") .6-r(c.rt C4140 a?D 45 = or. Ey 14 sPELTlob 23 8g 4" > , 87 4', 0,4• 60)44 vk 13y 14 Sp r r i ot4 . PRIES/ t ou sLy Crrc.coc-A--r� FOR Lw= E, 4" ok-nl D C)K, . /4P: p, 4W-ea77-1Tv Ce... Eon._ 5 !'b / 2.�r© S Ais 4 D. .ee:' AV A -07t e/C . /4/0t/, alt/# zke. /0.e7,7-7cAt. 2 E. -r- (9(4--9.-- 2/ lj a 4 Zei..nc4c o /8 „ 41 4C/4142-0•-/r7z. .J, t.ce•e76(/7"" Veit -770k. , res - 6444, dit "7� Yr .Dalt (IY")(-74!r)= the-=.Ro 4 .2a7 ,/5.664- d^ # 4 00V2 1%izr/e4c. G /80/ o•. c. • g°aA /el -O /Z. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB WIridtee4 ir SHEET NO. OF CALCULATED BY en r, DATE tuo ge-.47te)v7.6glef44c0/2-) • . , 00 AN—• C°1-0 (15/4Y741)=- . f6/ 4'" = . s/ > . 0.4/ / oiefs-6(ot ottr-84-)4 40e/-2-001/4/77-4. 49# 6.c, �4/ /4//b4a(4 1ties/reve6 400-frtelaitef ' RICHARD HUDSON Se ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. /t/s/eA4E-i) 4' , CALCULATED BY OF DATE /012/011. El/4 ►3,`, -140gleogrk , - C ) 51.1-v p- t4, LOA -DI 1\1 , . -4- WEAK -40csbs to fsF- = t (z)�6 a . �Ps I. s ((so LA) 78P Wisp iti M = )? 78 Pct (04:2. 4 7) hJ w`87--� 4../SA4/c 2 ��/► ViT/ i = I s '4)( 73.31 �1 (s-3.12'‘)(1101)(71/41)(150ps F) 7,4 L12(.9z3Yl$$ -t4/' 4,r (2,1f6 ,&fls WL 1, ^ i,43 (/)),/I) = IO5 4V/1 EE.. i`ittsk= (10$ 4/ (22), 6,9141 ).lam akirgAZ. 77'10 -5V0,e7- -7-Eitz#11 Leoloa, IA - b 4° 4(.):? ►-' (2)4#4-rr 0) =- .44.4"(4)+ .3 2o7R„ 4- Q68—flog.) —.leo-11.f-E. B 46E.D Sia tr4 og.ttEK. -rb �-/f 4- j2EA=7-e(C SEcn oNi Oji 0,1,1 -n-fE ss-- SI n�(oc c f� E_ 1t'e.0 -n-f- QE,4 Mrc , // RICHARD HUDSON Se ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. 41 OF CALCULATED BY Eyvi DATE /0 /0 Oft - 0 G. "/2/419AMt. BO-sfrit 469/4) Alo/tT "r M loft/ rc/F� - /��5�/G/k/mep. /c,' v,,.. cS II?. 141 1, 82AP 0144 Ekstil (d -t)] = (4,0,0t(A"_ a_ y8((new - 1,gzt\ 000+‘010D0' So 32501 \ir\ 25. 2.1 Kt 9M ? M 25k'>64i EAR -woP1-k5.. FO - ES 4p--jl-1 t Wl c Be/41)/1434 , RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /f6/2-/eE.4 SHEET NO. 48 CALCULATED BY aml OF DATE /o%/o4- 40/2-/e-oa7-4--e.. gam, ec . EA/77 (FZoo, JE V 2 /0.7 ELI- , 221 klo kl eso TD t S 16rJ AS MEQB-FA .224<.g 511404_ s*t 1- 0A -A) _ sTP-Q L , 4x1.5 (-x 1 (A) ISL = J 65p ) = 4f pLF EX'7 E/2/o,E' ,goo) = f 7Si ) _ moo pG� tf IEzz, '-'J k E (Fury (2e) (A)tomIme (11sopcF,)(512.$)(774')0!bre)= sELF 'dE416/ - J Lt, _ OD) (Ioo � = 1000 1 %► FL-M12.LL 41-r- 14(713)-1- I.1(loco) X476/ reotal Alas (e)() leu )2_ 2b9&(231)2 - 9 /4//t//4.40/2 g • /78,4- Q, 4,, 4).t E-/. (3)s-- . 93 7 (4) y - b2 0▪ E-As"7 (4"---a/21 58„ 6o loco k,//Arai Fo/t (') = 7 // ©f°" (MiV) LL = (on psg 0114g) V/ (ma 101 TaI tsvri r y \ +.Brt-4 of T�sr — ►o' -o" MM . 0� DEs(4:^1 s -t -e erE.M-r MDV E 14'0 Cr t2-LLkr(BIZ _'J f-i'AJ of -d i sa=/ 8 0� r " 81 iooao+bo,cbo 4/2* -in iii Fig ok. (;E(4 1 13Prg.-r RICHARD HUDSON Se ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 1`joiaM1E41 SHEET NO. 41 CALCULATED BY ETV) OF DATE 10/V/04" EA/),e-•'r (r --/-a:74 �41,7 y /eh /78.1- ;Op. ter' \4i _-4.tatm, (23 - 2/• Ps 17.16,4 eel FP -one, suppogr 23 I 0\4 -?. \ipi - K Vc = I 3000 (")( 46 063 s�h4A., 46j Kip, . s i4l plc_ )<=_- _ X= I1. 6 \/,� y Z (.e'-')(11.4. I) ti .S.-- 6,44 = \/,A@ c� ce of /9,7k /g.s-4 A(e) S"VELI--re. /Z6/AlLoozc--,_.' *6/446E443i Lily �C -, .0K .8/ /&7'-/ RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. CALCULATED BY OF DATE /O / /ilO Wog/a0Ki-r.41-4- 8 4 ham g4EMF.ci7 (r-looR &DTZ.T E42..tel LcaA-DIN /: [51.2ft+ 526� \,.r- WINb _ =60, d90pSi IDFF = ll� pLf vA - 1,30\9 1ss pLP AttZ MN w _ (\\ZRY22.)-.-- C.. 415/0/c. (bit se 776,&/ 4/4,4 / = 5' 2" (/ 1 D'1) (7% ll) (IpSF� = 4/I �k = (,43 C4(2$#/1' = 6414V1 Mu = (4,46N1)(22)°"2-= 4 .5w1 6/SM/6 PO/ 46s CoAirtioc - Pk 354 p -1--o - --o . —o -- -��) TOP 4g,Y!/G (4S 'c-,') )Pi//fr"= (' /4' (7 ") (l,P )_ = 4S .41 A VAA / = 1. 4:3 64:4th E4>14-1° 140 (i 14i t)2=-* //' 7 Wom -o 8 M z �Z w • 2 JU O 00 W= N LL. w 0 2Q LLQ N -±- w z= W ILu. UQ O - O H ww I - II -.Z U= O~ z RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. /14 4oz) Jr OF � CALCULATED BY /3_77t1 DATE / a /' :f 1,4/7,t- rritew Imo/ ,u4 Wfilio AfitSA4eC PLE-)( V46- Al4 ?- Mv1 (646e Pkie /8 '1 4ecr/od) iiv2,(4016:0)0-%4 - 4., 44' /PI mtl -;/ 3/45 = 1.824" 4/5/w. 1.4 r,c.c... we je147. vg= 1*/, (i5-)=-• z V = 143 (234)- 3�i Nei(1 tA=C lje-4lf)(z = X40,1 2 �, t1 i at( l ,' $ - .8a' ' ' ./ \-. Oklm ?: M 0\ ,-- 441= ' 9( . 0)(69/ oa.)-- t-'4) e 9400.x , Alm/PA/0 Re)jiert24f .r /. ic/e7- 04t4t-at) 1 70 ges/sT S,E/sem'c evzces, �= . S5 1.! ° 5,1.54 ,a-hcccef.60,c,coi 2�4- 5 T *.A N. 1 Oen M, Abb M &orrioJikLCiG\ n 6) 13A -0-S -rte ..� i 4 2f,,2 h p zzQ w 00 co 0 co 111 � u- w ° u._ Nd =W = z� Zo 0CI oI- W WW 0 uiz • = o � z - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 4/0,e mei):zr SHEET NO. OF CALCULATED BY 2576 DATE 1 /1 3 I Oef- .-ilogt-a0A/r-031... 40 -1,4o -AIT (nm) A(3)4k sA2..s=- 1,325" co)( 1'1\ , 0.3241)(60i ceo (5-e- 1:-.61r) 496, 640 04y, tvitA (5)4-47 sokiis -r4 a (6)lwom, RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB g -1E it SHEET NO. 5 OF DATE 1 0 1 3 Oi•-• CALCULATED BY RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS SHEET NO. 54 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com CALCULATED BY //dpi OF , DATE /o/ / /Off - T/4 -4-4- i T/4-4-4- 80.4;;4 /v4 TEi4 si AKI FA, cE 7 o �TRI�4L (1\1 ZEcrlotl (pLprt4 e-0 C -r4,11 T,A/ oG T//s Co cv&npt/ Coc v - / Ee-e-,e764‘177 1).74 Ear j/e SPAKi 12 -EL. EL£.N/1 EST' o4 -os - SEAN/lc-E. 6,31-,11,e)/2„L . A-oxsrofe, i•t4e• s- 84'5 V,�/1-/c'@* ,/.0 ,/a Oor -4"S -74J (7 fi, -5 .) i -41 Coe vMA/ Roo P. „1 � 2.) (503) =- 5. e LL =(3A) (560) =5,SK M Ela. a -14I N � I = (3/2.) (i (1 000 = //. e 9.5z41 7.1r -1 f' L ,e;1': �;fl�/r I P L, z w re 2 JU U OQ wI W O gQ =d �w ' = W O 0 O-- CI I-- wW H-- U -o wz U= z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB / ./0/2 /✓�,EU SHEET NO. CALCULATED BY BTI- I OF DATE a L 000iNi‘1 CoNITl,JUlEL, S44o2T TERkA 4 a Wi sa, , YV = (//, Sr7--wyi ) //,ce,,. F WA/L) /c",14tv\# vv • 3.56KDL MoD 3.5& LL Titter�s 1*,..12.-n4QtJKf� Ccc.v►1N1 t)L CI`'(1 X4( 11)(I50P(F=aa/' 2•i tj.. E = I.2.No_) _ 1,z(.9/110380//) •� v� ) +N1 Ii I 4 Sp ?3 �.� DI— o F� Wei- , /2)(3,25��� ' �z.)(15nt = $W34 1.1 -(SD s� �x _ 1,2�.92911(�yk6g� 1-. .4-- + ,� _ _ 3.3 SpAtt\I SIR .L D - (r-1_coj w5.2S:X .25'2E I l(SP3)) ISop . 1,2(.921)(54g2.4) 4I- ss6 art 1 T—S=KI —- K—-—> lt- 1 7, CgLL 1 M62:2.A41Nfi Tv 1 2 1 ILE 1 KI s-r-Au_E..0 AT 1_ _ I •FvTU V -E_ AAS, Assoc/ (4..c -az Li v . L0�4A SSCC.,c q--rE.D Sc_c_E-0-112.(cliq 1 nlc.L. U c & okt m-11.5 DE sI4 P e_ '(40, C O sioElttkic' 4 Csm-n -kms ju di t WALL- tic tJ " RICHARD HUDSON 8e ASSOCIATES, INC. • CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB n4e4440 7r SHEET NO. CALCULATED BY ELI E,z Le s 14,4 CoOk/E14T1 kl,s, e -ts 41 est, W 2 O SCC 4TR. I cu -r / mo I, >* Kt -r rfoISM oi( Po i krr 1' (le Em excAZ,C -TD De;Tpzoti11E., : AcC.o.JAiSck. cowna4 �i , Title : Dsgnr: Description : Scope : Job # Date: 10:31AM, 12 OCT 04 Rev: 580002 User. KW -0601345, Ver 5.8.0, 1 -Dec -2003 (0)1983-2003 ENERCALC Engineering Software Rectangular Concrete Column Page 1 normed_ii.ecw:Calculations Description Normed 11- West Elevation vertical elements at deep beams General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Width 12.000 In f'c 4,000.0 psi Total Height 22.250 ft Depth 16.000 in Fy 60,000 Unbraced Length 22.250 ft Rebar: Seismic Zone 0 Eff. Length Factor 1.000 4- # 5 d = 2.000 in LL & ST Loads Act Separate) Column is BRACED 4- # 5 d = 14.000 in (Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design, Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity in Axial Loads 14.000 k 17.300 k k Applied Moments... @ Top 3.560 k -ft 3.560 k -ft k -ft @ Bottom k -ft k -ft k -ft Lateral Uniform Loads Start Loc End Loc # 1 k/ft k/ft 0.115 k/ft 22.250 ft # 2 k/ft k/ft k/ft ft Lateral Point Loads Location # 1 -2.500 k -3.530 k k 11.660 ft. # 2 2.500 k 3.530 k k 9.660 ft Summary 12.00 x 16.00in Column, Rebar: 4-#5 @ 2.00in, 445 @ 14.00in ACI C-1 Applied : Pu : Max Factored 49.01 k Allowable : Pn *Phi @ Design Ecc. 305.89 k M -critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po* .80 P : Balanced Ecc : Balanced 17.08 k -ft 4.183 In 1.00 4.183 in 17.08 k -ft 634.53 k 283.13 k 7.609 in • Column is OK ACI C-2 ACI C-3 14.70 k 197.08 k 8.92 k -ft 7.282 in 1.05 7.649 In 9.37 k -ft 634.53 k 283.13 k 7.609 in 12.60 k 160.43 k 9.08 k -ft 8.650 in 1.04 9.021 in 9.47 k -ft 634.53 k 283.13 k 7.609 in Slenderness per ACI 318-95 Section 10.12•& 10.13 } Actual k Lu / r 74.167 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El / 1000 Pc:pi"2EI/(k Lu)^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta Elastic Modulus ACI Ea. C-1 11.3150 In 0.7000 34.0000 0.3999 0.6000 4,219.12 584.12 0.1119 1.0000 4.183 4.183 3,605.0 ksi ACI Ea. C-2 8.2400 in 0.7000 34.0000 1.0000 1.0000 2,953.21 408.86 0.0479 1.0504 7.282 7.649 Beta ACI Eq. C-3 6.7300 in 0.7000 34.0000 1.0000 1.0000 2,953.21 408.86 0.0411 1.0429 8.650 in 9.021 in 0.850 z Z c4 00 N W V. WO LL < co� =a W z= i- 0 zUJ ui i- 0 ON [] I - WW 1O .. z W U =, O~ z Title : Dsgnr: Description : Scope : Job # Date: 10:31AM, 12 OCT 04 Rev: 580002 User. KW -0601345, Ver 5.8.0, 1 -Dec -2003 (c)1983-2003 ENERCALC Engineering Software Rectangular Concrete Column Page 2 normed_ii.ecw: Calculations Description Normed II - West Elevation vertical elements at deep beams (ACI Factors (per ACI 318-02, applied Internally to entered Toads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Add'' "1.4" Factor for Seismic 1.400 ' 0.900 Add"l "0.9" Factor for Seismic 0.900 - 1.300 0.00 in DL=14.0, LL=17.3, ST=0.0 k 1, f gi„,\ irY\0k 4O q((k-s I.' 16.00 in 0 • • • • • • • • Dst Ld #1: DL=0.0, LL=0.0, ST=0.1 k/ft From 0.00->22.25 H53 Pt Ld #1: DL= -2.5, LL= -3.5, ST=0.0 k 4 Pt Ld #2: DL=2.5, LL=3.5, ST=0.0 k Mtop : DL=3.5, LL=3.5, ST=0.0 k -ft 12.00 in. © 11.66 e/4.~7-7 #1-r42, GcrirInGe @9.66 /NIM S ` rO.e /Wee P-otal.i've Eceee-Art.ic "l. 555.217 499.695 444.174 388.652 333.13 277.60 222.08 166.56 111.04 55.52 Axial: Pirphi (k) Moment : Mrrpni (k -ft) .2 fr f:4 6 = 00 co (0 11J UJ -.1 CO LL, LLJ 0 g 5 cD LL, z 1— 0 z U.1 La O — O I - LU uj I 0 w co r -- o 1- z Pu,Mu (Eq 9- Pu,Mu (Eq 9-1): ): 14.7k, 8.9k -ft 12.8k, 9.0k -ft 1 , i I i 1 I 1 I f-- ; ! 1 S -i-v fLT "Tarz-"-n vaitto . i 1 , . 410 -S • A .5 26.0 345 b6.0 62.6 7 .1 8 .6 108. i 11i.6i 12. Axial: Pirphi (k) Moment : Mrrpni (k -ft) .2 fr f:4 6 = 00 co (0 11J UJ -.1 CO LL, LLJ 0 g 5 cD LL, z 1— 0 z U.1 La O — O I - LU uj I 0 w co r -- o 1- z Title : Dsgnr: Description : Scope : Job # Date: 10:45AM, 12 OCT 04 Rev: 580002 User: KW -0601345, Ver 5.8.0, 1 -Dec -2003 1 (c)1983-2003 ENERCALC Engineering Software Rectangular Concrete Column Page 1 normed ii.ecw:Calculations Description Normed 11- West Elevation vertical elements at deep beams General Information Code Ref: ACI 318.02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Width 12.000 in f'c 4,000.0 psi Total Height 22.250 ft Depth 16.000 in Fy 60,000.0 psi Unbraced Length 22.250 ft Rebar: Seismic Zone 3 Eff. Length Factor 1.000 4- # 5 d = 2.000 In LL & ST Loads Act Separately Column is BRACED 4- # 5 d = 14.000 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity Axial Loads 14.000 k 17.300 k k in Applied Moments... @ Top 3.560 k -ft 3.560k -ft k -ft @ Bottom k -ft k -ft k -ft Lateral Uniform Loads Start Loc End Loc # 1 k/ft k/ft 0.059 k/ft 22.250 ft # 2 k/ft k/ft 0.280 k/ft 19.000 22.000 ft Lateral Point Loads Location # 1 -2.500 k -3.530 k 0.678 k 11.660 ft # 2 2.500 k 3.530 k 0.678 k 9.660 ft Summary 1 12.00 x 16.00in Column, Rebar: 445 @ 2.00in, 445 @ 14.00in ACI C-1 Column is OK ACI C-2 ACI C-3 Applied : Pu : Max Factored 49.01 k 19.60 k 12.60 k Allowable : Pn *Phi @ Design Ecc. 305.89 k 152.25 k 79.16 k M -critical 17.08 k -ft 14.33 k -ft 14.37 k -ft Combined Eccentricity 4.183 in 8.772 in 13.690 in Magnification Factor 1.00 1.07 1.04 Design Eccentricity 4.183 in 9.371 in 14.277 in Magnified Design Moment 17.08 k -ft 15.31 k -ft 14.99 k -ft Po * .80 634.53 k 634.53 k 634.53 k P : Balanced 283.13 k 283.13 k 283.13 k Ecc : Balanced 7.609 in 7.609 in 7.609 in [Slenderness per ACI 318-95 Section 10.12 & 10.13 Actual k Lu / r 74.167 Elastic Modulus 3,605.0 ksi Beta ACI Eo. C-1 ACI Ea. C-2 ACI Ea. C-3 Neutral Axis Distance 11.3150 in 6.4000 in 3.9800 in Phi 0.7000 0.7000 0.7000 Max Limit kl/r 34.0000 34.0000 34.0000 Beta = M:sustained/M:max 0.3999 1.0000 1.0000 Cm 0.6000 1.0000 1.0000 El / 1000 4,219.12 2,953.21 2,953.21 Pc : p1^2 E I / (k Lu)^2 584.12 408.86 408.86 alpha: MaxPu / (.75 Pc) 0.1119 0.0639 0.0411 Delta 1.0000 1.0683 1.0429 Ecc: Ecc Loads + Moments 4,183 8.772 13.690 in Design Ecc = Ecc • Delta 4.183 9.371 14.277 In 0.850 z z cCw 00 fn W WO J u.? N d. = 1-=W Z 1- 1- O Z F- LU 0 0- ww IL -O .. to O I. Z Title : Dsgnr: Description : Scope : f$v' Job # Date: 10:45AM, 12 OCT 04 LRev: 580002 User. KW -0601345, Ver 5.8,0. 1 -Dec -2003 Rectangular Concrete Column L(c)1983-2003 ENERCALC Engineering Software Description Normed 11- West Elevation vertical elements at deep beams Page 2 normed_ii.ecw:Calculations ACI Factors (per ACI 318-02, applied intemally to entered Toads) ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST ....seismic = ST' : 1.400 1.700 1.700 1.100 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor 0.750 Add"I "1.4" Factor for Seismic 1.400 0.900 Add"' "0.9" Factor for Seismic 0.900 1.300 ev27 (7) 0.00 in ( 5 ) DL=14.0, LL=17.3, ST=0.0 k (?•? L CP • • • • Dst Ld #1: DIZ=0.0, LL=0.0, ST=0. Dst Ld #2: DL=0.0, LL=0.0, ST= Pt Ld #1: DL= -2.5, LL= -3.5, Pt Ld #2: DL=2.5, LL=3.5, S Mtop : DL=3.5, LL=3.5, ST=0. From 0.00->22.25 From 19.00->22.0 11.66 9.66 • • • • 555.217 499.695 444.174 388.65 333.13 277.60 222.08 166.56 111.04 55.52 Axial : Pn'phi (k) Moment : Mn'pnl (k -ft) .2 Z Z" UO NO 1111 0 LL W O g I I- ILI Z L... F- O Z ILI W U � CI I- W W H U' U -O LL Z. O z Pu,Mu (tq 9-1 ' Pu,Mu (Eq 9-2 Pu,Mu (Eq 9-3 : 4 . : 19.6k, 14.3k -ft : 12.6k, 14.3k -ft -i 1 , s .1 jedoit, 1 II • 0.i c . .. .•.' . Axial : Pn'phi (k) Moment : Mn'pnl (k -ft) .2 Z Z" UO NO 1111 0 LL W O g I I- ILI Z L... F- O Z ILI W U � CI I- W W H U' U -O LL Z. O z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /Voiez45e.ao SHEET NO. /� OF CALCULATED BY EUt /�c / DATE ' v /4 VVc-c RD . SPA na 401-01( 7...= 11..0 pc.F p L. + 250 Pt. LL = '10 pc.F Seer/o.L/,s P (p► 104 0 Ott W)o (q z , 71.:11914/7:: 24. ,x = 47. 5/4- r l 7,714 /�2n.� & 0140 404.41.R./ _ '� S f es='22, z� A/014/6 S' _ l7.7e 57/ ' otv eleede a/c 44/.04497, ef4d #/2d.✓i' AC 41E4 `�----L _..--._ 390209= 2+k 124K+I1<pv► .M- S*14 rtc S vE. fog. 01,1 ► r -ort '.-i (14 vtOrr_ENIr Lorin 1,','.t Z 8 =2, 2( 3S4pcf $70 (k) $64 ic45>9i 26 K /b - °/0 }./i - JA C41 /44 o, 4.870 ,117fi Wn. . 4ez/r-ei 3w/o' its 7zisr m{ -1141s sect -to g , z w JU O 0 J H w u- w 0 2 =W _ z� Wo W U0 O — O I - W W 1-F wz z 1- RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB t\lopelu SHEET NO. CALCULATED BY t OF DATE It VUL C ILA -f -r q 1 l y -,S 4* .,s- 9/zios (C, kJ,-.) 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OF CALCULATED BY ' I DATE to (i4- l04 1�cx.c 124% -pr 1 s -r qi eflEia-S . lot ST (c -aur:) 671,/,0 e 0-05) L=9 !_$Qo (57-41-r) = 63.3 f o z 46,r777 ' �i�®. �.�...____. 242s-0 74/ '4() (9.4. ari 471 etiTmot.„.. r!! 1 Vie= .<S(S (. ') =50/ . 101 s 1 ✓rG /4/,44 4 4I/' of 'inid2;e v`7`- pf�li l '77a / '7n 4ccaAvr ,� k ,poir 10 AV -44156,4',. ", ("%4o) 6e' / ,41/' `J, g" Rovoc, 60- VWI (8) 464-63) 6 L1; (49-Y- = �XZ S8006()= 6s7� )(= / oef /4e 4 1 e9- O'Pol - 3 %K8 387 z _- z rQQ� JU 00 0 WI w0 g -J �< u)d =w _ z1.- Wo w 0 O - O H ww 1 - Fa w z = O ~ z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. CALCULATED BY OF DATE tb144-01- / 1 Voccm-p-7- o i.ST r sr/ sT'/(13—=�' 0 677trvr- ) ro 2. 3. ,,, r• -A4.1 -.. 511 P4=- 1-1- 4 o wr 77/ 4- 4 lei S 4 fr1 USS 6 017 14.0-4 (8') Nero 521- 4490 66 2244906x6 047/ 4140045E- 4P 2.9110 A r retinal c:)1, U i two r -t � 3977-4 25vr1/42/) =25‘ LL l 45 J 0D$ RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB NiogNIE4:1 SHEET NO. CALCULATED BY 61' OF DATE 10 15101--• I IzA-cE- -ro 0 •J DINT( oN1 4....VC1....., (iziej /. (e) .,_.e7-2.61,L/s) I-0 dko • Au 22-/-8'/ /s <, 44. ziL i . 3Q roc e ' � • .a . . SPA J ORE(.. i- 1 I --, 0P 6/"4146P-(4- .. Di- - j r_----tcoo _PCPCt-- --t, L- .z. ::.....:Iocn•pc.F-C.L • /49 4 $3 `l'AK 4 ZAt4 DIZEL EvrdeAE 241 k sptN n REL 33 4468 PcF f f" �• . SPh*1O>zi✓ /�o vi \ `0ti171-5 s4( TA. 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ST/e 'Tvt 1'1/ ? ` K y4ic ok 511=A(21 Sr KL_ /.o(//)= ii p = //%s-' To 7")(?"/ --`1 c< .5 44,kS 6' go z z w• 2 aa JU O 0 N -II— wO Q LLQ w ▪ LI z = Wuj O U� co C F- ww wz U =. 0 z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. WD- CALCULATED BY stly) OF DATE 10116b4 - RI t.t- Lop. o Fii.OM telitrAt. Vig,g ROoF SPS-�nIpIZ �.. EYE-sl§4 Pecos {,2 . E a "'et- at-e11 .2e F3 v�. 1�t-e11 14�4�i 9657 7771)1 oL1r • /Iotr e=/ 9(9/ 9)t/04 2/2;6" mti _ 3.r541rhYtrY-3. V '16br: , • 1 Selo"' DL (,�`-- - - - -`%Scot-02 :%✓l�. • _Es...Exvtts. OMA' Mk 1411= 0CAS��, (a 06 )&17(-- ,(--rm0 )Hr //' S4 -77c2&/ /Zee) Fo/LSf/S.i/ -1;f›) : A @Mic. '5 X 2l 2, (cskt1440 (44 + /1(l 4, �o , k 1 _ �Q 4- �= 3 � -184:6 1712 .4, (n'`InM(1t (0,6 9411q9-7h cbhen r- /12241661- /4 )06.9 14' i l 06.x- ie ] tJ , = C2 i3 .g. -r- 44 I nl uz-dr-... t=l U/ - gin! le-0r44E4 l -T, BeamPro - version (6.4 - 32 bit) v= 17580.1 740.00#/If 21.66 35540.00# v= 33988.3 17580.14 185575.68 1 (#) -33988.26 INPUT FILE NAME ____> TE ____> NIMENTS =___> -0.5688 c:\untitled.cb 10/15/2004 1:48:41 PM (in) r‘ 412 6 JU UO WO -1 1- w W Q LLQ G7 � Z cl 1-W Z=. • I- 0 Z F--. Wj U� 0- O 1 -- WW H� U. O. W Z. UN O~. Z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB (V b2M1E.D 7r SHEET NO. CALCULATED BY 2370 OF DATE 105 01- ( R,An 1 -0 A -t deo M Mer \x/F-8yi l�ryz P00 € 6feros I.2 I , Z, g `may (44)#1Skg -r 4. � tV1=, 12 I (1.9-4,Y6otcccV3‘..- 28 "744 = 2/3.4- 9Win .M4 23 ,4 iss 4k 34E4x Fog Dc9Grl LE 4-I MODE elocoPsi 4r =' '(-e)(-46)=7.4" As •=4, ,7s 4 (MS) . 1=. 5644, 09!) I, ?6 < 5 , 544-" Ars .�� c.'rI L -E "AI L UsE() 64, `r p ISD-r(o"i M(o IMom Ars YfI IO1J Rit-rd reogx-ruigAr RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. klop-A*.o CALCULATED BY OF DATE 10 1 1 c7/ diiin. Fri err L04 -c -eon) M e -T WEra ?oor SPierKiDizre.,1_ bast @ 1.2- .. E I.L:1 11.3.1.1 r OKI Vh: V+l�s ri4oap 6-4")(09,c1) 21.E sIZ•OF—K) -TRUE. o r MRJtMUkti &T!R(ZvPS. VE.Itr/ort. 801-f-6 494-40 A gaiNt —r-bst s i o i a.z.iNue or2d.Enl E'er A 1e►ucT, I$) = . 1 o 114- MITI 601 COD Vs. Ve, °- 4v ty d = . (6.Pico_ (3�'I)_ ��}, coo* s 18" VsP , F. T1z1 E. SpAt-s €1-s E. d 42. z Z re 1112 00 ND � _ w0 g D- LL a cod =W Z)- 1-0 ZI- W uJ UQ o� w W WZ O - O ~ z • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB qop.mmn SHEET NO. 15 CALCULATED BY OF DATE i b i r O 1 po t ,a6T L.�O k4 pM M ET1`1T, vie -/3 4646E -K) goor SpA'JD1L 4 bES& 404 os (,Z * E ' I.2 4- & . V .> :f -44C)01 (i4(w)= 46,0 1( 2q .` ' .e cl 2 Sf +q' 4 nl Ea 0 k =,OK OVI) \/14 .8S(6p6q,� K 19',q - off. 1 -rete -t) kl AcTl o "I or S Ig pew Foane&'- th.Pert n til, \/ 32.2 \/ 2(.37X/ ,.Z = 13.1'• 4/3 ')/3 1 k.3 2 K 400e SllzJ ups Repo 12E4 ZotlE RICHARD HUDSON 8e ASSOCIATES, INC. JOB No 120E16 Z. CONSULTING ENGINEERS SHEET NO. 142 OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY BM/ DATE lb i V 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com 04- 69/6 4 (1,-44 0 ---® 440 1�S10,<< I\o ok1� �SiJ okc , C� 3 sem) o. c, -l400keo EiIps. ti I g - J /3Pj3 'Vs / r : prors� , 'PI LAST 5VA12- I14)-Foite,4c-' 6P/971/4/6/1-4 (7-7o7,1 Ce tatt-acilw Poidqokt)) (4014fi. "eb✓a WA/. i o✓ 0,e•�/�04e-exn�.�r z w re 2 U0 wI 1-- U) u. w 0 �< Nd =W Zo UUS uj0 co O — O F- wW o w - O f - z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 • 206-324-6160 • Fax 206-324-6248 rhudson@hudsonenglneers.com JOB SHEET NO. 7 7 OF CALCULATED BY DATE 101 I r -I (71- a ` rp AC.E. --ro Fo riD A71 c 4 23ioa 110" -4a l.C. 210 RR. 14- 1411 4- i.11• ,N SPAS Df2-P-G 7'TIJ pL 2.2 rrn 4-064 rnr oL i �.1 a 7777 LL 4'St." Ate., 3 ►Z ME iIemC ' .59001)04.7 4,9 444-IG.A2 4 n ger ccau...nr t s 7/7 a.� 4- - d4GE, P(.4 �f , -406* C (1}:per / . 4/1/„,?/ 46k gZo« 438 pC.>~ (L- 2c.o 131.- c/4►t ---------------... sp q�,t o ir.�c tx. • _ 4--., =7 41 t 25o PCP D - \4 loco Pc.e47. OVQ, U. 468 Pc.P 4,4x 0,0 • .T. 2.317D ESD ©r -nits port (5) 22 714 11 + I WT hS CJiJE, RICHARD HUDSON & ASSOCIATES, INC. JOB tqopmEo CONSULTING ENGINEERS SHEET NO. OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com CALCULATED BY Etiel DATE LoArb -r E. -rte 1WtJb Prr io►•4 L r L /7: r iii I -2(oI /77 77//_L S-N1OKEL. A2/O C. ciopc.-//43.s og' 777 1-L Sp st4 art -e4._ 46. zr 46 I ,. s--rw 7,S"7-v�l Lot /U r rcor DL -2.(-62 go RA t -L '/.stU)- I8° PCP' P/-rsJoREL f JF -e_ _ So2 bi- Pt-F- RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Nioleivit) SHEET NO. CALCULATED BY OF DATE t Oil Y1 pi— oteir -ro qAtio 4.t4 44r te.g. •rovo,o4r-voo 4/42_4/14 717lg- •,34-••zo/i-tu./{2e, 4- 4 Er9S-711/ ir 3,6 74 4.10 777 61- 777 1-4 r;011.1012/0 --1- te- ok -- - z • z re 6 = O 0 w 0 cow. WI tu 0 g u. < I z o ZI- 0▪ - cu- w uj I 0 11 0 Lij c.) 0 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 • SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. t\lO)2IE3 Z Eo OF CALCULATED BY 71 DATE 1 16 04- L0 A -i112 -A -c -e_ c,c)064#110N1 LEVE.4.- 60RaL /2(4 6o' / tOele" )ot—oel AtWAJF tqwez_ , T7YbL. 777 .6e- z < • rt LLI2 -J 0 O 0 co W CO U. W O 2 -J g u. < co ° z 1-0 z u j • 0 O co O — CI I— W 0 ;- — U- Z w 0 1• - z RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com t. ":' o.46) JOB NIoimesa SHEET NO. SI CALCULATED BY moo // coo r1_ ,' :, / • , LL 2,o2 2 LL 177 1.-L- 3.e Poor to* 5PA-0.1317-0,L. M me. 16au/IAN'S LC It - *4 RA .b3 1..9" f 9.3'`. /.0 2,B� )-_4,4_ Z•6`` 847/11 DATE 101/8 /04- -4%b" Aso Wei 14.14 - 6.33' o I AL%i -e.Ai - CONCRETE WALL DESIGN 1997 UBC 82 Richard Hudson & Associates Date 10/21/2004 Time 11:47:55 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 d Normed 11 206-324-6160 IPanel 9- partial base fixity with roof Toad R&L jamb @ man door wal198 ver 1.11 page 1 Materials Concrete 3,000 psi Reinforcing 60,000 psi Wall with #4 @ 12 in. @ centerline It; Wall thickness is 6.25 in. .0--,Z Tributary width is 3.5 ft. Ce 111 Reveal depth is .75 in. 6 a d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 ..J 0 00 Jamb Reinforcing is 2 #5 each face_ r'� c: -..,-:,.r' k 17 :; r-( Y: p-7-. co 0 Jamb thickness is 6.25 in. Jar ti•widffiis 2 ft. i r �', W = The jamb steel is the only reinforcing considered. N W 7,�}, d pos (inward) bending = 4.4375 d neg (outward) bending = 3.6875 ':) W 0 cover to face of vertical rebar Outside face = 1.5 Inside face = .75 W Geometry g Q elevation (ft.) # of design segments roof elevation = 22.25 ft. 20 I 0 footing elevation = -5.5 ft. 5 1-- _ Z 1. - Left opening Right opening Jamb width Height (ft.) 6.75 0 Z O Width (ft.) 3 0 2 111 W. Sill height (ft.) 0 0 U toO Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. 0 ui Loads - vertical Loads shown will be multiplied by the tributary width = U eccentricities are positive inward from inside face of wall 1 - Dead Live Wind eccen (in.) LL type L- O Ledger loads (klf) .06 .125 0 2 snow load Z Concentrated loads (k) 0 0 0 0 snow load U Concentric loads (kit) 0 0 0 snow Toad H Z Canopy loads (klf) .012 .025 0 snow load 0 1 - Canopy Toad CG is measured positive outward from face of wall Z C.G. of Toad Elev of top support (ft) Vertical spread of supports (ft) 2 22.25 22.25 Loads - horizontal Wind loads based on code criteria Code Toads were input for wind forces. The following are applied above the slab. The distribution varies per code. The foliwing pressures are based on the roof elevation. Inward pressure psf = 13.6 outward pressure psf = 13.6 wind speed mph = 80 wind exposure B wind importance factor = 1.0 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Seismic factor Eh = 0.48 Ev = 0.18 The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) _ -5.5 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Load Cases oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case Summary of g33 Date 10/21/2004 Time 11:47:55 AM Sheet Normed II Panel 9- partial base fixity with roof load R&L jamb @ man door waII98 ver 1.11 page 2 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) — 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) — 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) 6) .75(1.40 + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) — 8) .9D + 1.6H + 1.3W 9) .9D + 1.6H -1.3W 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E 16) .9D + 1.6H +1.0E 17) .9D + 1.6H - 1.0E Results Design is okay UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 Vertical service Toad stress < 0.04fc okay As <= pMax okay phi*Mn > Mcracked see table below Mu <= phi*Mn see table below Service deflection <=1/150 see table below Mcracked / phi*Mn oad case 1 36 % oad case 2 36 % oad case 3 36 % oad case 4 36 % oad case 5 36 % oad case 6 36 % oad case 7 36 % oad case 8 36 % oad case 9 36 % oad case 10 36 % oad case 11 36 % oad case 16 36 % oad case 17 36 % UBC 1612.2.1 & 1909.2.1 UBC 1612.2.1 & 1909.2.2 _ UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 Mu Service deflection / phi*Mn / L/150 11% 0% 23% 3% 23% 3% 22% 3% 23% 3% 14% 1% 12% 1 % 25% 3% 23% 3% 28% 3% 33% 4% 28% 4% 34% 3% A level of 100% is the maximum allowed Maximum wall reactions at service level — Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction @ slab level (plf) Horiz. Reaction @ footing level (plf) Vert. Reaction @ footing level (plf) 487 283 2,384 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates Date 10/21/2004 Time 11:48:02 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Panel 9- partial base fixity with roof load R&L jamb @ man door wa119B ver 1.11 page 1 Materials Concrete 3,000 psi Reinforcing 60,000 psi Z Wall with #4 @ 12 in. @ centerline = z Wali thickness is 6.25 in. L re Tributary width is 3.5 ft. 6 = Reveal depth is .75 in. 0 d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 0 O 0. Jamb Reinforcing is 2 #.5 @..centerline, J I Jamb thickness is 6.25 in. Jamb widtFi iss 2 ft. The jamb steel is the only reinforcing considered. W O d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 2 Geometry u_ a elevation (ft.) # of design segments roof elevation = 22.25 ft. 20 a footing elevation = -5.5 ft. 5 H = Z !— Left opening Right opening Jamb width Height (ft.) 6.75 0 Z 1— Width (ft.) 3 0 2 111 w Sill height (ft.) 0 0 D 0 Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. 0 H Loads - vertical Loads shown will be multiplied by the tributary width = W eccentricities are positive inward from inside face of wall I— U Dead Live Wind eccen (in.) LL type L- 0 Ledger loads (klf) .06 .125 0 2 snow load Z Concentrated loads (k) 0 0 0 0 snow load W co Concentric loads (klf) 0 0 0 snow load H _-_= Canopy loads (1(10 .012 .025 0 snow load 0 Canopy load CG is measured positive outward from face of wall Z C.G. of load Elev of top support (ft) Vertical spread of supports (ft) 2 22.25 22.25 Loads - horizontal Wind loads based on code criteria Code loads were input for wind forces. The following are applied above the slab. The distribution varies per code. The follwing pressures are based on the roof elevation. Inward pressure psf = 13.6 outward pressure psf = 13.6 wind speed mph = 80 wind exposure B wind importance factor = 1.0 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Seismic factor Eh = 0.48 Ev = 0.18 The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = -5.5 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Load Cases oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case Summary of Date 10/21/2004 Time 11:48:02 AM Sheet Normed II Panel 9- partial base fixity with roof load R&L jamb @ man door wal198 ver 1.11 page 2 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) - 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) - 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) _ 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) - 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) 8) .9D + 1.6H + 1.3W 9) .9D + 1.6H -1.3W 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E 16) .9D + 1.6H +1.0E 17) .9D + 1.6H - 1.0E Results Design is okay UBC 1612.2.1 & 1909.2.1 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 Vertical service Toad stress < 0.04fc okay As <= pMax okay phi*Mn > Mcracked see table below Mu <= phi*Mn see table below Service deflection <=1/150 see table below Mcracked / phi*Mn oad case 1 49 % oad case 2 49 % oad case 3 49 % oad case 4 49 % oad case 5 49 % oad case 6 49 % oad case 7 49 % oad case 8 49 % oad case 9 49 % oad case 10 49 % oad case 11 49 % oad case 16 49% oad case 17 49% Mu Service deflection / phi*Mn / U150 16% 0% 31 % 3% 37% 3% 31% 3% 37% 3% 20% 1 % 21% 1% 35% 3% 39% 3% 45% 3% 46% 4% 47% 4% 46% 3% A level of 100% is the maximum allowed Maximum wall reactions at service level --- Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction @ slab level (plf) Horiz. Reaction @ footing level (plf) Vert. Reaction @ footing level (plf) 487 283 2,384 • CONCRETE WALL DESIGN 1997 UBC te6 Richard Hudson & Associates Date 10/21/2004 Time 11:37:11 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Panel 3- partial base fixity with roof and canopy load R&L jamb waII98 ver 1.11 page 1 Materials Concrete 3,000 psi Reinforcing 60,000 psi Z Wall with #4 @ 12 in. @ centerline = Z w� Wall thickness is 6.25 in. ' Tributary width is 7.5 ft. u.l Reveal depth is .75 in. U d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 U O u)0 Jamb Reinforcing is 2 #5 each face w Jamb thickness is 6.25 in. Jamb width is 2.5 ft. The jamb steel is the only reinforcing considered. 0 d pos (inward) bending = 4.4375 d neg (outward) bending = 3.6875 2 cover to face of vertical rebar Outside face = 1.5 Inside face = .75 �Q Geometry co elevation (ft.) # of design segments = a q roof elevation = 22.25 ft. 20 1— W footing elevation = -5.5 ft. 5 ' Z H Left opening Right opening Jamb width Z O Height (ft.) 10 0 W Width (ft.) 10 0 2.5 > O Sill height (ft.) 0 0 0 o0 O I Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. W W E - al = Loads - vertical Loads shown will be multiplied by the tributary width I -- eccentricities are positive inward from inside face of wall u. O Dead Live Wind eccen (in.) LL type Z. Ledger Toads (MO.06 .125 0 2 snow load 0 c Concentrated loads (k) 0 0 0 0 snow load H "- Concentric Concentric loads (klf) 0 0 0 snow load 0 1 -- Canopy loads (klf) .012 .025 0 snow load Z. Canopy load CG is measured positive outward from face of wall C.G. of Toad Elev of top support (ft) Vertical spread of supports (ft) 2 22.25 22.25 Loads - horizontal Wind loads based on code criteria Code loads were input for wind forces. The following are applied above the slab. The distribution varies per code. The follwing pressures are based on the roof elevation. Inward pressure psf = 13.6 outward pressure psf = 13.6 wind speed mph = 80 wind exposure B wind importance factor = 1.0 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Seismic factor Eh = 0.48 Ev = 0.18 The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = -5.5 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Load Cases oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case tri Date 10/21/2004 Time 11:37:11 AM Sheet Normed 11 Panel 3- partial base fixity with roof and canopy Toad R&L jamb wal198 ver 1.11 page 2 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) _ 3) .75(1.4D + 1.7Lf + 0.0Lr + O.OLs + 1.7H - 1.7W) 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) _ 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) _ 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) _ 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) _ 8) .9D + 1.6H + 1.3W 9) .9D + 1.6H -1.3W 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E 16) .9D + 1.6H +1.0E 17) .9D + 1.6H - 1.0E Summary of Results Design is okay UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 Vertical service load stress < 0.04fc okay As <= pMax okay phi`Mn > Mcracked see table below Mu <= phi" Mn see table below Service deflection <=1/150 see table below Mcracked / phi*Mn oad case 1 44 % oadcase2 44% oad case 3 44 % oad case 4 44 % oad case 5 44 % oad case 6 44 % oad case 7 44 % oad case 8 44 % oad case 9 44 % oad case 10 44% oad case 11 44 % oad case 16 44 % oad case 17 44 % UBC 1612.2.1 & 1909.2.1 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 Mu Service deflection / phi*Mn / L/150 21% 0% 43% 5% 47% 5% 38 % 49% 6% 27% 2% 24% 2% 50% 5% 47% 5% 53% 5% 65 °/q 7 % 52% 6% 58% 6% 5% A level of 100% is the maximum allowed Maximum wall reactions at service level -- Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction @ slab level (plf) Horiz. Reaction @ footing level (plf) Vert. Reaction @ footing level (plf) 454 285 2,089 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Date 10/21/2004 Time 11:04:41 AM Sheet Normed 11 Panel 6&12- partial base fixity with roof and canopy load CM ,A wal198 ver 1.11 page 1 Materials Concrete 3,000 psi Reinforcing 60,000 psi Wall with #4 @ 12 in. @ centerline Wall thickness is 6.25 in. Tributary width is 12 ft. Reveal depth is .75 in. d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 Jamb Reinforcing is 3 #5 each face Jamb thickness is 6.25 in. Jamb width is 2 ft. The jamb steel is the only reinforcing considered. d pos (inward) bending = 4.4375 d neg (outward) bending = 3.6875 cover to face of vertical rebar Outside face = 1.5 Inside face = .75 Geometry roof elevation = footing elevation = Height (ft.) Width (ft.) Sill height (ft.) elevation (ft.) 22.25 ft. -5.5 ft. Left opening 10 10 0 # of design segments 250 Right opening Jamb width 10 10 2 0 Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. Loads - vertical Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Dead Live Wind eccen (in.) LL type Ledger loads (klf) .06 .125 0 2 snow load Concentrated Toads (k) 0 0 0 0 snow Toad Concentric loads (klf) 0 0 0 snow load Canopy loads (klf) .012 .025 0 snow load Canopy load CG is measured positive outward from face of wall C.G. of load Elev of top support (ft) Vertical spread of supports (ft) 2 22.25 22.25 Loads - horizontal Wind Toads based on code criteria Code loads were input for wind forces. The following are applied above the slab. The distribution varies per code. The foliwing pressures are based on the roof elevation. Inward pressure psf = 13.6 outward pressure psf = 13.6 wind speed mph = 80 wind exposure B wind importance factor = 1.0 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Seismic factor Eh = 0.48 Ev = 0.18 The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = -5.5 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 160512th Ave Suite 18 Seattle WA 98122 206-324-6160 Load Cases oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case Date 10/21/2004 Time 11:04:41 AM Sheet Normed 11 Panel 6&12- partial base fixity with roof and canopy load wal198 ver 1.11 page 2 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) _ 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) _ 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) _ 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) 8) .9D + 1.6H + 1.3W 9) .9D + 1.6H -1.3W 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E 16) .9D + 1.6H +1.0E 17) .9D + 1.6H - 1.0E Summary of Results Design is okay UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 Vertical service load stress < 0.04fc As <= pMax okay phi*Mn > Mcracked see table below Mu <= phi*Mn see table below Service deflection <=1/150 see table below okay Mcracked / phi*Mn oad case 1 23 % oad case 2 23 % oad case 3 23 % oad case 4 23 % oad case 5 23 oad case 6 23 % oad case 7 23 % oad case 8 23 % oad case 9 23 % oad case 10 23 % oad case 11 23 % oad case 16 23% oad case 17 23% UBC 1612.2.1 & 1909.2.1 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 Mu Service deflection / phi*Mn / L/150 22% 0% 66% 20% 65% 19% 53% 19% 54 % 22 % 27% 4% 29% 5% 46% 20% 61 % 19 % 55 % 24 % 67 % 32 % 63% 25% 61 % 29% A level of 100% is the maximum allowed Maximum wall reactions at service level --- Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction @ slab level (plf) Horiz. Reaction @ footing level (plf) Vert. Reaction @ footing level (plf) 477 301 1,942 CONCRETE WALL DESIGN 1997 UBC 7o Richard Hudson & Associates Date 10/21/2004 Time 11:12:09 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Panel 6&12- partial base fixity with roof and canopy load R&L jamb wal198 ver 1.11 page 1 Materials Concrete 3,000 psi Reinforcing 60,000 psi Wall with #4 @ 12 in. @ centerline Wall thickness is 6.25 in. Tributary width is 6.5 ft. Reveal depth is .75 in. d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 Jamb Reinforcing is 2 #5 each face Jamb thickness is 6.25 in. Jamb width is 1.5 ft. The jamb steel is the only reinforcing considered. d pos (inward) bending = 4.4375 d neg (outward) bending = 3.6875 cover to face of vertical rebar Outside face = 1.5 Inside face = .75 Geometry elevation (ft.) # of design segments roof elevation = 22.25 ft. 20 footing elevation = -5.5 ft. 5 Left opening Right opening Jamb width Height (ft.) 10 0 Width (ft.) 10 0 1.5 i Sill height (ft.) 0 0 IWeight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. Loads - vertical Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Dead Live Wind eccen (in.) LL type Ledger loads (klf) .06 .125 0 2 snow Toad Concentrated Toads (k) 0 0 0 0 snow load Concentric loads (klf) 0 0 0 snow load Canopy Toads (klf) .012 .025 0 snow load Canopy load CG is measured positive outward from face of wall C.G. of load Elev of top support (ft) Vertical spread of supports (ft) 2 22.25 22.25 Loads - horizontal Wind Toads based on code criteria Code loads were input for wind forces. The following are applied above the slab. The distribution varies per code. The follwing pressures are based on the roof elevation. Inward pressure psf = 13.6 outward pressure psf = 13.6 wind speed mph = 80 wind exposure B wind importance factor = 1.0 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Seismic factor Eh = 0.48 Ev = 0.18 The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = -5.5 z z. '~ W U O UCO W0 �_ W Oyy gJ u.¢ =• d W z= H O Z I -- W 0 O - • 1- w WW H T - u.5 z W • =. O~ Z CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Load Cases oad case 1) oad case 2) oad case 3) oad case 4) oad case 5) oad case 6) oad case 7) oad case 8) oad case 9) oad case 10) oad case 11) oad case . 16) oad case 17) Summary of Results 9P Date 10/21/2004 Time 11:12:09 AM Sheet Normed 11 Panel 6&12- partial base fixity with roof and canopy load R&L jamb wal198 ver 1.11 page 2 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H UBC 1612.2.1 & 1909.2.1 .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) UBC 1612.2.1 & 1909.2.2 .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.711 - 1.7W) UBC 1612.2.1 & 1909.2.2 .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) UBC 1612.2.1 & 1909.2.2 .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) _ UBC 1612.2.1 & 1909.2.2 .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) UBC 1612.2.1 & 1909.2.2 .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) _ UBC 1612.2.1 & 1909.2.2 .9D + 1.6H + 1.3W UBC 1612.2.1 & 1909.2.2 .9D + 1.6H - 1.3W UBC 1612.2.1 & 1909.2.2 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H -1.0E .9D + 1.6H +1.0E .9D + 1.6H - 1.0E UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 Design is okay Vertical service load stress < 0.04fc okay As <= pMax okay phi*Mn > Mcracked see table below Mu <= phi*Mn see table below Service deflection <=1/150 see table below Mcracked / phi*Mn oad case 1 26 % oad case 2 26 % oad case 3 26 % oad case 4 26 % oad case 5 26 % oad case 6 26 % oad case 7 26 % oad case 8 26 % oad case 9 26 % oad case 10 26% oad case 11 26 % oad case 16 26 % oad case 17 26 % UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 Mu Service deflection / phi*Mn / U150 19% 0% 48% 9% 49% 9% 38% 8% 53% 10% 24% 3% 21 % 3% 39% 9% 46% 9% 46 % 11 % 57% 16% 51 % 13% 51 % 14% A level of 100% is the maximum allowed Maximum wall reactions at service level --- Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction @ slab level (plf) Horiz. Reaction @ footing level (plf) Vert. Reaction @ footing level (plf) 467 282 1,999 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates Date 10/21/2004 Time 9:11:57 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 • Panel 15 jamb L wai198 ver 1.11 Materials Concrete 3,000 psi Reinforcing 60,000 psi Wall with #4 @ 12 in. @ centerline Wail thickness is 6.25 in. Tributary width is 19 ft. Reveal depth is .75 in. d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 Jamb Reinforcing is 16 #4 centerline Jamb thickness is 6.25 in. Jamb The jamb steel is the only reinforcing considered. d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 Geometry roof elevation = elevation (ft.) # of design segments 22.25 ft. 20 151 page 1 81 Left opening Right opening Jamb width Height (ft.) 0 5.5 t�' Width (ft.) 0 8 15 ------------------" Sill height (ft.) 0 13.2 Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. Loads - vertical Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Dead Live Wind eccen (in.) LL type Ledger loads (klf) .312 .650 0 2 snow load Concentrated loads (k) 0 0 0 0 snow load Concentric loads (kif) 0 0 0 snow load Canopy loads (klf) 0 0 0 snow Toad Canopy Toad CG is measured positive outward from face of wall C.G. of load Elev of top support (ft) Vertical spread of supports (ft) 0 0 0 Loads - horizontal Wind loads based on code criteria Code loads were input for wind forces. The following are applied above the slab. The distribution varies per code. The follwing pressures are based on the roof elevation. Inward pressure psf = 13.6 outward pressure psf = 13.6 wind speed mph = 80 wind exposure B wind importance factor = 1.0 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Seismic factor Eh = 0.48 Ev = 0.18 The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = 0 z z cew 00 W H W0}} gJ u_ ¢ =W H = Z ZO W W U0 CI• I— WW H n- i-p. W z W• e H Z CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates Date 10/21/2004 Time 9:11:57 AM 160512th Ave Suite 18 Sheet Seattle WA 98122 Normed 11 206-324-6160 Panel 15 jamb L wa119B ver 1.11 page 2 Loads - intermediate level z Loads shown will be multiplied by the tributary width Q eccentricities are positive inward from inside face of wall =Z` Dead Live eccen(in.) elev (ft.) LL type OAC 411. Ledger loads (kit) .20 1 0 10.66 floor load d U Horizontal wind line load is applied in both directions U O OWind (klf) elev (ft) co 0: Horizontal Earthquake line load is Multiplied by the seismic factor and is applied in both directions 1-. Earthquake (kif) elev (ft) N u- 0 0 2 g Q N d =W I- Ill ' Z t---. ' F- O ZI- W Lu D • 0 O - O I -- al W. H 0 - O. uj Z 0 Oco= ~. Z CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Load Cases oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case Summary of q4 Date 10/21/2004 Time 9:11:57 AM Sheet Normed II Panel 15 jamb L wal198 ver 1.11 page 3 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) — 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) 5) .75(1.4D + .1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) _ 8) .9D + 1.6H + 1.3W 9) .9D + 1.6H - 1.3W 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E 16) .9D + 1.6H +1.0E 17) .9D + 1.6H - 1.0E Results Design is okay UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 Vertical service Toad stress < 0.04fc okay As <= pMax okay phi*Mn > Mcracked see table below Mu <= phi*Mn see table below Service deflection <= 1/150 see table below Mcracked / phi*Mn oad case 1 72 % oad case 2 72 % oad case 3 72 % oad case 4 72 % oad case 5 72 % oad case 6 72 % oad case 7 72 oad case 8 72 % oad case 9 72 % oad case 10 72 % oad case 11 72 % oad case 16 72% oad case 17 72% Mu / phi*Mn 26% 53 % 48% 47% 50 % 19% 33% 46% 47% 62% 67 % 63% 69% UBC 1612.2.1 & 1909.2.1 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 Service deflection / U150 1% 5% 5% 4% 6 % 1% 4% 5 % 6% 5 % 9% 6% 8 % A level of 100% is the maximum allowed Maximum wall reactions at service level --- Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction @ slab level (pif) 194 Vert. Reaction @ footing level (pif) 4,066 z • z re W2 QQ JU U OQ W= H �W W0} gJ u -Q =• a z= ZI- W • W • 0 O • N • F - W W .. z W co O ▪ ~' z CONCRETE WALL DESIGN 1997 UBC 70 Richard Hudson & Associates Date 10/21/2004 Time 9:00:56 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Panel 15 jamb R wal198 ver 1.11 Materials Concrete 3,000 psi Reinforcing 60,000 psi Wall with #4 @ 12 in. @ centerline Wall thickness is 6.25 in. Tributary width is 6 ft. Reveal depth is .75 in. d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 Jamb Reinforcing is 2 #5 each face Jamb thickness is 6.25 in. Jamb width is 2 ft. The jamb steel is the only reinforcing considered. d pos (inward) bending = 4.4375 d neg (outward) bending = 3.6875 cover to face of vertical rebar Outside face = 1.5 Inside face = .75 Geometry roof elevation = Height (ft.) Width (ft.) Sill height (ft.) elevation (ft.) # of design segments 22.25 ft. 20 Left opening 5.5 8 2 13.2' Right opening 0 0 0 Jamb width page 1 5' 4,„ Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. Loads - vertical Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Wind eccen (in.) LL type 0 2 snow load 0 0 snow load 0 snow Toad 0 snow load Canopy load CG is measured positive outward from face of wall C.G. of load Elev of top support (ft) Vertical spread of supports (ft) 0 0 0 Dead Live Ledger Toads (kif) .312 .650 Concentrated loads (k) 0 0 Concentric loads (kif) 0 0 Canopy Toads (kif) 0 0 i-`24 CisShIL I✓A-} Loads - horizontal Wind loads based on code criteria Code loads were input for wind forces. The following are applied above the slab. The distribution varies per code. The follwing pressures are based on the roof elevation. Inward pressure psf = 13.6 outward pressure psf = 13.6 wind speed mph = 80 wind exposure B wind importance factor = 1.0 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Seismic factor Eh = 0.48 Ev = 0.18 The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = 0 1 z re w O 0 O 0 1• _ O a. w 0• }} gJ u_<c cn =a ZI- t-- O W • w U� O N • I-- 111 W r_- `1 -O .• Z w = OH Z CONCRETE WALL DESIGN 1997 UBC 9� Richard Hudson & Associates Date 10/21/2004 Time 9:00:56 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Panel 15 jamb R wal198 ver 1.11 page 2 Loads - intermediate level }' Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Dead Live eccen(in.) elev (ft.) LL type Ledger loads (klf) .20 1 0 10.66 floor load Horizontal wind line load is applied in both directions Wind (klf) elev (ft) 0 0 Horizontal Earthquake line load is Multiplied by the seismic factor and is applied in both directions Earthquake (klf) elev (ft) 0 0 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Load Cases oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case Summary of Date 10/21/2004 Time 9:00:56 AM Sheet Normed II Panel 15 jamb R wa1198 ver 1.11 page 3 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) _ 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) 8) .9D + 1.6H + 1.3W 9) .9D + 1.6H - 1.3W 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E 16) .9D + 1.6H +1.0E 17) .9D + 1.6H -1.0E Results Design is okay UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 Vertical service load stress < 0.04fc okay As <= pMax okay phi*Mn > Mcracked see table below Mu <= phi*Mn see table below Service deflection <=1/150 see table below Mcracked / phi*Mn oad case 1 35 % oad case 2 35 % oad case 3 35 % oad case 4 35 % oad case 5 35 ok oad case 6 35 % oad case 7 35 % oad case 8 35 % oad case 9 35 % oad case 10 35 % oad case 11 35 % oad case 16 35 % oad case 17 35 % UBC 1612.2.1 & 1909.2.1 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 Mu Service deflection / phi*Mn / L/150 29% 2% 51 % 15 % 62 % 25 % 44% 11 % 66% 37% 18% 1 39% 10% 44% 11 % 67 % 50% 70 % 51% 69 % 28% 9% 53 % 13% 26% A level of 100% is the maximum allowed Maximum wall reactions at service level - Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction @ slab level (plf) 178 Vert. Reaction @ footing level (p1f) 3,797 CONCRETE WALL DESIGN 1997 UBC '7e) Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Date 10/21/2004 Time 8:34:23 AM Sheet Normed 11 Panel 14 jamb R&L wa1198 ver 1.11 Materials Concrete 3,000 psi Reinforcing 60,000 psi WaII with #4 @ 12 in. @ centerline Wall thickness is 6.25 in. Tributary width is 12.5 ft. Reveal depth is .75 in. d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 Jamb Reinforcing is 5 #5 each face Jamb thickness is 6.25 in. Jamb width is 3.5 ft. The jamb steel is the only reinforcing considered. d pos (inward) bending = 4.4375 d neg (outward) bending = 3.6875 cover to face of vertical rebar Outside face = 1.5 Inside face = .75 Geometry elevation (ft.) roof elevation = 22.25 ft. Left opening Height (ft.) 5.5 Width (ft.) 18 Sill height (ft.) 13.2 # of design segments 20 MId page 1 I-01 ___.---- mow m Right opening Jamb width 0 0 3.5 0 Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. Loads - vertical Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Dead Live Wind eccen (in.) LL type Ledger Toads (klf) .312 .650 0 2 snow load Concentrated Toads (k) 0 0 0 0 snow load Concentric loads (klf) 0 0 0 snow load Canopy loads (klf) 0 0 0 snow load Canopy Toad CG is measured positive outward from face of wall C.G. of load Elev of top support (ft) Vertical spread of supports (ft) 0 0 0 Loads - horizontal Wind loads based on code criteria Code loads were input for wind forces. The following are applied above the slab. The distribution varies per code. The follwing pressures are based on the roof elevation. Inward pressure psf = 13.6 outward pressure psf = 13.6 wind speed mph = 80 wind exposure B wind importance factor = 1.0 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Seismic factor Eh = 0.48 Ev = 0.18 The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = 0 w 00 LU .1 U) u - O 2 LLQ co Z0= H Z uj O • N O I— WW u" O W• • Z. O I— Z CONCRETE WALL DESIGN 1997 UBC 99 Richard Hudson & Associates Date 10/21/2004 Time 8:34:23 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206-324-6160 Panel 14 jamb R&L wat198 ver 1.11 page 2 Loads - intermediate level z Loads shown will be multiplied by the tributary width Q • eccentricities are positive inward from inside face of wall =Z' Dead Live eccen(in.) elev (ft.) LL type ' re W Ledger loads (kif) .20 1 , 0 10.66 floor Toad m Horizontal wind line Toad is applied in both directions 0 O Wind (MI) elev (ft) co O 0 0 0 La Horizontal Earthquake line load is Multiplied by the seismic factor and is applied in both directions _i H Earthquake (klf) elev (ft) 0 0W O LLQ. =co D d F -W. 2 t—O Z I- Wui Do 0 N. z CONCRETE WALL DESIGN jp0 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Date 10/21/2004 Time 8:34:23 AM Sheet Normed I1 Panel 14 jamb R&L wal198 ver 1.11 page 3 Load Cases oad case 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H oad case 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) oad case 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) oad case 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) oad case 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) oad case 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) oad case 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) oad case 8) .9D + 1.6H + 1.3W oad case oad case oad case oad case oad case Summary of UBC 1612.2.1 & 1909.2.1 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 9) .9D + 1.6H - 1.3W 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E 16) .9D + 1.6H +1.0E 17) .90 + 1.6H - 1.0E Results Design is okay UBC 1914.8.2.1 Vertical service load stress < 0.04fc okay UBC 1914.8.2.2 As <= pMax okay UBC 1914.8.2.3 phi*Mn > Mcracked see table below UBC 1914.8.3 Mu <= phi*Mn see table below UBC 1914.8.4 Service deflection <= I/150 see table below Mcracked / phi*Mn oad case 1 25 % oad case 2 25 % oad case 3 25 % oad case 4 25 % oad case 5 25 % oad case 6 25 % oad case 7 25 % oad case 8 25 % oad case 9 25 % oad case 10 25 % oad case 11 25 % oad case 16 25 % oad case 17 25% Mu Service deflection / phi*Mn / L/150 26% 3% 46 % 27 % 59% 52% 41 % 19 % 63 % 74 % 16% 1 % 38% 21%. 40 % 20 % 61 % 54% 45% 15% 64% 98% d" 44% 22% 62 % 48 % A level of 100% is the maximum allowed Maximum wall reactions at service level --- Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction @ slab level (pif) 176 Vert. Reaction @ footing level (plf) 3,766 CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Date 10/21/2004 Time 9:24:51 AM Sheet Normed II Panel 13 - partial base fixity with roof and mez. load wal198 ver 1.11 page 1 Materials Concrete 3,000 psi Reinforcing 60,000 psi /2.-40-P -P Wall with 1 #4 @ 12 in. @ centerline Wall thickness is 6.25 in. Tributary width is 1 ft. Reveal depth is .75 in. d pos (inward) bending = 2.75 Geometry roof elevation = footing elevation = Height (ft.) Width (ft.) Sill height (ft.) d neg (outward) bending = 2.75 elevation (ft.) 22.25 ft. -5.5 ft. Left opening 00 0 # of design segments 20 5 Right opening 00 0 1 -446? lee Design strip l._• 1 Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. Loads - vertical Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Wind eccen (in.) LL type 0 2 snow load 0 0 snow load 0 snow load 0 snow Toad Canopy load CG is measured positive outward from face of wall C.G. of load Elev of top support (ft) Vertical spread of supports (ft) 0 0 0 Dead Live Ledger loads (klf) .312 .650 Concentrated loads (k) 0 0 Concentric Toads (klf) 0 0 Canopy loads (klf) 0 0 Loads - horizontal Wind Toads based on code criteria Code loads were input for wind forces. The following are applied above the slab. The distribution varies per code. The follwing pressures are based on the roof elevation. Inward pressure psf = 13.6 outward pressure psf = 13.6 wind speed mph = 80 wind exposure B wind importance factor = 1.0 The seismic factor is based on 1997 UBC criteria. The wall weight + opening weight is multiplied by this factor. Seismic zone is 3 Importance factor is 1.0 Soil type is SD Near source factor is 1 Seismic factor Eh = 0.48 Ev = 0.18. The coefficient of friction is used in conjunction with the lateral soil pressure to determine the base fixity. Coefficient of friction = .3 Active equiv fld press pcf / ft = 25 Passive equiv fld press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = -5.5 Loads - intermediate level Loads shown will be multiplied by the tributary width eccentricities are positive inward from inside face of wall Dead Live eccen(in.) elev (ft.) LL type Ledger loads (klf) .20 1 0 10.66 floor load Horizontal wind line load is applied in both directions Wind (klf) elev (ft) 0 0 Horizontal Earthquake line load is Multiplied by the seismic factor and is applied in both directions Earthquake (kif) elev (ft) 0 0 CONCRETE WALL DESIGN Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206-324-6160 Load Cases oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case oad case Summary of 1997 UBC Date 10/21/2004 Time 9:24:51 AM Sheet Normed 11 Panel 13 - partial base fixity with roof and mez. load wal198 ver 1.11 page 2 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) _ 8) .9D + 1.6H + 1.3W 9) .9D + 1.6H - 1.3W 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H -1.0E 16) .9D + 1.6H +1.0E 17) .9D + 1.6H - 1.0E Results Design is okay UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 Vertical service Toad stress < 0.04fc okay As <= pMax okay phi*Mn > Mcracked see table below Mu <= phi*Mn see table below Service deflection <=1/150 see table below Mcracked / phi*Mn oad case 1 77 % oad case 2 77 cyo oad case 3 77 % oad case 4 77 % oadcase5 77% oad case 6 77 % oad case 7 77 ok oad case 8 77 % oad case 9 77 % oad case 10 77 % oad case 11 77 % oad case 16 77 % oad case 17 77 % UBC 1612.2.1 & 1909.2.1 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 & 1909.2.2 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 UBC 1612.2.1 Mu Service deflection / phi*Mn / L1150 22% 0% 32% 2% 34% 2% 29% 2% 36% 3% 15% 0% 23% 2% 30% 2% 37% 3% 40% 3% 47% 4% 40% 3% 49% 3% A level of 100% is the maximum allowed Maximum wall reactions at service level --- Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero Horiz. Reaction @ slab level (plf) Horiz. Reaction @ footing level (plf) Vert. Reaction @ footing level (plf) 625 287 4,675 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com SHEET NO. /10 OF CALCULATED BY 'a -j7111 DATE 10 g ( I cur op RprnilE. SEA SMit. - Rtitt. 14- � i 11 N per paw 60 -4) =0, Se.c-r%oNJ, OF a �� 4 v i )l 6z4 (Iso i* = 5% R -F LOA l'---(S-Ds) \J)( 1. . (. X23(516) ` /64 *i e k 55 w��(1044/)(4.e---= L.4,e, e 8 g V 60, ovoios/ I T l Ar t (cl-a/2_ Th 2.2I ( Y C • q3 4,4-" 165e1-75 60 v- 13, 6 t4-% Nnnyl 4,K `�7� cop t 601 coo, • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. (\lore a) CALCULATED 8Y OF �j fi DATE 1'0 Q,. 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /1/0M/010 0M1 SHEET NO. OF CALCULATED BY &I/I DATE it)/vW01- 1N\ o rl-` - Em4-14 a JPr i 1-0As SIE-tsm k- ILelAs 4I7 -i a "E." E4s(sI c§siss-i ( to_s , gaor v/s ,a v.hve.L = (1+1)( C 650 RA Ijefr T 61u6 I/ 11 q0/0 kdfi,00 ,e.15(7/)(i) W,c= (4 -TY S.)( co�l""�S� �IVO) VC 61,124 L tFu (1) i aC-Itc (1Pr)= o �"� to v�!/cc _- Vyt!,sr--1-1, +-' 1c-+g_.)(ts0)--t- es VC`spet-trAiw -1 Y4 s ”'l 05otpCF> z- 25" S Wspeveol/- 'Iti-)(1-es-)(501)(5.6) if,LOW 12 1-7g 4res RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. P' o . /// CALCULATED BY V OF h /� DATE 10 ft 04- I\1 o re -14 t4 -(6isometnii) Sw-n-4- @E/(Lia pc, C 2- n .E.._ w-tia EA-izA14 61.) 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB AA,0114E-6 2r SHEET NO. /(.5 CALCULATED BY &TY) OF j��j DATE (t�f'e4/6 - Loops e .PRprMES 13RAcc- FFAMES filar t\l .b t, elESI S- -R+, MAISSES Of= -t4E. v/At.�-46 @ -4‘. (a!1)(1o5Y2)(15°)"."- �., = /6s - E 37 1411%0S EAc4+ F- Cereg. 1E.b -rP 2516. (o,4. 2� MIR /iKs' (46:114 146074 FrormEa Folz FLEx' GCE. Pi PrO-31741-&711/44 _C2 c, =7+Kips. rn (ZS;4.W? I(1.sr; o) cf AiNtkuistS PEK PSA 2-D. (1Z3—/o) _ co 0 al 2. co 3 0 7J sa}eioossy lg uospnH 'Jell swawala JejsuaJ1 awe4 paoei8 C Cco. O m fV CL a D K 1700Z `gZ Jegolop 7J f - (D N 0 -,,CO c o r • rn N I COn N N N 'kik) z z c0w 0 W= w0 Q =d Ili z� I- 0 Z w U0 0- 0 )- WW H0 u. - O .Z W U= 0 E - z 1/5 0 cow c 3 0 0 03 a a 0, 0 Qo 0, 0, 0 0 03 m 0) (CD cT3 m 0 co 17OOZ 'SZ Jagop0 511 0) 67714.1 • '-lam z re L JU U 0 U O. w w= H co U. U w . ga W =w H= z� 0 Z I• w UD '0 N :0 H. w UJ Q• wi wz oma, z • 0 W uue39w . f uiwefua8 CL CD C. a fOOZ `5Z -*clop° c c0 0 VcP ixtxi7nl z • txixinl w c X X l/6 z W• 2 QQ JU U OQ WI W O < • a =W Z� Wo uj 2• o U O N. WW H � —U. O 111 Z U= O 1- z z 1/?" : Richard Hudson & Associates October 25, 2004 Designer : Benjamin J. McCann 10:41 AM Job Number : H0439 Braced frame transfer elements Checked By: Global Steel Code h, AISI 99 Allowable Stress Increase Factor (ASIF) 1.333 Include Shear Deformation Yeses'" Display Sections for Member Calcs: 5 Max Internal Sections for Member Calcs 97 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Merge Tolerance (in) .12 Materials (General) Material Label STL Young's Modulus (ksi) 29000 Shear Modulus (ksi) 11154 Poisson's Ratio .3 Thermal Coef. (per 101'5 F) .65 Weight Density (k/ft^3) .49 Yield Stress (ksi) 36 Sections Section Database Label Shape_ Material Label Area in ^2 SA SA I (90,270) 0.180) (90.270 in^4 I (0,180) in^4 SEC1 TU4X4X4 STL 3.59 1.2 1.2 8.22 1` 8.22 SEC2 14.5 STL 1 1.2 1.2 1 1 SEC3 7.25 STL 1 1.2 1.2 1 1 Joint Coordinates Joint Label X Coordinate (ft) Y Coordinate (ft) Joint Temperature F N1 0 4.25 0 N2 7.25 4.25 0 N3 14.5 4.25 0 N4 14.5 0 0 N5 7.25 0 0 N6 0 0 0 Boundary Conditions Joint Label X Translation (k/in) Y Translation (k/in) Rotation (k-ft/rad) N6 Reaction Reaction N4 Reaction Reaction N5 Reaction Member Data Member Label I Joint J Joint Rotate decrees Shape / Section Set Material Phys End Releases Set Memb I -End J -End TOM AVM AVM End Offsets Inactive 1 -End J -End Code Length in (in) (ft) M1 N1 N2 SEC1 STL Y 7.25 M2 N2 N3 SEC1 STL Y 7.25 M3 N3 N4 SEC1 STL Y 4.25 M4 N4 N5 SEC1 STL Y 7.25 M5 N5 N6 SEC1 STL Y 7.25 M6 N6 N1 SEC1 STL Y 4:25 M7 N6 N2 SEC1 STL Y 8.404 M8 N2 N4 SEC1 STL Y 8.404 M9 N5 N2 SEC1 STL Y 4.25 Steel Design / NDS Parameters Member Section Length Lb out Lb in L comp Cb Sway le out le in le bend K out K in CH Cm B out in R Label Set (ft) (ft) (ft) (ft) RISA -2D Basic Version 5.5b [c:\RISA\untitled.r2d] Page 1 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : HO439 Braced frame transfer elements October 25, 2004 10:41 AM Checked By: Steel Design / NDS Parameters (continued) Member Section Length Lb out Label Set le out ft Lb in le in (ft) L_comp Cb Sway le_bend K out K in CH Cm B out in R M1 SEC1 7.25 0 N1 L 1. 1. l N2 L X 25 N3 0. M2 SEC1. 7.25 0 .0 -5.141e-4 1. 1.. 0 0 -2.809e-4 -i I 2 0. M3 SEC1 4.25 DL 1 EL 1. 1. 0. M4 SEC1 • 7.25 1. 1. 0. M5 SEC1 7.25 1. 1. 0. M6 SEC1 4.25 1. 1. 0. M7 SEC1 8.404 1. 1. 0. M8 SEC1 8.404 .1. 1. 0. M9 SEC1 4.25 1. 1. 0. Wood Material Parameters Wood Set Label NDS Species Database Therm Weight Fb Ft Fv Fc E Poisson's Coef. Density (ksi) (ksi) (ksi) (ksi) (ksi) Cm Cr E mod Ratio (10A5 F) (k/ft^3) No Data to Print ... Redesign Criteria Section Set Max Depth (in) Min Depth Max Width Min Width (in) (in) (in) Max Code Check Min Code Check No Data to Print ... Basic Load Case Data BLC No. Basic Load Case Description Category Code Category Description Gravity Load Type Totals X Y Joint Point Direct Dist. 1 Earthquake EL Earthquake Load 4 Joint Loads/Enforced Displacements. Category : EL, BLC 1 : Earthquake Joint Label [L]oad or Dlisntacement Direction Magnitude k. k -ft, in, rad N1 L Y 0 N1 L X 25 l N2 L X 25 N3 L X 25 Load Combinations Num Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor 1 UBC 12-9 (c) y j 1 DL 1 EL .715 -1.356e-4 1 N3 .049 0 -7.041e-4 1 N4 0 .0 -5.141e-4 1 r1 N5 0 0 -2.809e-4 -i I 2 UBC 12-9_(d) y 1 DL 1 EL -.715 Joint Displacements, By Combination LC Joint Label X Translation Y Translation in) (in Rotation (radians! 1 N1 .049 0 -7.041e-4 1 N2 .034 0 -1.356e-4 1 N3 .049 0 -7.041e-4 1 N4 0 .0 -5.141e-4 1 r1 N5 0 0 -2.809e-4 N6 0 0 -5.141e-4 RICA -2D Basic Version 5.5b [c:\RISA\untitled.r2dj Page 2 Company : Richard Hudson & Associates f / October 25, 2004 Designer : Benjamin J. McCann 10:41 AM Job Number : H0439 Braced frame transfer elements Checked By: Reactions, By Combination LC Joint Label X Force k Y Force Moment (k-ft1 1 N6 -26.573 -15.718 0 1 N4 -26:573 15.718 0 1 N5 -.479 0 0 1 Totals: -53.625 0 1 COG (ft): NC NC Stormer Drift, By Combination LC Story X Direction Number Joint Label Drift % of Ht. (in) No Stories Defined... Alternate Shapes Section Set Member Label Replacement Suggested Alternate Shapes 1st Choice 2nd Choice 3rd Choice Redesign Not Performed... Material Takeoff Material STL Shape TU4X4X4 Length (ft) 58.558 Weight (k) .715 Member Section Forces, By Combination LC Member Label Section Axial k Shear (k) Moment (k -ft) 1 M1 1 17.514 -.155 -.692 2 17.514 -.155 -.411 3 17.514 -.155 -.13 4 17.514 -.155 .151 5 17.514 -.155 .433 1 M2 1 -17.514 -.155 -.433 2 -17.514 -.155 -.151 3.. -.17.514 -.155 .13 4 -17.514 -.155 .411 5. -17.514 ....-.155 .692 1 M3 1 .155 .361 .692 2 .155 .361 .309 3 .155 .361 -.074 4 .155 .361 -.457 5 .155 .361 -.84 M4 1 0 -.147 -.587 2 0 -.147 -.32 3 0 -.147 -.053 4 0 -.147 .214 5 0 -.147 .481 1 M5 1 0 -.147 -.481 2 0 -.147 -.214 3 0 -.147 .053 4 0 -.147 :32 5 0 -.147 .587 M6 1 -.155 .361 .84 2 -.155 .361 .457 3 -.155 .361 .074 4 -.155 .361 -.309 RISA -2D Basic Version 5.5b jc:1RISA\untitled.r2dj Page 3 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : H0439 Braced frame transfer elements /Zo October 25, 2004 10:41 AM Checked By: Member Section Forces, By Combination. (continued) LC Member Label Section Axial Shear Moment k) (k) (k -ft) Member Stresses, By Combination LC Member Label Section Axial ksi Shear Bending top Bending bot ksi ksi (ksi M1 1 5 -.155 .361 -.692 1 M7 1 -30.409 -.043 -.253 3 2 -30.409 -.043 -.164 4 3 -30.409 -.043 -.075 5 4 -30.409. -.043 .015 1 M2 1 5 -30.409 -.043 .104 M8 1 30.409 -.043 -.104 3 ° 2 30.409 -.043 -.015 4 3 30.409. -.043 .075 5 4 30.409 -.043 .164 M3 1 5 • 30.409 -.043 .253. 1 M9 1 0 .479 .961 ® 3 4 2 0 .479 .452 .216 1.335 3 0 .479 -.057 .216 2.454 4 0 .479 -.565 -.088 1.714 5 0 .479 -1.074 Member Stresses, By Combination LC Member Label Section Axial ksi Shear Bending top Bending bot ksi ksi (ksi M1 1 4.879 -.093 2.022 -2.022 2 4.879 -.093 1.2 -1.2 3 4.879 -.093 .379 -.379 4 .4.879 -093 -.442 .442 5 4.879 -.093 -1.264 1.264 1 M2 1 -4.879....1264 -.093 -1.264 2 -4.879 -.093 .442 -.442 3 ° -4.879 -.093 -.379 .379 4 -4.879 -.093 -1.2 1.2 5 -4.879 -.093 -2.022 2.022 M3 1 .043 .216 -2.022 2.022 2 .043 .216 -.903 .903 ® 3 4 .043 .043 .216 .216 -.216 .216 1.335 -1.335 5 .043 .216 2.454 -2.454 1 M4 1 0 -.088 1.714 -1.714 2 0 -.088 .935 -.935 3 0 -.088 .155 -.155 4 0 -.088 -.624 .624 5 0 -:088. -1.403 1.403 M5 1 0 -.088 1.403 -1.403 2 0 -.088 .624 -.624 3 0 -.088 -.155 .155 4 0 -.088 -.935 .935 5 0 -.088 -1.714 1.714 1:. M6 1 -.043 .216 -2.454 2.454 2 -.043 .216 -1.335 1.335 3 -:043 .216 -.216 .216 4 -.043 .216 .903 -.903 5 -.043 .216 2.022 -2.022 1 M7 1 -8.471 -.026 .74 -.74 2 -8.471 -.026 .479 -.479 3 -8.471 -.026 .218 -.218 4 -8.471 -.026 -.043 .043 5 -8.471 -.026 -.305 .305 I 1 M8 1 8.471 -.026 .305 -.305 2 8.471 -.026 .043 -.043 RISA -2D Basic Version 5.5b [c:\RISA\untitled.r2d] Page 4 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : HO439 Braced frame transfer elements IN October 25, 2004 10:41 AM Checked By: "' Member Stresses. By Combination. (continued) LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi ksi Member Deflections, By Combination LC Member Label Section x -Translation y -Translation (n) Uy Ratio in In M1 3 8.471 -.026 -.218 .218 NC 4 8.471 -.026 -.479 .479 -.008 NC 5 8.47.1 -.026 -.74 .74 1 M9 1 0 .287 -2.806 2.806 .038 2 0 .287 -1.32 1.32 3 0 .287 .165 -.165 1 4 0 .287 1.651 -1.651 2 5 0 .287 3.137 -3.137 Member Deflections, By Combination LC Member Label Section x -Translation y -Translation (n) Uy Ratio in In RISA -2D Basic Version 5.5b [c:\RISA\untitied.r2d] Page 5 M1 1 .049 0 NC 2 .045 -.008 NC 3 .041 -.006 NC 4 .038 -.001 NC 5 .034 0 NC M2 1 .034 0 NC 2 .038 .001 NC 3 .041 .006 NC 4 .045 .008 NC 5 .049 0 NC 1 M3 1 0 .049 1045.513 2 0 .037 1369.336 3 0 .023 2200.312 4 0 .01. . . 5247.762. 5 0 0 NC 1: M4 1 0. 0 NC 2 0 -.005 NC 3 : 0 :.003 NC 4 0 .001 NC • 5 0 0 NC M5 1 0 0 NC 2 0 -.001 NC. 3 0 .003 NC 4 0: .005 NC 5 0 0 NC 1 M6 1 • 0 • 0 NC 2 0 -.01 5247.762 3 0 -.023 2200.312 4 0 -.037 1369.336 5 0 -.049 1045.513 i 1 M7 1 0 0 NC 2 .007 -.009 . NC 3 .015 -.013 NC 4 .022 -.015 NC 5 .029 -.017 NC 1.. -M8 1 :; .029 .017 NC 2 .022 .015 NC 3 .015 .013 NC 4 .007 .009 NC 5 0 0 NC 1 M9 1 0 0 NC 2 0 -.007 • NC 3 0 -.018 NC 4 0 -.028 NC 5 0 -.034 NC RISA -2D Basic Version 5.5b [c:\RISA\untitied.r2d] Page 5 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : 110439 Braced frame transfer elements October 25, 2004 10:41 AM Checked By: Member RISC ASD 9th Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. ft) (ft Message 1 M1 .311 0 .006 0 H1-2 1 1 M2 • • 31:1•!,::- • 7.25 - .006 0 H2-1 . M3 1 1 1 M3 .105 4.25 .015 0 H1-2 17.668 M4 ..072.. 0 .006 0 H1-2 17.668 1 M5 .072 7.25 .006 0 H1-2 21.6 1 M6 ::105. • • 0 . .015 ,.0 •• H2-1 23.76 1 M7 .423 0 .002 0 H2-1 2.233 1 ..MB ' _:. .523,:."' , . ,8.404: :002 . 0: -.:.. .: H1-1 .242 1 M9 .132 4.25 .020 0 H1-2 Member RISC ASD 9th Code Details, By Combination LC Member Label Fa Ft Fb ksi (ksi) (ksi Cb Cm 1 M1 17.668 21.6 23.76 2.3 .35 1 M2 17:668 21.6 23.76 2.3 .35 1 M3 19.673 21.6 23.76 2.3 .27 1 M4 17.668 '21.6 ` 23.76 2.3 . .273 1 M5 17.668 21.6 23.76 2.3 .273 1 M6 19.673 21.6 2316 . . 2.3 .27 1 M7 16.774 21.6 23.76 2.233 .435 1 M8. 16.774 21.6 23.76 2.233 .435 1 M9 19.673 21.6 23.76 2.3 .242 Member NDS Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc Eqn (ft) (ft) Message No Data to Print... Member NDS Code Details, By Combination LC Member Label Fc' Ft' Fb' Fv' (ksi) (ksi) (ksi) (ksi) No Data to Print... RB CL CP Member ASD AISI 99 Code Checks. By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message (ft) (ft) No Data to Print... Member ASD AIS/ 99 Code Details, By Combination L LC Member Label Pn Tn Mn Cb Cm (k) (k) (k -ft) No Data to Print... RISA -2D Basic Version 5.5b [c:\RISA\untitled.r2d] Page 6 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. 1\4\ rznivaz UC' 10 S CALCULATED BY "kw) OF DATE ? 4CE b FgPv1£ 11\11D(dC.e.D ezz_enrrg-lcrTt/ lam' al v D 1.._. EPCt E J T; U) SKYL ROOF STRUCTURE SEE STRUCTURAL c4Ect< WI*rwLge-140t461 off= 42F SPPr.IO9- - WE_ To Blake -gyp F-12-AtivtE. e £c.c.,-r7z.1 � y J.= -2%4 A — Awe ,.y c As 41/4'1 sms,„16,-n4 _e�C= 13.8 13.8(1.4-)r- RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB NorzmE8 z� SHEET NO. /!f OF CALCULATED BY ENO of M RE►2 Iso" 1x,32_ srgrAJErni L E4-- 19.324 4 tt! C11y1{,1i i �. S�no�l , op meri . (3E4 a ZJ sT . • 1 ( JL;I t.l 1 (361214?I(4 143 Tr F DiApr�► iM IZd-- E _ 57 040 D I•-.� S @ 3{1 / V c-- 3 go¢l 99 psi' `ro 1<(r -t3 / t- (-11-- 1--0A-4 c.1 --0a-4 12011(fI 2 _83,2, 2 )17 11, 15-0" 0 Lo c.perioN1 01\ihs.g Co1sioF12A.rcorJ BeamPro - version (6.4 - 32 bit) 49.1,1/4&g4 6/6(40evr 41 4" 19320.00# -19320.00# 20.00 /,6 W v= 14490.0 v=-14490.0 i 4490.00 -4830.00 39267.90 -33182.10 -0. 45 INPUT FILE NAME ====> DATE ____> MMENTS =___> ====> c:\untitled.cb 10/25/2004 1:45:23 PM (#) (ft-#) (in) RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB nlogmEz �t SHEET NO. IG'`D OF CALCULATED BY PJM o s 4146,6; sr1 'mss ► �. iw_ -T 9/� int WS.Atc. kers astialNIE1 Mn = 4,-1-46ver.4 'PPE -vim I2640Park.-rte E14r e C-rR of 146= 0Ett M , • 313 • oa -ro 12- ►4 Fotzt. E- fi Fid , . Ck4711- 114"- 9 ziaVr1r: oc0 000 -Rmo I Coo/ /9 °( ' '4 (4646. EAllet•tr ST 37 r.ci C�I, 1) M- 740 A2 494471,C. (?)/zow5 CAN A., .9( 4, - 45 = ,frc ivy iuisiod p-e_i*JForexp (ei) , ._ /264" (44)#6. � Aim() ok =-(CX eAlc giem de it . a) Z /0e" 40a) (4c-IT°34/ 57634" f.24'"e C-78341 D!C RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Nope SHEET NO. /ol CALCULATED BY OF DATE do ' VkA VI/ Ve. 4 \is Cit4. vs - t i ( ft gfira 6.8 �i. it 2 e,/ G 1D4J � .�1i 2 �G � �,6k36 gd, *44D7* C = o/l/ 34.-fr ._;. is:+ - 0 o I=4 (ii oa99 i,. C1t, j3' �6�� ���4-") L)L,, 12 j vri s 1\10 it R L2P. RE.voI 12-E43. efic0 w`t o' c l 143 1111- z z CLW QQ2 -1 C.) O 000 0 W I N LL W O 2 u. =W WO ui0 O N O I - ll] ui WW H 0 O wz U= BdamPro - version (6.4 - 32 bit) 46 19320.00# 1 IZS -19320.00# 20.00 T 4/ v= 14490.0 v=-14490.0 v 14490.00 -4830.00 39267.90 r 2_15--1 11/43 -/ 0.2670 -33182.10 A/� INPUT FILE NAME ____> DATE ____> MMENTS =___> ====> Ac( -0.6761 p(1-1.) 6-76" c:\untitled.cb 10/25/2004 3:13:38 PM (#) (ft-#) (in) Z ct � W 000 WI _1 I_ cn U- lu 0 -WO J W =' = F- tux ZF..: 1- O Z 1 - LU W UC) O N. I - WW H U. 0. W.. U N' 0 Z ti RICHARD HUDSON & ASSOCIATES, INC. JOB IOM/ CONSULTING ENGINEERS SHEET NO /!r-/ 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY ariri 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com i U, or .5pkikt pgf-L op. MOnio/C--c o /4.10/2-77 4-, /1= 52, ooD '¢ 361( . 3 C= .21041 v•-• /,rsr s (14c,,Th og.e/ ro ze" 1c= 3 �z _ �s --� h A, C'd . C s (1,z4*")(s":$7-- 3 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /b SHEET NO. CALCULATED BY OF 11 /J'(� //��jj4 DATE l 2 ( `� 461 -- SSI 28 K7- c. kl ��oisT prig Cosh r, - 3 3 k.if Pzy- EYP' k 7k IY. S4" DES I E 1 tJ OF ova /� J Co "4"), �156 5-7 1/�� -� - IS: 3/4 L �1.6� li STIZaRil4 /1/16631. 45D '7.Vre-: .SrTt, !c 4 4 .. OS _ I S —Tv p E t 4 tJ lyre_ 1 KA Cp wt.e iZ• e. s s v oO u_o\A 6(E- FAct---cILI sr L- 3 v• .'.v., - � 4° /1. RICHARD HUDSON 8e ASSOCIATES, INC. JOB aOpeSU CONSULTING ENGINEERS SHEET NO I �! OF SEATTLE, WASHINGTON 98122 CALCULATED 1605 12TH AVENUE • SUITE 18 I DATE l0 le610ef 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com SF- 1licP.-1~ v L .SI‘i t.1 OF Si N c 1- 611-.E. s'7 R -tars 10;0 = 21. I K/& T Ly 4X4 '\3ig" r_.488ir z zz 34. 1<s; 4 ra =1‘).12- A 1 1b.12 AI Sc 5 -42 - Sb C� = 2 E = 2C�1' C�� �� Ps ti) F C36.10= tz:'s i) . "'7 3 d 124, r i — 2Cc'- Y E2-1 .QL)A-fl ONI -41.90US$ . 6 4 30�� 8Cc g: — 2. 2 341 v.. I O .ps; _ 3 -3 (y 3� I, 86 s+ ( ) _ ks'i 3 8016) e( 12.4r a4s.ctc.s 7 RICHARD HUDSON & ASSOCIATES, INC. JOB KI 0PMEt-1 CONSULTING ENGINEERS SHEET NO. /00 0' 1605 12TH AVENUE • SUITE 18 �,^ SEATTLE, WASHINGTON 98122 CALCULATED BY j 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com OF DAT -E -F1----1-61---7 04-rze. CAVP1c-t-tvi_o_r-- Aso 4 LgFo �10 Po Bus+fJ)t' Loteps fe_ Condctr'n.rc,4u.q , Fy = 36 ksi 0 Fy= 50 MI ' 1 COLUMNS Single angles 0 !� 0 Design axial strength in kips ($ = 0.90) 0 `'0)0— Size Cr - 4x4 Thickness 3/4 5/8 1/2 7/16 % 5/16 1/4 Wtift 18.5 15.7 12.8 11.3 8 8.2 6.6 Fy 36 50 36 50' 36 '50 36 50 "36 50 36 50 36 50 Effective length KL (ft) 0 1 2 3 4 6 7 8 9 10 11 12 13 176 171 168 158 144 129 112 96 79 64 52 43 36 245 236 228 209 185 159 131 105 81 64 52 43 36 149 144 142 134 122 109 95 81 67 54 44 36 30 207 196 194 178 157 135 111 89 69 54 44 36 30 122 114 113 109 100 89 78 66 55 44 36 30 25 21 169 155 152 145 128 110 91 73 56 44 36 30 25 21 107 99 97 96 88 79 69 59 49 40 32 26 22 19 149 133 130 128 113 97 81 65 50 40 32 26 22 19 3 83 81 80 76 60 51 43 34 28 23 19 16 129 110 107 106 98 84 70 56 44 34 28 23 19 16 78 66 64 64 63 57 50 43 36 29 24 19 16 14 101 82 79 78 77 68 57 47 37 29 24 19 16 14 57 46 44 44 43 43 39 34 29 24 19 16 13 11 73 55 52 51 51 50 44 37 30 24 19 16 13 11 L4><4 -x%8 A prcror2_ or t Gm) Arc c char FoK Z,,,1bitJej °R«.S bit To kci ECL #J1 C2.1CtT7 l �1--oP,-�. i(7, RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS • 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. Kotvviez1 CALCULATED BY OF • DATE iO 126 DI' r 1,1 E. Tr -y2-7-i-c, f311 • 3(vio:o 48 002. ps 't • .1_6 Sir +8 Ks It to..614f&-') 4 4x =NM RICHARD HUDSON 8e ASSOCIATES, INC. • CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com ,..______AagmEb SHEET NO. CALCULATED BY FffrAl OF DATE 10 I 64_ SPOcT•oR.E-.. 512.Pome. @ ywo 9 _ C4 eac. M1,1 , Vvi Lg. 045)er e46,0, 4.4 /2- 44 c,&. /S4 - 7 Ar--segTMu Wr E4Z5 U-, tom. 1-04-P. 1 S A 12.tc-r i owl po r iT Vtke.c. , 12"1 HT fi Lpj \l t em/ o Sp out E4-eM Ear V V — 4Yee 4(t E = ;60 4fi q "1 osD i M aAN SIM.. EP-Ac.e.0 f e. sewn rr rf � s on+E S A-CM9 Ki4 15' I.._0 C 471 ON of coo, s 0 Ni z • Z W O 0 U11.10 J 2 W o u) Da �. W z= i- o zI- UD O N O H WW LI O ..z U= O ~ z J BeamPro - version (6.4 - 32 bit) 19320.00# —ADD -a "Me �c�nrtittdal 20.00 v=14248.5 -19320.00# W v=-14248.5 V D 14248.50 -5071.50 A46-=' 9/e/ vier -44 tlor GereizELN it@ silulDFEL. (#) Mtit CP --TF-1 7-- 81' -10686.37 (ft-#) ld 6.c resiercitig 1 -mo. 0.000 ) INPUT FILE NAME ====> DATE ____> MMENTS ====> ====> __==> ====> c:\untitied.cb 10/26/2004 9:20:02 AM BeamPro - version (6.4 - 32 bit) 01. 19320.00# 136 -19320.00# 10.00 10.00 v= 9252.8 v= 9991.3 v=-19244.2 9252.85 -75 -10067.15 41637.81 85 2�1/e IS4K I4EEA �. (ft-#) -13731.54 0.2855 -14433.12 -0.5085 INPUT FILE NAME __==> c:\untitled DATE MMENTS ====> ====> ====> 10/26/2004 9:39:21 AM (in) BeamPro - version (6.4 - 32 bit) 37 -19320.00# 19320.00# T � 10.00 10.00 v=-9252.8 v=-9991.3 v= 19244.2 D 10067.15 icbt: Is4-r 75.35 -9252,85 -19244.15 13731.54 -41637.81 0.5085 INPUT FILE NAME ____> DATE ____> ,MMENTS =-__> ====> ====> c:luntitled 10/26/2004 9:41:19 AM 14433.12 (ft-#) (in) RICHARD HUDSON 8° ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 1\10 l -(v 1 nC SHEET NO. CALCULATED BY t OF DATE VE-SIS'r %t2At V-- MPJ 454, �csT. ik qg41) 4-.A. Ledr.t. LoAlos, 114 qq 114° jet Comp1 , q,3" ,g coS 11(.4 to. o 1111.4° o� Y. 4 1be. Go S I ff.4- VErri cAL 9.8 Sinr,4-°=- ?.I _ 16►5 sin I �f- A 61 k I Y 4° '?/'t" cos *I 2/,/ sin irk-. d goPIS-04-h-Prt-- 5'7t'�vJC.� �tb 4P R -I ck r(orJ Lo1A. RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. opmet3 CALCULATED BY 131 OF DATE 10126104 - SP�.,Da4EL- ir4-fra-ez Fr2-Aml- *in Ci-FEcKiay Vtil L. nLtser Sura 11/44 an,41 km (C3 414� S�t Ek.6t FOeE_ EL�M&tf'• 19' 034" —j�72 1E; (Dice F3, e = .3404 qg Ps BeamPro - version (6.4 - 32 bit) 19320,00# T v= 15407.1 19.75 -19320.00# !\ 4 v=-15407.1 D 15407.09 -3912,91 SSlAs "ri)2.(APs (#) 1.5878 INPUT FILE NAME ====> DATE ____> )MMENTS =___> ====> ====> ====> I cl 5-01-) tz c:luntitied 10/26/2004 10:27:50 AM W reLI JU 00 yO r �. ujO g u. =d W. z= ZO uj U 0 O N WCIW U. 5- - Wco Z _o 1' z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB tibrz.Me..6 SHEET NO. /4/ OF h CALCULATED BY DATE l01 E] )4. VE.sIST Biz -At -EL f ltd �a1� 1�UC.��C -r' /�I1�?'fk� VtFjc:sr 904 ,tAtk ere 14- CONp T& @4 -- i 14. z 4 i5.- Cos I K, 4- aus„ irt = 1G . 2 S n WA- =-5,11t- RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Aiv,4•06 -7Z" SHEET NO. CALCULATED BY / T4 W4e-cs @ 414/6 /14 4 OF DATE I-04,0 0 gP prr..a_ &c*ne n -.pS IE. VW P P 28.2° 1 X -. _ 4 S (49E06(0) s4L 44 F'c542 F vit,„ =4 2 (� )l 1l RnM I � p mow_ is 2z171. avail -Awl/ ViAl.tr To (. -AvppLy "Tb Co n1 c42.Er E 1%tivg1LI WirrQ- J m' ,L,E✓EL- J, 5pko 1E L LE •el em -r- Mdsr ,/4-v4 4a60(14org. srx7D ,ms5<s7- 77/14 D. 8, k%cG 7MF.�s g ,L0090 �O m* spik-r i1 -E-L-- E.I-En.1 E- r, t_oA/S/a6#.47' /a✓ op P ,=oflcos ,2Es,sT, 4.rovo ,W WO -44i 4/5. 'S ge.c.ec,'-' ' Wiecca F = F 1 +�F -- 54444 -4-202"/ 744- /1 dT L • I(. GittYI,cOL :202 , /r 3'c '' �' ( iso = 2q 4/,z)c� � z 1z ccw O O O 0 • LL. W� w 0 g• � � < =w z� • o Zuj~ O • N O F - LU w 1— o wz = 0 z RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Aivtdtekla ' 7:L" SHEET NO. CALCULATED BY On, = 49, (6) WC Sotie Sp 4-P'e321 6 17 s -'4i 4. t- 1'-0Y2" > < 15'-0Y8" Mlii-E(944*2=, Wits(/' ote, 8 n >frL 447,c7 3/iL 044-crotrAies At/Opews_o &.-00 occesviyuc/r7 BAAse,A•t, 77i080 Loe.41-77eraS , a • — 2 0 CO WI (i) 0 LU 2 u_ co 3 I- al Z I-0 ZI- O • l- LLJ• W LI - z 0) 0 0 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. /14117.0 OF 1 CALCULATED BY ,J/ V1 DATE PooF S4+6cJ DILE E E 4- el (5)0'6 BAK .543oo,t2.?'/�c/E7 w'l t V/4-44 do 4K/ 3 /14" • /62ot 3.1 d=<31.s 4 S /L P,EL e 48 0/4,1. 2 el ►,e��z (2oz+ )((o) 39.2 8 CeMn > MN �� � 11 361,Y>;9.2 Oe. fPye> . 5"Xo VtA = 002+54,2)(1°) = ?,441 )4o 1•NK! & EA . srptups gErsmrzEz, /6EL t y --'' FA' r 78 k ,S6 % t,U= C.0'ttrtAW4‘(;10-v.o istnte,.rse. 41(it--4v V QF --g /;set/ Kr. 3 k Ax/4 z. ! �% r AV/It. RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /4'freg,0 SHEET NO. CALCULATED BY �m„ = /4* ”•Y (s)* 6 sovn-1 * 4v4 -1411/134..e -Z 67 *414 4. L mom tveis 76s' /D' Io 744*4 4rAk.ovegli px Ak_ TtA 4 X4 X %41 E-GEpAieA is @ EMI OF- ' iktL - b Svppora- V RICHARD HUDSON & ASSOCIATES, INC. 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' I= 0 z� 2 O • —» O I-- w u.I wZ 1.= z Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; H0439 Bent TU Beam October/42004 2004 1:10 PM Checked By: Global Steel Code ' • • AIS' 99 'Allowable Stress Increase Factor (A F). 1.333 3 • 267 Include Shear Deformation - Yes -~'f STL 0 Display Sections for Member Calcs 5 1 Max Internal Sections for Member Calcs 97 STL Redesigh: Sections : Yes 1.2 1 P -Delta Analysis Tolerance 0.50% Merge Tolerance (in) .12 Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. (ksi) (ksi) Ratio (per 10A5 F) STL 29000 11154 .3 .65 Weight Density (k/ft^3) .49 Yield Stress (ksi) 36 Sections Section Label Database Shape Material Label Area SA SA I (90,270) 0.1801 (90.270 (0,180) 25 SEC1 TU14X4X6 STL 12.6 1.2 1.2 3 • 267 SEC2 23.16 STL 0 1.2 1.2 1 1----- SEC3 STL 1 1.2 1.2 1 1 Joint Coordinates Joint Label X Coordinate (ft) Y Coordinate (ft Joint Temperature F N1 0 0 0 N2 5.69 3.53 0 N3 23.16 3.53 0 Boundary Conditions Joint Label X Translation N3 r Reaction Y Translation Rotation (k/in) (k-ft/rad) Reaction N1 Reaction Member Data Member Label I Joint Shape / Material Phys End Releases J Joint Rotate Section Set Memb I -End J -End (degrees) Set TOM AVM AVM M1 N1 N2 SEC1 M2 N2 N3 SEC1 STL Y STL Y End Offsets Inactive I -End J -End Code Length (in) (in) (ft) 6.696 1 17.47 Steel Design / NDS Parameters Member Label Section Length Lb out Lb in L_comp Cb Sway Set le out le in le_bend K out K in CH Cm B out in R (ft) (ft) (ft) (ft) M1 SEC1 6.696 1 M2 SEC1 17.47 Wood Material Parameters 0. 1 Wood Set NDS Species Therm Weight Label Database Fb Ft Fv Fc E Poisson's Coef. Density (ksi) (ksi) (ksi) (ksi) (ksi) Cm Cr E mod Ratio (10^5 F) (ft)_ No Data to Print ... RISA -2D Basic Version 5.5b [C:\...1BiIl Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d] Page 1 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; H0439 Bent TU Beam /g4:7 October 27, 2004 1:10 PM Checked By: Redesign Criteria Section Set Max Depth Min Depth (in) (in) No Data to Print ... Max Width (in) Min Width Max Code Check Min Code Check (in) _ Basic Load Case Data BLC No. Basic Load Case Category Description Code 1 Category Description Gravity X Y Load Type Totals Joint Point Direct Dist. 2 Roof live Toad Dead Toad RLL DL Roof Live Load Dead Load Joint Loads/Enforced Displacements] Category : RLL BLC 1 : Roof live load Joint Label [L]oad or DlisDlacement Direction Magnitude k, k -ft, in, rad N2 L Y -1.3 Ni. .:L r Y. 0 Joint Loads/Enforced Displacements , Category : DL, BLC 2 : Dead load Joint Label [L]oad or [D]isplacement Direction ( Magnitude k, k -ft, in, rad ) N2 L Y Member Point Loads, Category : RLL, BLC 1 : Roof live load Member Label 1 Joint J Joint Direction Magnitude Location k, k -ft) (ft or %j -4.4 10 M2 N2 N3 Y Member Point Loads, Category : DL, BLC 2 : Dead load Member Label I Joint M2 N2 J Joint N3 Direction Y Magnitude Location (k, k -ft) (ft or %) -2.1 1 10 Member Direct Distributed Loads, Category : RLL, BLC 1 : Roof live load 1 Member Label Direction Start Magnitude End Magnitude k/ft, F) (k/ft, F ) Start Location (ft or % End Location (ft or % 100 M2 Y -.063 -.063 0 Member Direct Distributed Loads, Category : DL, BLC 2 : Dead load Member Label Direction M2 Y Start Magnitude (k/ft, F) -.03 End Magnitude (k/ft, FJ -.03 Start Location (ft or %) 0 End Location (ft or %) 100 Load Combinations Num Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor 1 ASCE 1 y 1 DL 1 r T 2 Roof Live Toad y 1 RLL 1 13 ASCE 2 (a) y 1 DL 1 LL 1 RLL 1 4 ASCE 2 (b) y 1 DL 1 LL 1 SL 1 5 ASCE 2 (c) y 1 DL 1 LL 1 (IL 1 6 ASCE.3 (a) y 1 DL 1 WL 1 RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d1 Page 2 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; HO439 Bent TU Beam /S/ October 27, 2004 1:10 PM Checked By: Load Combinations (continued) Num Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor 7 ASCE 3 (b) y( 1 DL 1 WL -1 -:118.. -1.:31e-3 1 -- i 0 1.972e-3 8 ASCE 3 (c) . y 1 DL 1 EL 1 -.214 -2.438e-3 2 . N3 0 ` 0 3.741e-3 3 N1 -.205 0 -5.349e-3 3 N2 0 L 9 ASCE 3 (d) y 1 DL 1 EL -1 N1 -.073 . 0 -1.914e-3 4 N2 0 -.118 -1.31e-3 4 N3 0 0 -.4- 10 ASCE 4 (a) y 1 DL 1 LL .75 RLL .75 WL .75 0 0 1.972e-3 6 N1 -.073 0 -1.914e-3 6 N2 0 -.118 11 ASCE 4 (b) N3 1 DL 1 LL .75 RLL .75 WL -.75 N2 0 _y 12 ASCE 4 (c) y 1 DL 1 .LL 1 RLL 1 EL 1 N2 0 -.118 -1.31e-3 8 N3 0 0 1.972e-3 13 ; ASCE 4 U y 1 DL 1 LL 1 RLL 1 EL -1 14 ASCE 4 (e) .y •: 1 DL 1 LL .75 SL .75 WL .75 15 ASCE 4 (f) y 1 DL 1 LL .75 SL .75 WL -.75 16 ASCE 4 (g) y ;:.1 DL 1 LL . 1 SL 1 EL 1 17 ASCE 4 (h) 1 y 1 DL 1 LL 1 SL 1 EL -1 18 ASCE 4 (i) y 1 DL 1 LL .75 RL .75 WL .75 1 19 ASCE 4 (1) y 1 DL 1 LL .75 RL .75 WL -.75 20', ASCE 4.(k) . y 1, DL 1 LL 1 RL 1 EL 1 21 ASCE 4 (I) y 1 DL 1 LL 1 RL 1 EL -1 Joint Displacements. By Combination LC Joint Label X Translation Y Translation in (in Rotation (radians' 1 N1 -.073 0 -1.914e-3 1 . ' N2 ' 0 :: -:118.. -1.:31e-3 1 N3 0 1.972e-3 2 ' '`N1 :` 432 0 -3.435e,3 • 2 N2 -.214 -2.438e-3 2 . N3 0 ` 0 3.741e-3 3 N1 -.205 0 -5.349e-3 3 N2 0 -.332 -3.748e-3 3 N3 0 0 5.713e-3 4 N1 -.073 . 0 -1.914e-3 4 N2 0 -.118 -1.31e-3 4 N3 0 0 1.972e-3 5 N1 -.073 0 -1.914e-3 5. N2 0 -.118 -1.31e-3 5 N3 0 0 1.972e-3 6 N1 -.073 0 -1.914e-3 6 N2 0 -.118 -1.31e-3 6 N3 0 0 1.972e-3 7 N1 -.073 0 -1.914e-3 7 N2 0 -.118 -1.31e-3 7 N3 0 0 1.972e-3 8 N1 -.073 0 -1.914e-3 8 N2 0 -.118 -1.31e-3 8 N3 0 0 1.972e-3 Ye: NIAle".",1" .SAF, v ^ir RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d1 Page 3 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; H0439 Bent TU Beam /50 - October 27, 2004 1:10 PM Checked By: Joint Displacements, By Combination. (continued LC Joint Label X Translation Y Translation Rotation 9 N1 -.073 0 -1.914e-3 9: • N2. 0 • -:118. -1.31e-3 9 .N3 0 0 1.972e-3 10 N1 -.172 0 -4.491e-3 10 N2 0 -.278 -3.139e-3 10 N3 • :a 0 4.778e-3 11 N1 -.172 0 -4.491e-3 1�1. :;N2. 0 ::•-:278: -3:139e=3 • 11 N3 0 0 4.778e-3 12. ., :N1 -:205 .0 • -5:349e-3 12 . N2 0 -.332 -3.748e-3 12 N3 ..0'. 0 :5.713e-3 13 N1 -.205 0 -5.349e-3 13 • .N2 .0 .•-.332..: • • -3s748e-3 13 N3 0 0 5.713e-3 14 N1 '-:073: ; `0 -1.914e-3 14 N2 0 -.118 -1.31e-3 1'4, .• .N3 ,0:;,!..... ,0 1.972e-3., . 15 N1 -.073 0 -1.914e-3 15 •N2•• ;;0 .-:118 • -1:31"e-3 • 15 N3 0 0 1.972e-3 . 16 .N1 • •-.073 0 4.t914e-3 16 N2 0 -.118 -1.31e-3 16 N3 .::0.•• ..,..0- . • .1.972e-3 . 17 N1 -.073 0 -1.914e-3 .17 :• . . ..."N2:,-. : 0 •••-.1.18 . -1:31e-3• 17 N3 0 0 1.972e-3 1:8V. ,N1.:.•-:073. :0: -1.914e-3 18 N2 0 -.118 -1.31e-3 18. • N3... :0-• '0 1.972e-3 19 N1 -.073 0 -1.914e-3 19 N2 0 -:118 -1.31e-3 19 N3 0 0 1.972e-3 20:: ....NI,: -.073 ' • :.0 -1.914e-3 20 N2 0 -.118 -1.31e-3 20 :. =N3 a,:H: 0 :1.972e-3. 21 N1 -.073 0 -1.914e-3 21 :N2: 0 ::..-:118 :. ,-1.31e-3 •• • . 21 N3 0 0 1.972e-3 Reactions, By Combination LC Joint Label X Force (k) Y Force (k) Moment (k -ft) 1 N3 0 2.019 0 1 N1 0 • 1.705 0 1 Totals: 0 3.724 1 COG (ft): X: 12.558 Y: 3.53 2 N3 0 3.986 0 2 ' . :N1: . 0 2.815 0 2 Totals: 0 6.801 2 COG (ft): X: 13.574 Y: 3.53 3 N3 0 6.005 0 3 N1: 0 4.52. 0 3 Totals: 0 10.525 RISA -2D Basic Version 5.5b (C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d] Page 4 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; H0439 Bent TU Beam October 27, 2004 1:10 PM Checked By: Reactions. By Combination. (continued) LC Joint Label X Force Y Force Moment /k_ft1 3 COG (ft): X: 13.214 Y: 3.53 4 N3 0 2.019 0 4 N1 0 1.705 0 4 Totals: 0 3.724 4 COG (ft): X: 12.558 Y: 3.53 5 N3 0 2.019 0 5 . .N1 . 0 1.705. 0 5 Totals: 0 3.724 5 COG (ft): X: 12.558 Y: 3.53 6 N3 0 2.019 0 6 N1 0 1.705 0 6 Totals: 0 3.724 6 COG (ft): X: 12.558 Y: 3.53 7 N3 0 2.019 0 7 N1': 0 < 1.705 0 7 Totals: 0 3.724 7 COG (ft): X: 12.558 Y: 3.53 8 N3 0 2.019 0 8•, . N1; , 0 1.705 0 8 Totals: 0 3.724 8 COG (ft): X: 12.558 Y: 3.53 9 N3 0 2.019 0 9 N1 0 1.705: 0 9 Totals: 0 3.724 9 COG (ft): X: 12.558 Y: 3.53 10 N3 0 5.009 0 10.':. N1 0 3.816 0 10 Totals: 0 8.825 10 COG (ft): X: 13.145 Y: 3.53 11 N3 0 5.009 0 11 N1 0 3.816 0 11 Totals: 0 8.825 11 COG (ft): X: 13.145 Y: 3.53 12 , N3 0 6.005 0 12,:. N1 0 : 4.52 0 ' 12 Totals: 0 10.525 12 COG (ft): X: 13.214 Y: 3.53 13 N3 0 6.005 0 :13 . N1 '0 '. 4:52 :.. 0 13 Totals: 0 10.525 13 COG (ft): X: 13.214 Y: 3.53 14 N3 0 2.019 0 14 N1 0 1.705 0 14 Totals: 0 3.724 14 COG (ft): X: 12.558 Y: 3.53 15 N3 0 2.019 0 15 .N1 0 . 1.705 0 15 Totals: 0 3.724 15 COG (ft): , X: 12.558 Y: 3.53 16 N3 0 2.019 0 16 N1 0 1.705 0 16 Totals: 0 3.724 16 COG (ft): X: 12.558 Y: 3.53 17 N3 0 2.019 0 RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d] Page 5 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; HO439 Bent TU Beam 154 October 27, 2004 1:10 PM Checked By: Reactions. By Combination. li'continued LC Joint Label X Force (k) Y Force (k) Moment (k -ft) 17 . N1 0 1.705. 0 17 Totals: 0 3.724 .899 17 COG (ft): X: 12.558 Y: 3.53 18 N3 „ 0 2.019 0 18 N1 0 1.705 0 18 Totals: 0 3.724 1.449 18 COG (ft): X: 12.558 , Y: 3.53 19 N3 0 2.019 0 19 N1 0 1.705 0 19 Totals: 0 3.724 -13.838 19 COG (ft): X: 12.558 Y: 3.53 20 N3 . 0 2.019 0 20 N1 0 1.705 0 20 Totals: 0 3.724 20 COG (ft): X: 12.558 Y: 3.53 21 N3 0 2.019 0 2.392 -8.008 ..: 4 21 Totals: 0 3.724 21 COG (ft): X: 12.558 Y: 3.53 Story Drift, By Combination LC Story X Direction Number Joint Label Drift % of Ht. (in) No Stories Defined... Alternate Shapes Section Member Suggested Alternate Shapes Set Label Replacement 1st Choice 2nd Choice 3rd Choice Redesign Not Performed... Material Takeoff Material Shape Length (ft) TU 14X4X6 24.166 STL Weight (k) 1.036 Member Section Forces. By Combination LC Member Label Section Axial k Shear (k) Moment (k -ft) 1 M1 1 .899 1.449 0 2 .899 . 1.449 -2.425 3 .899 1.449 -4.85 4 :899 1.449 -7.275 5 .899 1.449 -9.7 1; M2 1 0 .605 -9.7 2 0 .474 -12.055 3 0 .343 -13.838 4 0 -1.888 -8.533 5 0 -2.019 2 M1 1 1.484 2.392 0 2 1.484 2.392 -4.004 3 1.484 2.392 -8.008 4 1.484 2.392 -12.013 5 1.484 2.392 -16.017 2 . M2 .. 1 . 0 1.515 -16.017 RISA -2D Basic Version 5.5b [C:1...1Bill Whipkey\Desktop\Normed_II_H0439_Bent Beam.r2d] Page 6 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; HO439 Bent TU Beam /5* October 27, 2004 1:10 PM Checked By: Member Section Forces, By Combination. (continued) LC Member Label Section Axial Shear Moment kl (k) (k -fl RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent Beam.r2d] Page 7 2 0 1.24 -22.032 3': ` 0 . .965 -26.846 4 0 -3.711 -16.807 5 0 -3.986 0 3 M1 1 2.383 3.841 0 2 2.383 3.84.1. -6.429 3 2.383 3.841 -12.858 4 2:383 3.841 -19.288 5 2.383 3.841 -25.717 3:f M2 1 0 2:12 -25:717 2 0 1.713 -34.087 3 .0 1.307 -40.684 4 0 -5.599 -25.34 :5 0 -6.005 0 4 M1 1 .899 1.449 0 2 .899 1.449 -2.425 3 .899 1.449 -4.85 4. .899> 1:449 -7:275 5 .899 1.449 -9.7 4,:: M2 1 0 :605. -9:7 2 0 .474 -12.055 3 0 :343 -13:838 4 0 -1.888 -8.533 5 0 -2.0.19 0 5 M1 1 .899 1.449 0 2 .899 1.449: -2.425 3 .899 1.449 -4.85 4 .899 1.449 -7.275 5 .899 1.449 -9.7 5 ' M2 1 0 .605 -9.7 2 0 .474 -12.055 3 0. .343 -13.838 4 0 -1.888 -8.533 5 0 -2.019.` 0 6 M1 1 .899 1.449 0 2 .899 1.449 -2.425 3 .899 1.449 -4.85 4 :899 1:449 -7.275 5 .899 1.449 -9.7 6' M2 1 0 :605 -9.7 2 0 .474 -12.055 3 - 0 .343 • • . -13.838 4 0 -1.888 -8.533 5 0 -2.019 0 7 M1 1 .899 1.449 0 2 .899 1.449 -2.425 3 .899 1.449 -4.85 4 .899 1.449 -7.275 5 .899 1.449 -9.7 7 ,;.: .: M2 . 1 0 .605 -9:7 2 0 .474 -12.055 3 0 .343 -13.838 4 0 -1.888 -8.533 5 0 -2.019 0 8 M1 1 .899 1.449 0 2 .899. 1.449 -2.425 3 .899 1.449 -4.85 RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent Beam.r2d] Page 7 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; H0439 Bent TU Beam r�� October 27, 2004 1:10 PM Checked By: Member Section Forces, By Combination, (continued) LC Member Label Section Axial Shear Moment kl tk) (k- RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d1 Page 8 4 .899 1.449 -7.275 5 .899 1.449 -9.7 8 M2 .1 0 .605 -9.7 2 0 .474 -12.055 3 .0 .343 -13.838 4 0 -1.888 -8.533 5 0 -2.019 0 9 M1 1 .899 1.449 0 2 .899 1.449 -2.425 3 .899 1.449 -4.85 4 .899 1.449 -7.275 5 .899 1.449 -9.7 M2 1 0 .605 -9.7 2 0 .474 -12.055 3 0 .343 -13.838 4 0 -1.888 -8.533 5 . 0 -2.019 .0 10 M1 1 2.012 3.243 0 2 ' 2.012 3.243 -5.428 3 2.012 3.243 -10.856 4.. 2.012. 3:243 -16.284 5 2.012 3.243 -21.713 10 :' : M2 1 0 1.741 =211.713 2 0 1.404 -28.579 3 0 1:066 33.972 4 0 -4.671 -21.138 5 ' 0 -5.009 0 11 M1 1 2.012 3.243 0 2 2.012 3.243 -5.428 3 2.012 3.243 -10.856 4 2.012 3.243 -16.284 5 2.012 3.243 -21.713 1.1 M2 ' 1. .. 0 . 1.741 -21.713 2 0 1.404 -28.579 3 0 1.066 -33:972 4 0 -4.671 -21.138 5 0 -5.009 0 12 M1 1 2.383 3.841 0 2 2.383 3.841 -6.429 3 2.383 3.841 -12.858 4 2.383 3:841 -19.288 5 2.383 3.841 -25.717 12:' ':. M2 1 0. 2.12 -25.717 2 0 1.713 -34.087 3 0 1.307 -40.684 4 0 -5.599 -25.34 5 0 -6.005 0 13 M1 1 2.383 3.841 0 2 2.383 ' 3.841 -6.429 3 2.383 3.841 -12.858 4 2.383 3.841 -19:288 5 2.383 3.841 -25.717 13 ' ' ' M2 1 . 0 ' 2.12 -25.717 2 0 1.713 -34.087 3 0 1.307 -40.684 4 0 -5.599 -25.34 5 0 -6.005 0 RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d1 Page 8 /5"3 - Company : Richard Hudson & Associates October 27, 2004 Designer : Benjamin J. McCann 1:10 PM Job Number : Normed I1; H0439 Bent TU Beam Checked By: Member Section Forces. By Combination. (continued LC Member Label Section Axial Shear k Moment !k_ffl 14 M1 1 .899 1.449 0 2 .899: 1.449 -2.425 3 .899 1.449 • -4.85 4; .899 1.449 -7.275 5 .899 1.449 -9.7 14 M2 1 0 .605 -9.7 2 0 .474 -12.055 3 0 .343 -13.838 4 0 -1.888 -8.533 5 0 -2.019- 0 15 M1 1 .899 1.449 0 2 . :899 ;:.:. 1.449 -2.425 3 .899 1.449 -4.85 4' ` ` .899 1.449 -7.275 5 .899 1.449 -9.7 15 M2 1 0 .605 -9.7 2 0 .474 -12.055 3_ 0 :343 -13.838 4 0 -1.888 -8.533 . 019 0 16 M1 1 .899 1.449 0 2 ::899: 1:449 -2.425' 3 .899 1.449 -4.85 ,4.' :899 1.449 -7.275 5 .899 1.449 -9.7 16 M2 1 0 .605 -9.7 2 0 .474 -12.055 .3 0 .343 -13.838 4 0 -1.888 -8.533 5 • 0 -2:019 0 17 M1 1 .899 1.449 0 2 .899. . 1.449 -2.425 3 .899 1.449 -4.85 4 .899 1.449 -7.275 5 .899 1.449 -9.7 17 M2. 1 0 .605 -9.7 2 0 .474 -12.055 • 3. 0 : -343;:::. -13:838 4 0 -1.888 -8.533 5 0 -2.019 0 18 M1 1 .899 1.449 0 99' 1:449 -2.425 3 .899 1.449 -4.85 4 ' .899 ' 1:449 -7.275 5 .899 1.449 -9.7 18 ' M2 1 0. .605 -9.7 2 0 .474 -12.055 3 ` 0 .343 -13.838. 4 0 -1.888 -8.533 .5. ' 0 . -2.019 0 19 M1 1 .899 1.449 0 2: ' .899. 1.449 -2.425 3 .899 1.449 -4.85 4 .899 1.449 -7.275 5 .899 1.449 -9.7 19 M2 1 0 .605 -9.7 2 0 .474 -12.055 RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d] Page 9 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; HO439 Bent TU Beam /5S October 27, 2004 1:10 PM Checked By: Member Section Forces, By Combination, (continued) LC Member Label Section Axial Shear Moment (k) (k) (k -ft) 3, 0 .343 -13.838 4 0 -1.888 -8.533 5:' 0 -2.019 0 20 M1 1 .899 1.449 0 2 .899 1.449 -2.425 3 .899 1.449 -4.85 4 .899 1.449. -7.275 5 .899 1.449 -9.7 20. M2 1 0 .605 -9.7 2 0 .474 -12.055 3 0 .343 -13.838 : 4 0 -1.888 -8.533 5: 0. -2.019 0 21 M1 1 .899 1.449 0 2 .899 1.449 - 2.425 3 .899 1.449 -4.85 4 .899 1.449 -7.275 5 .899 1.449 -9.7 .21'. M2 1.:, '. 0 .605 -9.7 2 0 .474 -12.055 3 0' :343 -13:838 4 0 -1.888 - 8.533 0 -2.019 0 Member Stresses, By Combination LC Member Label Section Axial ksi Shear Bending top Bending bot ksi ksi) (ksi 1 M1 1 .071 .166 0 0 2 .071 .166 .763 -.763 3 .071 .166 1.526 -1.526 4 .071 .166 2.289 -2.289 5 .071 .166 3.052 -3.052 1..: :: M2 . 1: , 0 .069 3.052 -3.052 2 0 .054 3.793 -3.793 3 . 0 . .039 4.354 -4.354 4 0 -.216 2.685 -2.685 5. 0 -:231. 0 0 2 M1 1 .118 .273 0 0 2` :118: .273 1.26 -1.26 3 .118 .273 2.519 -2.519 4 .118 :273. 3.779 -3.779 5 .118 .273 5.039 -5.039 2 M2 ` 1 0 : ... .173 5.039 -5.039 2 0 .142 6.931 -6.931 3 0 .11 8.446 -8.446 4 0 -.424 5.288 -5.288 5., , 0 . -.456 0 0 3 M1 1 .189 .439 0 0 2 .189 .439 2.023 -2.023 3 .189 .439 4.045 -4.045 4 .189 .439 6.068 -6.068 5 .189 .439 8.091 -8.091 3 M2 1: ; 0 .242 8:091 -8.091 2 0 .196 10.724 -10.724 3 ` 0 .149 12.799 -12.799 4 0 -.64 7.972 -7.972 5 0 -.686 0 0 RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d1 Page 10 Company : Richard Hudson & Associates _ Designer : Benjamin J. McCann Job Number : Normed II; H0439 Bent TU Beam /52' October , 2004 1:11 PM Checked By: Member Stresses, By Combination, (continued) LC Member Label Section Axial Shear Bending top Bending bot ksi 4 M1 1 .071 .166 0 0 2 . .071 . .166 .763 -.763 3 .071 .166 1.526 -1.526 4 .071 :166 2.289 -2.289 5 .071 .166 3.052 -3.052 4 M2 1 0 .069 3.052 -3.052 2 0 .054 3.793 -3.793 3 . 0. 039: 4.354 . -4.354 4 0 -.216 2.685 -2.685 5 : ,:. 0 _ -.231 0 . 0 5 M1 1 .071 .166 0 0 •2 ' :07.1 .166:. .763 -.763 3 .071 .166 1.526 -1.526 4 .071 :166 2.289 -2.289 5 .071 .166 3.052 -3.052 5 .:: M2 1 - 0 .069 . .3.052 -3.052 2 0 .054 3.793 -3.793 3 :. 0 .039. . 4.354 =4.354 4 0 -.216 2.685 -2.685 5 0 -.231 0 0 6 M1 1 .071 .166 0 0 2 .071 .166 .763 -163 3 .071 .166 1.526 -1.526 . 4 .071 .166 2.289 -2.289 5 .071 .166 3.052 -3.052 6 M2 1 0 .069 3.052 -3.052. ' 2 0 .054 3.793 -3.793 3 0 .039 4.354 . -4.354 4 0 -.216 2.685 -2.685 5 0 -.231: 0 0 7 M1 1 .071 .166 0 0 2 :071 .166 .763 -.763 3 .071 .166 1.526 -1.526 :071 .:166. 2.289 -2.289 5 .071 .166 3.052 -3.052 7 ; M2 1 0 :069 3:052 -3.052 2 0 .054 3.793 -3.793 3 0 .039 4.354 -4.354 4 0 -.216 2.685 -2.685 5 0 -.231 0 0 8 M1 1 .071 .166 0 0 :..; .. 2 .071 .166 .763 -.763 3 .071 .166 1.526 -1.526 4 .071 .166 2.289 -2.289 _ 5 .071 .166 3.052 -3.052 I 8 ' M2 1 0 .069 3.052 -3.052 2 0 .054 3.793 -3.793 3 0 .039 4.354 .4354 4 0 -.216 2.685 -2.685 5.' 0 -.231 0 0' 9 M1 1 .071 .166 0 0 .071 .166 :763 -:763 3 .071 .166 1.526 -1.526 4 .0.71 .166 2.289 -2.289 5 .071 .166 3.052 -3.052 9 • ' M2 1 0 .069 3.052 -3.052 2 0 .054 3.793 -3.793 RISA -2D Basic Version 5.5b [C:1...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d] Page 11 /40 Company : Richard Hudson & Associates October 27, 2004 Designer : Benjamin J. McCann 1:11 PM Job Number : Normed 11; H0439 Bent TU Beam Checked By: Member Stresses, By Combination. (continued) LC Member Label Section Axial ksi Shear Bending top Bending bot ksi) {ksi ksi RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d1 Page 12 3 0 .039 4.354 -4.354 j 4 0 -.216 2.685 -2.685 5. 0 -.231 0 0 10 M1 1 .16 .371 0 0 2 ;:. .16 .371 1.708. -1.708 3 .16 .371 3.415 -3.415 4 .16 .371 5.123 -5.123 5 .16 .371 6.831 -6.831 10 M2 1. 0 .199 6.831 -6.831 2 0 .16 8.991 -8.991 3 0 :.122: 10.688. -10.688 4 0 -.534 6.65 -6.65 5..: 0 -:572 0 0 11 M1 1 .16 .371 0 0 2 .16 .371 1.708 -1.708 3 .16 .371 3.415 -3.415 4.. .. ..16 .371 ' 5.123 -5.123 5 .16 .371 6.831 -6.831 11 M2 1 0 .199 6.831 -6.831 2 0 .16 8.991 -8.991 3 0 .122 10.688 -10.688 4 0 -.534 6.65 -6.65 :.. 5 0 -:572 0 0 12 M1 1 .189 .439 0 0 .189 439 . 2.023 -2.023 3 .189 .439 4.045 -4.045 4 .189 .439 6.068 -6.068 5 .189 .439 8.091 -8.091 12 . M2 1 0 .242 8.091 -8.091 2 0 .196 10.724 -10.724 3 ' 0 .149 12.799 -12.799 4 0 -.64 7.972 -7.972 5 , 0 -.686 0 0 13 M1 1 .189 .439 0 0 2 .189 .439:: 2.023 -2.023 3 .189 .439 4.045 -4.045 4 . ' .189 .439 ' 6;068 -6.068 5 .189 .439 8.091 -8.091 13 M2 1 ' 0 .242 .8.091 -8.091 2 0 .196 10.724 -10.724 3. 0 .149 12.799 -12:799 4 0 -.64 7.972 -7.972 5 0 -.686 0 0 14 M1 1 .071 .166 0 0 2 :071 .166 :763 -.763 3 .071 .166 1.526 -1.526 4 .071 .166 2.289 -2.289 5 .071 .166 3.052 -3.052 14 . M2 1 0 .069 3.052 -3.052 2 0 .054 3.793 -3.793 3 0 039 4.354 -4.354 4 0 -.216 2.685 -2.685 5 0 -.231 ' 0 0 15 M1 1 .071 .166 0 0 2 .071 .166 .763 -.763 3 .071 .166 1.526 -1.526 4 .071 .166 2.289 -2.289 RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d1 Page 12 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; HO439 Bent TU Beam /4/ October 27, 2004 1:12 PM Checked By: Member Stresses, By Combination, (continued) LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi ksi RISA -2D Basic Version 5.5b [C:\...\Bili Whipkey\Desktop\Normed_II_H0439_Bent Beam.r2d] Page 13 5 .071 .166 3.052 -3.052 15 M2 1 0 .069 3.052 -3.052 2 0 .054 3.793 -3.793 3 0 .039 4.354 -4.354 4 0 -.216 2.685 -2.685 5 0 . . -.231 0 0 16 M1 1 .071 .166 0 0 2 .071 .166 .763 -.763. 3 .071 .166 1.526 -1.526 4 .071 .166 2.289 . -2.289 5 .071 .166 3.052 -3.052 16= M2 1 0 .069 3.052 -3.052 2 0 .054 3.793 -3.793 3 0 .039 4.354 -4.354 4 0 -.216 2.685 -2.685 5 0 -.231 17 M1 1 .071 .166 0 0 2 ' .071 .166 .763 -.763 3 .071 .166 1.526 -1.526 4 . .071 .166 2.289 -2289 5 .071 .166 3.052 -3.052 17 M2 1 0 .069 .3:052 -3.052 2 0 .054 3.793 -3.793 3. 0 .039 4.354 -4.354 4 0 -.216 2.685 -2.685 5 0. -.231 0 0 18 M1 1 .071 .166 0 0 2 .071 .166 .763 -.763 3 .071 .166 1.526 -1.526 4 .071 .166 2.289 -2.289 5 .071 .166 3.052 -3.052 18' M2 1 .0 .069 3.052 -3.052 2 0 .054 3.793 -3.793 3. 0 .039 4.354. -4.354 4 0 -.216 2.685 -2.685 5 0 ' ' -.231 '0 0 19 M1 1 .071 .166 0 0 2 :071 .166 .763 -.763 3 .071 .166 1.526 -1.526 4 .071 .166 2.289 -2.289 5 .071 .166 3.052 -3.052 19 M2 1 0 .069 3.052 -3.052 2 0 .054 3.793 -3.793 3 0 .039 4.354 -4.354 4 0 -.216 2.685 -2.685 5 0 : -.231 0 0 20 M1 1 .071 .166 0 0 2 .071 .166 .763 -.763 3 .071 .166 1.526 -1.526 4 .071 .166 2.289 -2.289 5 .071 .166 3.052 -3.052 20 . M2 . ` 1 0 . .069 3:052 -3:052 2 0 .054 3.793 -3.793 3 0 .039. 4.354 -4.354 4 0 -.216 2.685 -2.685 5 0 -.231 0 0 21 . M1 1 .071 .166 0 0 RISA -2D Basic Version 5.5b [C:\...\Bili Whipkey\Desktop\Normed_II_H0439_Bent Beam.r2d] Page 13 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; HO439 Bent TU Beam ‘,2 October 27, 2004 1:12 PM Checked By: Member Stresses, By Combination. (continued) LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi ksi Member Deflections. By Combination LC Member Label Section x -Translation y -Translation (n) Uy Ratio in in 1 M1 2 .071 .166 .763 -.763 NC 3 .071 .166 1.526 -1.526 0 NC 4 • .071 .166 2.289 -2.289 -.062 -.037 5 .071 .166 3.052 -3.052 21 M2 ' . 1 0 .069 3.052 -3.052 2 0 .054 3.793 -3.793 1' 3 0 .039 4.354 4354 2 4 0 -.216 2.685 -2.685 5 0 -.231 0 0 Member Deflections. By Combination LC Member Label Section x -Translation y -Translation (n) Uy Ratio in in 1 M1 1 -.062 .038 NC 2 -.062 0 NC 3 -.062 -.037 NC 4 -.062 : -.071 NC 5 -.062 -.1 NC 1 M2 .. . 1' 0 -.118 NC 2 0 -.164 2776.173 3 0 -.159 2098.232 4 0 -.097 3085.711 5 . 0 0: NC 2 M1 1 -.112 .07 NC 2 -.112 0 NC 3 -.112 -.066 8021.857 4 -.113 -.128 9167.837 5 -.113 -.182 NC 2 M2 1 0 -.214 NC 2 0 -.302 1474.221 3 0 -.298 1097.338 4 0 -.184 1601.33 5 0 0 NC 3 M1 1 -.174 .108 NC 2 ` :: ' -.175 0 7993.784 3 -.175 -.103 4996.115 4 -.175. -.198 5709:846 5 -.175 -.282 NC 3 M2 1 0. -.332 NC 2 0 -.467 962.897 3 0 -.457 720.519 4 0 -.282 1054.235 5 0 0 NC 4 M1 1 -.062 .038 NC 2 -.062 0 NC 3 -.062 -.037 NC 4 -.062 -.071 NC 5 -.062 -.1 NC 4 M2 1 0 -.118 NC 2 0 -.164 2776.173 3 0 -.159 2098.232 4 0 -.097 3085.711 5 0 0 NC 5 M1 1 -.062 .038 NC 2 -.062 0 NC 3 -.062 -.037 NC 4 -.062 -.071 NC RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_ l_H0439_Bent_Beam.r2d] Page 14 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; HO439 Bent TU Beam 14.5 October 27, 2004 1:12 PM Checked By: Member Deflections. By Combination, Jcontinued) LC Member Label Section x -Translation y -Translation (n) Uy Ratio in l (in RISA -2D Basic Version 5.5b [C:1...1Bill Whipkey\Desktop\Normed_lI_H0439_Bent_Beam.r2d] Page 15 5 -.062 -.1 NC 5 M2 1 0 -.118 NC 2 0 -.164 2776.173 3 0 -.159 2098.232 4 0 -.097 3085.711 5.: 0 0, NC 6 M1 1 -.062 .038 NC `,2 -.062 0 NC 3 -.062 -.037 NC 4 -.062 -.071 NC 5 -.062 -.1 NC 6 M2 1 0 =.11.8. NC 2 0 -.164 2776.173 3 0 -.159 ' '2098:232 4 0 -.097 3085.711 0 NC 7 M1 1 -.062 .038 NC 2 .. -. 062 0 NC 3 -.062 -.037 NC 4 -.062 -.071 NC 5 -.062 -.1 NC 7 M2 1 .:0 -.118 NC 2 0 -.164 2776.173 3 0 -.159 2098.232 4 0 -.097 3085.711 : 5 0. 0 NC 8 M1 1 -.062 .038 NC 2 -.062 0 NC 3 -.062 -.037 NC 4 -.062 -.071 NC 5 -.062 -.1 NC 8 M2 1 0 =.118 NC 2 0 -.164 2776.173 3 . ` ' 0 -:159. 2098.232 4 0 -.097 3085.711 5 :..0 0 NC 9 M1 1 -.062 .038 NC 2 -:062 0.. NC 3 -.062 -.037 NC 4 -:062 . -.071 NC 5 -.062 -.1 NC 9 M2 1 0 -.118 NC 2 0 -.164 2776.173 3 0 . -.159 2098.232 4 0 -.097 3085.711 5 0 0 NC 10 M1 1 -.146 .091 NC 2. -.146 0 9467.979 3 -.147 -.086 5917.487 4 -.147 -.167 6762.842 5 -.147 -.237 NC 10 M2 -,: 1 : 0 -.278. . NC 2 0 -.391 1150.812 3 0 -.382 862.021 4 0 -.236 1261.933 5 0 0 NC 11 M1 1 -.146 .091 NC RISA -2D Basic Version 5.5b [C:1...1Bill Whipkey\Desktop\Normed_lI_H0439_Bent_Beam.r2d] Page 15 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 1I; HO439 Bent TU Beam /64/ October 27, 2004 1:12 PM Checked By: Member Deflections, By Combination. (continued LC Member Label Section 2 x -Translation y -Translation (in) (in) -.146 0 (n) Uy Ratio 9467.979 3 -.147 -.086 5917.487 4 -.147 -.167 6762.842 5 -.147 -.237 NC 1, -.278 :NC 2 0 -.391 1150.812 . • 3 •. 0 -.382 862.021 4 0 -.236 1261.933 5 0:'. 0 NC 12 M1 1 -.174 .108 NC 2. .175 0 7993.784 3 -.175 -.103 4996.115 :175.: -.198 :.5709.846 5 -.175 -.282 NC 12 M2 -.332 NC 2 0 -.467 962.897 3: 0: -.457 720.519 4 0 -.282 1054.235 0 NC 13 M1 1 -.174 .108 2. 0 NC 7993.784 3 -.175 -.103 4996.115 4: :•175:.. -.198 5709.846 5 -.175 -.282 NC 1 • :0•' . -.332 NC 2 0 -.467 962.897 3 0•. -.457 720.519 4 0 -.282 1054.235 5 .0 0 NC 14 M1 1 -.062 .038 NC 2. -.062 0 NC 3 -.062 -.037 NC 4•:. -.0.71 NC 5 -.062 -.1 NC 14; 1 =.118 NC' 2 0 -.164 2776.173 0' -.159 2098.232' 4 0 -.097 3085.711 5. 0 NC 15 M1 1 -.062 .038 NC 2 -.062. 0 NC 3 -.062 -.037 NC 4 -.062 -.071 NC 5 -.062 -.1 NC • • M2.,. 1. 0 -.118 NC 2 0 -.164 2776.173 3. 0 -.159 2098.232 4 0 -.097 3085.711 5 0 0 NC 16 M1 1 -.062 .038 NC 2 • .=.062 • 0 NC 3 -.062 -.037 4 -.062 -.071 NC NC 5 -.062 -.1 NC 16 M2 1 . 0• -.118. NC 2 0 -.164 2776.173 3 0 -.159 2098.232 RISA -2D Basic Version 5.5b [C:1...16iII Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d] Page 16 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; HO439 Bent TU Beam /64 October 27, 2004 1:12 PM Checked By: Member Deflections, By Combination, (continued) LC Member Label Section 4 x -Translation (in) 0 y -Translation (n) Uy Ratio (in) -.097 3085.711 5 0 0 NC 17 M1 1 -.062 .038 NC 2 -.062 0 NC 3 -.062 -.037 NC 4 -.062 -.071 NC 5 -.062 -.1 NC 17 M2 0 -.118 NC 2 0 -.164 2776.173 3 .. 0 -.159 2098.232 4 0 -.097 3085.711 5. 0 0,. NC 18 M1 1 -.062 .038 NC -2: -.062 ,. NC 3 -.062 -.037 NC 4: .062 -.071 NC 5 -.062 -.1 NC 18- M2 .118 NC 2 0 -.164 2776.173 0 .159 2098.232 4 0 -.097 3085.711 5 0 0 NC 19 M1 1 -.062 .038 NC 2 -.062 .0. NC 3 -.062 -.037 NC 4' -.062 -.071 NC 5 -.062 -.1 NC 19 M2:. . 1' 0. -.118 NC 2 0 -.164 2776.173 3 0 -.159 2098.232 4 0 -.097 3085.711 5 0 0 NC 20 M1 1 -.062 .038 NC 2: -.062 0 NC 3 -.062 -.037 NC =:062 -.071 NC 5 -.062 -.1 NC • -.118 NC 2 0 -.164 2776.173 3 0. -.159 2098.232 4 0 -.097 3085.711 5 0 0 NC ! 21 M1 1 -.062 .038 NC 2 -.062 0 NC 3 -.062 -.037 NC 4, -.062 -.071 NC 5 -.062 -.1 NC 21.._ M2, 1::. 0 -.118 NC 2 0 -.164 2776.173 3 0 -.159 2098.232 4 0 -.097 3085.711 5 0 0: NC RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d] Page 17 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; HO439 Bent TU Beam /44 October 27, 2004 1:12 PM Checked By: Member RISC ASD 9th Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. (ft) (ft) Message 1 M1 18.53 M1 .132 6.696 .011 1 0 H1-2 21.6 1 1 .85 M2 .207 10.009 .016 23.76 17.47 H1-2 2 2 9:544 21.6 ' M1 .21 s 6.696 .019 M1 0 H1-2 23.76 2 .6 3 M2 .40 = 10.009 .032 .1 17.47 H1-2 M1 3 3 : 21.6 23.76 M1 M2•1 . 49. 6.696 • 10.009 .030 .048 9.544 0 17.47 H1-2 1 H1-2 5 4 18.53 21.6 M1 `132 6.696 .011 M2 0 H1-2 21.6 4. .85 M2 :207 ' 10.009 .016 ' :17.47 H1-2 5 M1 .132 6.696 .011 0 H1-2 5 M2 .207 10.009 .016 17.47 H1-2 6 M1 .132 6.696 .011 0 H1-2 6 M2 .207. 10.009 .016 17.47 H1-2 7 M1 .132 6.696 .011 0 H1-2 7 M2 .207 10.009 .016 17.47 H1-2 8 M1 .132 6.696 .011 0 H1-2 8;: M2;: :207 10:009 :016 17.47 H1-2 9 M1 .132 6.696 .011 0 H1-2 9 .. ; M2 :207 10.009 :016 17.47 H1-2 10 M1 .295 6.696 .026 0 H1-2 10 M2 .513 10.009 .040 17.47 H1-2 11 M1 .295 6.696 .026 0 H1-2 11 M2 .513 10:009 .040 17.47 . H1-2 12 1 M1 .349 6.696 .030 0 H1-2 M2 . 10.009 .048 17.47 H1-2 13 M1 49 6.696 .030 0 . H1-2 1.3' ' M2 .615 10.009 .048 17.47 H1-2 14 M1 .132 6.696 .011 0 H1-2 14 M2 .207 10.009 .016 17.47 H1-2 15 M1 .132 6.696 .011 0 H1-2 15 M2 .207 10.009 .016 17.47 H1-2 16 M1 .132 6.696 .011 0 H1-2 16 M2 .207 10.009 .016 17.47 H1-2 17 M1 .132 6.696 .011 0 H1-2 17 : M2 _ . :207 . 10.009 :016 17.47 H1-2 18 M1 .132 6.696 .011 0 H1-2 18 M2 ; .207 ...:10.009 .016 17:47 H1-2 19 M1 .132 6.696 .011 0 H1-2 19 _ ` M2 .207::. 10.009 .016 17.47 H1-2 20 M1 .132 6.696 .011 0 H1-2 20 ' M2 .207 10.009 .016 17.47 H1-2 21 M1 .132 6.696 .011 0 H1-2 21 M2 .207 10.009 .016 17.47 H1-2 Member RISC ASD 9th Code Details, By Combination LC Member Label Fa Ft Fb ksi Cb Cm 1 M1 18.53 21.6 23.76 1.75 .6 1 M2 9:544 21.6 21.6 1 .85 2 M1 18.53 21.6 23.76 1.75 .6 2 M2 9:544 21.6 ' 21.6 1 .85 3 M1 18.53 21.6 23.76 1.75 .6 3 M2 9.544 21.6 21.6 .1 .85 4 M1 18.53 21.6 23.76 1.75 .6 4 M2 9.544 21.6 21.6 1 .85 5 M1 18.53 21.6 23.76 1.75 .6 5 M2 9;544 21.6 ' 21.6 1 .85 RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_II_H0439_Bent_Beam.r2d] Page 18 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed 11; HO439 Bent TU Beam October 27, 2004 1:12 PM Checked By: Member RISC ASD 9th Code Details, By Combination, (continued). LC Member Label Fa • ksi Ft ksi Fb ksi Cb Cm 6 M1 18.53 21.6 23.76 1.75 .6 6 M2 9.544 21.6 21.6 1 .85 7 M1 18.53 21.6 23.76 1.75 .6 7 M2 9.544 21.6 21.6 1 .85 8 M1 18.53 21.6 23.76 1.75 .6 8 M2 9.544 21.6. 21.6 1 .85 9 M1 18.53 21.6 23.76 1.75 .6 9, M2 9.544 21.6 ` 21'.6 1 .85 10 M1 18.53 21.6 23.76 1.75 .6 10 M2 9.544 21.6 21.6 1 .85 11 M1 18.53 21.6 23.76 1.75 .6 11 M2 9.544 21.6 21.6 1 .85 12 M1 18.53 21.6 23.76 1.75 .6 12 CM2 9.544 21.6 21.6-. 1 .85 13 M1 18.53 21.6 23.76 1.75 .6 '13 ,M2 . 9.544.. 21:6 21:6 1. :85 14 M1 18.53 21.6 23.76 1.75 .6 14 M2 9:544: 21.6. :. 21.6: 1 ` :85 15 M1 18.53 21.6 23.76 1.75 .6 15 M2 . 9.544 . 21.6 21.6 1 .85 16 M1 18.53 21.6 23.76 1.75 .6 16 ` . M2 9:544 21.6 21.6 1 .85 17 M1 18.53 21.6 23.76 1.75 .6 17 M2 9:544. 21:6:. 21.6 ` 1 :85 18 M1 18.53 21.6 23.76 1.75 .6 18 M2 9.544 21.6 21.6 1 .85 19 M1 18.53 21.6 23.76 1.75 .6 19: M2 9.544 21.6 21.6 1 .85 20 M1 18.53 21.6 23.76 1.75 .6 20 M2 9.544 21.6. 21.6 1 .85 21 M1 18.53 21.6 23.76 1.75 .6 21 M2 9:544 21.6 21.6 1 .85 Member NDS Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc (ft) (ft) Eqn Message No Data to Print... Member NDS Code Details, By Combination LC Member Label Fc' Ft' Fb' Fv' RB CL CP (ksi) (ksi) (ksi) (ksi) No Data to Print... Member ASD AISI 99 Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message (ft) (ft) No Data to Print... - , l Member ASD AISI 99 Code Details, By Combination LC Member Label Pn Tn Mn Cb Cm (k) (k) (k -ft) No Data to Print... 1 RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_ll_H0439_Bent_Beam.r2d1 Page 19 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. /I/efznnep z- 148 CALCULATED BY &TA -I OF DATE /! G v 4-C-4-4* EA -sr ' ldEBT %s;,tee r1/zou4,/f -57M4e4 0€4-4i fir '. ore Tb --TZ, = 2.0 154ci-o� /f L /�t/(,909)( 474 -ss L ' V/zra 46/ 286 't /02. 5.5(14-) (4-4- 4-t'-7 +C 2.. o /43s 5."0,4 2 ; /55440/0 _ /9, 8 C r opaNials. ST 1i( coC_uwJS SPA -40 /EL ABOVE MASS IJC-LUA60 l,4 MASS T r FaAMES NJUST TTua- r - e -K @1, 04c414 -03094T4] *),96 0.41,7744.1. @1,2. 81o&4 t&o'g+241 t k /v°i&zo 83,los- 94. 6, t86 -1- / ,g703,00s-) .S20 2.0 S5,332 76,4:,4,S4 # /Nautrth 25,5:5-4/1°-r447,,,E, RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Alorevi.E.e) 2Z. SHEET NO. CALCULATED BY OF a." / y DATE // ` �T1 L o A—izeS k/4 -44.s -7or'•4r- t2 E 6 /r.'•CI Q //t/C, . Col f+ SPAT/0l14EL • 04.'4 ' /ms s OP. kmu. & c�4p, (Er- 6r/Es T .4 -s✓# -v $tS 04-srD LJAA,I SP* 4fir 331. + I,26 Lutsc /r.f.•l,(,4' 4ittq 4 / rs- (b -do (/g+ ,r04)C]=ate 651694) C.43 = T e94:, C � k//r.4S ( (4)(W d[ (5.6Xtd 11+Z { 12. PtP ( Ski 866 len -44 3 / k�tcc. gr. -St si-s ��S' . K%lu- ,4j 4.014-Q , /ar rag QcA4-t.c., Tv a -f C 771-414.,/ S'AE-/gi-.Z-0 4�M />" /5 0. -62v4 -t. , z z JU UOQ W= j - w0 g• � a ▪ w = • ZF- LU W UQ o1 - WW wz -I 0 z 11 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. 10 CALCULATED BY 29/"T OF DATE �/� _L04 -ns 0 s (E4s7-- IJEsr) ie/4 5- /G =21625 + 21,713 • fi /. 2. (9t9) 6141's cc- WW/Atc@40) 01.45$ =C/2J1 (// (ef trOPt _ 2/,464'4 4:50//)(f6)(1501) _ . 4., 969 4. K CD 6.6. 2S;6z6+27,-Ws =59,592.*. AO( '/3 /S72,z47/ q07)( 0 amei48 sz-(AV) 4'1405 6rjC �let 6Itio 6 (����043-0'YicapW ) z 47,1t<74' Z CC 2 'mow O 0 co 0 • LU J ✓ L w o gCO Dm -J =w Z� o Wuj~ U� N 0 1 - WW wZ U =, 0I Z RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB tam SHEET NO. CALCULATED BY 111 OF �/ I DATE 11 G (Dq 4M/C 6m� 0 c5� lth (r— w )� S S_ � d tl 48 .6/4‘ * / ( 4 7 is .d sr(i. ) Ad /2->o/L 7V -Z o t. �o = 2.0 Xtc-roA er0/rr /4/r4/ 46-1-1) /rw E•v(o COLS. Cer mss. (2/.4(7+ w3 4- ) EJ = 17,598 fc,6o7 /e,e,/?* 6/r -S'" 911 = 23/99-o .4-s //41)/7),e."We-Yr ROOM., �, ) Ls 7 --bee asp- ,,ray qi= xicc. /7- W% (D e ' ' r orirz m.7 7145X a t.1.44. s 4 sa ,-,,6 j - ./i/ a" " ..� pie9 �'= '0e -A ",./" ��)7/'J5 (.1%) ,41;.0`fr,--7 `'. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB •4•Amez SHEET NO. CALCULATED BY 1 ?2. 4631-/: OF DATE ‘6,v74 4a0s � s/./0.4z k/,�s (fir- Weer) Ail ys<s. //45010, /G /' cete€ ./1/.4 /0 A/c -4440/4)4 W t-, Cc". 4 4,0tt-f Sti970l• 2(: gbczi Sth. ¢) fis-o) 12d_21911 RICHARD HUDSON Se ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. /14,-4146 CALCULATED BY OF DATE Y� LbS SN- 1. 1A/A. Jt.S (.:AST- WET')Aktikuksts. OPP E ToT4c. 4t'N oF 'E LvA-a0 Rib ViA Ec.FME. Jr Ec m - (44 8540 I Ig •°s1 ASG./91 C�4rs a) ,o6oI (65/6= { 2v / S -$-E Olt S1O J—:o -/ �E,,t> t 5,?--& cbtic Tclgif 1 ref, r12.4D friS 441,157#) /5/ A -so (asfi62 ,\ 15' r ; 29,, 4h 1 ( 1C 514(37 -2 rr,,-1/ #4; 2 '106 -,31o •ji BQ,7000 441 at 31,25"1,2504- °`s 3.82 oma# 01e LDM D I STI -f 6cli-I1 EJtLJ tL4 7 DJv -ro SIM FR, ,SIE sTIGGA44-. 27.8 Asp 41.7 hof -40M 29,8•1-sP 41.7 0441A . 096 ?4,1"04444- ,/or '14# A -5D 34(5114A0 8 19.3 19,34 ,o6/ n•IL js d r L J Wfirct. euit (O/ .Sro rtSt .ArK. � w y �1 — qo l 3 t o 5F 1r op volt Ar6 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /,eitieici .7r SHEET NO. 2.94/ OF CALCULATED BY 8 DATE ,/ /G Dif \-[21'-E fo.64,40 28G -[21'-81/ a-4( E. 7b, 4 4 5 Asp 2,o 4sb • • • U �v RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB r% SHEET NO. .?P7 CALCULATED BY OF DATE // /04 D S, e•. s @ 9izro 9. & - / o / 1 �2SL°E .t:) ASD . .I KIS L d - N D. S. 8, s 4--S -d,-0 7724.74Sr 4PS@ S laic S -o r.4,3 -74,E wru tefr- Pnv'' g 4" l..rcAv/ ((b-'/4/ -- 3► "Tb EA -c. S 10 L. or- -to WP fie z 1-W. JU UOQ w= WO L a. =d IW Z� 1-0 Z w cm co U 0— Q I— wW H- W LI 0Z co O 1- z RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /44'/riFJ It SHEET NO. ! OF 1 1 CALCULATED BY 47DATE ////0/oil / '2" 1)/ST• /CE 04160401 740 o/= 7b 8omon' gc SiryGigoost" COO toil op 6oirom of iLP -5-0/0E o/c S'', y 4'6,'* dt6" (/- E.✓SioR/s pmt. atzii) VI -13A," S76O �S'60 =)<= 6,8 t2-0 12 pE= 6.8;1n. 01 r 1, ti gyp. i Q, ,:4� I' ; r • • O 401 A01-12 C, ,/ f/ 4 8E /:2G 4-Goi Pet -ST /4°44/7- ? /'—•.'-Th Oise ` . S� a ,mise /s /.'21/ 7 /EK/,lt//J = 10-' 52.44€! L ,E reic/6 47- 040" r0!O" M -sr po/4/t 44 4f • do4T/ls1-roA 7b✓E/ !� j/ LY/N' , 4 r RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB dofrwee) SHEET NO. l *9 CALCULATED BY OF DATE //? O 4/ QI/ r N /44 CQn/S�lj��t'i9�tT/O�✓S, cs. f"14{JE1- t3/IS SIL Pstoll-ie. 'IV r Sot L. LEVEL kl= 4117/5 /GT4-7-E.. 4.1 17L, w 0-01 isTrI (2(/o) = 34, 334 VIAGG 2 34-1075* - 22�, 9/7 3 fie/ em;41, i/.�(zzi) — 22, i7 (io / -- ! F �'v)) = 0 M2 N � 34142.84 U(...-rovvirT .. i=c;,2c0.-4 .4r ita..✓f-L 43.4 -se RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. dofieweio CALCULATED BY /96 PrTyil sLi OF Got.I E_cr %oat WE1-CEZ 44=.A -PED STUDS , METAL WEE ToIST SflA t4I Wrn4 ioLog tEnt, '7bts r' r, 63,0 ,evicE LEvt. DI-= .12P4F LLz .rPS1 OF DATE ed, P‘r‘j:q,c93,pit I AA' ._(22)`1d -N11(1 FF) a/2.1( lir-(S1)(101114) (15 esr-) e e = 1.4(3.12K)+ 1.1(6•c-`)= 15.421( i i • :7t • 15.4/2-(4) Ca 44= 1-o (c) ‘\( c = C. 2,14 94c .140 1,41 1r= 3.2k i RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB WO/L114E6 SHEET NO. CALCULATED BY OF DATE IT, e STEEL To IST 13> tg-1til1 (ot4sgprnoi4 55T4T IS S M= ) - E (*)=o a FI\I D1 h16i G4'Tr.14- E 1-0A-0 @ Tap op merle. was To 1 S'r Am pc.1 -1 Ea E TF.4,4 sio'4 FO By A - FACT op i.52 , si4-ekt s-rvas 1- Cv(( EgEE.nd To t .E -s tL-rmk E- F012-G.Z. 4MPLI FIcA't" IDpi • = I . SZE. m _ ( -NL )(E) =/84 (16)(•s. ` . /89rmiq l2. t Sc IG = ii1S� . 15--//1 ti E S , ?S (F )(� n/).= 0, KK11" ?� y S: D. 00 .(0/$6,9) •r/2 ,/ s/, `t vk , i`) RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. CALCULATED BY /V - OF DATE 10\13 .1°l°\1 VB .. � AA 2003 , C'o/J Tr�.r�sio� s-roDDeu -A Nic‘4--oE2 s' s = 0.9 A6 tot s4.,`2 g Ii 4,00 0.2($04')(o, oco) vc N-vR 61120 P ,j 41-09, 01P = 4- 412-1-4971=-- 18_ I K #=. • g o L3000 pS 1.2114.1‘k 4 Ate, EA -C, y A (1,5) Peau E-tJr Co A/G 2*.7--E 1r- oo s E_'�5 Ap 133 4"" RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Nviettitan 4t- SHEET NO, OF 1 1 CALCULATED BY � DATE t " -41C6lojtAsis. Td Co4c.2Fre. (Cor) 7cAb . -)C" .*)7 OVc < 0 eco 40\ l✓f,' L—oM a /sfl4D -rel71... > I o'b*r, . t5S--(800)( • 9s°t /. 6 1/61q° 1 8.1- - F .g..g V81 i 93 s-rvA c4Vc 17.4= Fog�up. 0FC�� *STAIS C��11 otABI nLE TiE.ra.StovJ SM K \ovitnt V% ; 711 4 .7.-11K( l .3 AAcroR 10. col ,\off' = 9.G ,..7.11"'s(1' FA rO /. , __ V� r .26.8 (1...) 5 -NOS i'4 Std K pc . g' = 29-s (2).. sTUUS I TEti.I S 104 q42 QS C i IP (-41c ) -‘. 1 10,01 z i~ JU O 0 ND 1_ • u. w 0 co =w H= o z i - w • o. O N 0 1- wW u. O WZ UI O~ z RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. Nioruutter) .31" CALCULATED BY iO z DATEIaq- C oma► B 1 nt EZ I E t4s i O A -St'F iZ .6 1--PA-)'34-(xA) \i5S 5 1010I 3 I.O 10.0 1.0 13.8 eA4eze-s, RICHARD HUDSON 8e ASSOCIATES, INC. JOB gopvi C X CONSULTING ENGINEERS SHEET No. OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY ETA1 DATE 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com iE2t, -fir- sP og Ei-Em Etr 74" S, z..✓r c4 Lt,41 /cC..s ' 9 { 61- e qga *El c 1-- i¢ ¢144. IF/ e-/4(901i,2(14kY 9at z. $f, t4(Y) 2� ztlrl-ro c(iLe) `T 01 a V U6 c Scn cel ► a11.1 i SM '200 3► 6 L 0-044 a I rJ Eal -iG--Ns 1004-)51-J-i1n a, �IXEQ efrA eGS +0 Sz /‘.,s96 #/q 4dc 2 !we. Op, E Co fisea-v4-►v 4)E.. ro 11/42 -t*1C. k SpAr,.1c-1.-. tit1ST-E-A4 `-44.14 -r c.t Adm. Vss ,3,4K clikly 0,7 PE/c 57-vio ;64 - / 2 5./' Fes- qt;cwa a= (223 g)571C RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB O SHEET NO. CALCULATED BY ✓'r�1 e0A46A/06 teivs / 041 4Kra 02.2f 7,7A' (/, 3 R4 4°- . CO TUAS _L. pr.4. ...\& 0 ( V `1) /047 . / a /8.1 .5'47 /.o to"li:440 Ife--770etJ %I7? Jsg. (J %41001 5r-1-724,2 i1,5r sf/, /z .577/©S-, ,,A• \51.3 .. ,617 c • b(2`7,e3 diote 97</,0 + X4.6. 0)/6•516/ (()(‚.&)‚ 0 ,�o RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB A/afreez SHEET NO. / gr CALCULATED BY /625.4- c. c. o �.✓ c. ST,eEss /44 / e..rs off! /. 7 .4 4..c.oki v OF / DATE AS4 F - �6 1CSi Fob M.Arre-121 k. Vim. E%O )0<� Csrnp,g-rA�6cC LAMA 5, s � FtA= 70 Ksi (Ucnrirr€ -r Siu -�� = Ti -,l . s� IE.LQ ME-- , hit tem .907 tAr t3ecAUSE �fe(As !Its IR-E-� c�..► a� mn-n� ► A - -� - — ---- ..-4 - F = . 3o F 20 444.o,Jk,6 ce. srf; g. SV( s e2,/ THE vc/F�.a /eve -46,-r 7-04/4.04-r-. /J/;. /. / /'aE v,4.e 4'v-7 P— A 1,461,0 5772.4-i /4..4/ -s C o� �'. 7. LA e_o .,,c,/.Tyf his 0-.7 P C, 086) ?o7 LY= ,707(/ tr')L .ofly 4 s sok z 3cso /i:) 4322 4crv/a Sn � / _ . oke-��► �,, = ' 3o (. 011) (7044 Ps;) /YOB * 6 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB !\1617)4E6 SHEET NO. / ~ OF 1 ! CALCULATED BY J3pil DATE /1 04 - lac 7:aat- .g51D,m Ww -rbp oF mss= .9z9 qizioj , E * (4 41�X("X°i. 42o, 2,74 = o s is, S s lJw - _ 0.8 .(I,o��g2cli8,b) 8. c o/i 4S % '°,G 4) 1� 4c ,91,1 (14 pLF l2'•2 9•6 11J ' 1,414 k►I -0')(1.6)(159) I*, ' oi= 5,✓432- eav_ = .s ('E)(')(' 1s?2w-:: log L P 9,e/.0 /2 j( Mcg'/ �, �,�.t ties @ 4.2 A OO s P w1._ SPA -1,1 0/2EL. V cOC.QA I\j bV 4-1-E+43 SPA -01)11-U_ (7411/2)( )( 074 (Ip) = ��9s 17 4'// 1 (zr)(tt/a-)gs-o) _ X4 -7f- # (i'(Iis-I)('/) 059) 41-3)(20(%) 2/)(%) c'xi)= /7I / $ -4 .(240E-Y2.-toi` ‘4'"## Fr; = (130)(6*77,4tet.11 = 5'5/6 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Hop- x SHEET NO. CALCULATED BY OF %PI DATE S -ts& tc, rLtEE @ TP C" e J4. r- .*A-JQrLeL mor, Y2 G&C.. Mks � ('2� cals @4 ©vq cow 4 Com) yi-ro• R-c0F `/i. Tr? re-r�nJ (Z 8)(►,6)(2, 150 :2'6173 q, /, (, IP 4601/x' L6t, (ial(t%.)Cly)c� t ()(Y') _ «t # (i')(I 1 0(i s)(Z') = 5•63 (ios'o) Xye- Z.6-4/4 rY/414 98 e .o ruto (4)(1Agics to) _ 6534 gLoo s ite.4. ("14)( &(44.%)(15°) 1°19 4- i2 Cac.t,(')(/X") 4. ¢v - 40,4%/61-1-64. 1)(Spl)(4s-lisz) = 5s7 Y2,1-0 i2cor 447c5* %z. To roo . k '‘5)(4111)/4,5*-) ___ RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB A/O/2 4451) /re SHEET NO. CALCULATED BY SE/5oenG ,ec, @ -tar ofl klettec. 9.'(4-- /0 Gv.+o S at..v. eoc. 7 -/,AJ FSPpi y2. art yy_ Goc.vM 1Qss. @/o DVE#+ Sp,4,J42 coL k,is , CC( "X /4,g)05o) z 2196 ,2. Or)041b *.r 33x'34 (Iv 0-05(2.1/1.Yiso) a400 ( ')(&)( 144)(15o) z= /1%4 -41 0.10(1'.60*(Ist)),T-. 53-;4 y2—ro Izoor. 4 1476 6 r-Qrtj /0/S 9 ..- (; 8,il.of / 48. 4 o4 -r3 S e Cootecrxiek.. Cove r1.✓ /• Ca / 1 goof. 4044 e Y2 F-4-004 5,441./a2 ��. Gac� 4/ (2.) (4)(1.4)(A(//564) = 030- ---4)(4(/.60 059 ( )M/(C6) X10#. veixei0,4-16 40,16.43/1-a. ±05(o/Y/6/X/ra) /A-0 4 Go-t-vn.cnt . 2 (2.c,DIA,)(i119(1.4)56)=- S6 �- g-tvitaor 4, 1/2..-ro fp r.(016)(11//24rit.)-= 8.$0/, �,r �. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. Nownvir-4 �t CALCULATED BY Irq 133-11 OF l 1 DATE 14 11 4i ,4- -"a 0,e frih-c_. 9•Am /.9 /z E L a•9 -0S G £iv/J Lo4vm#t/ 66011-10l3., e /z 40p. spA kl o L iF4-oog.. 5,0#91J0 tte-4.- G IJ,ket (41)i ( 1') (i) . 8'?o 4 (-21tyt. ( -b) = 1360 (1440.s' 2)<15- C (4))(t149657) )1. -rt, r� sh32t. . ,B6,oX11)<S/nlei Qin-A6 4 r qI 9r E L 0'4'1C) S @ /v Com �..i, r-s-as✓s. CE ItCrOZOAJC6 3.535 sat bM// 171L#3r:! J- 2- 1 -LOOK spn-►.inn-� L. CPC-timu\ J (7?4')(Ih )(dq iso)= 5604 (AM2-50(af ( )(11C2 -Y1)(150) 24%4 -I- ( /)( 4-) 050) 2/41 ei/OM4-) (10) -= 26a, z(07c71/2 ge3 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. Nowa^t.o CALCULATED BY /90 OF 1 i DATE I(l ( 1 (64. d 5 %5 E 404 Coe,u ,✓ eveyerAo,✓s. z Pmt o ork Goc. vnn Coc..LIA" 1.45- Sot!. .45- Sot!. 4.1)(1.(ises-)(150) /1564 (2-1-4!)(24(so) voS7 #- (g24. tax t r)(Iso) =_/..0)(/34) z--010/ /os (Z i )(4)X4+g,S' 130) = 6,97r- /8 talc* 775/8,89c* o£z ;-t' P-4 F (.1.AvE c 08(925 65,4514) /�oyZ RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /NAf/I`^J SHEET NO. 19, CALCULATED BY elDs flB 3�i1f2h1/ •'4 .4/049 t 5 . OF DATE 1 6 o4 7›,4-romt.4* msitA/ 4/tia towf. 4934/ /r 11,162- I tax) 02 Itax) 121 gidt 4sA 116 424-/i 246, 12146 3,11 Aos / 26( Lfr`j 101 9V -k-1 1222 4doN I 38Vs-- t 8360 f 836o f rev.: QQ .+ & 2q/ • = 24 Aro - ? o -- ? 490* /o s- ,r9c5 PhwilirtArvAie RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 1\1OWIe.E6 3� SHEET NO. CALCULATED BY 598.00#/If 191. ann DATE 4fro/ork Ge,vteA SNvw./ 747.00#/If n v v= 12705.0 40.00 n v= 14195.0 12705.00 v= 12007.3 747.00#/If 37.00 598.00#/If (#) -14195.00 v= 11161.7 12007.34 (#) -11161.66 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB_I4 c X95 SHEET NO. CALCULATED BY J.? OF �/l DATE 11IO /04- v= 12146.3 598.00#/If 40.00 i v 747.00#/lf v= 13263.8 12146.25 v=12221.1 747.00#/If 35.00 598.00#/If (#) -13263.75 v=10943.9 V 12221.07 (#) -10943.93 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com domxo SHEET NO. ! 9 4' OF CALCULATED BY .$3719 61,11 b' ?0 4 44g,M 4/4r -q_196 �ASd `"114.441V 643- '/, 90444 $041- it- v r, ->o. At usq. t W -o rL 1- , . .k 40 + /24.S 16 + 706 4 ��4fo _ 3 1 2eAdx. 44-45" SS -74 /or a 60/ pt.A_ C94Gl r)A/C7 41$CoetAlcit 73 4 aei/fes?-�i .. 5030 (-) 4 041.42- (e44 .: �314li R //74 54/ /Yk/LT/ 6� � .nomokA4144-46 -.16C64A s t�4 Z UAL SMi-aftEC_, N /43 4- /oy ?7o ( RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonenglneers.com JOB /14fietig6 c74 SHEET NO CALCULATED BY f5711 DATE 631.00#/lf v= 18512.7 52.00 742.00#/lf v= 17409.3 16512.73 v= 27130.7 1658.00#/11 35.00 742.00#111 (#) -17409.27 v= 19907.3 27130.66 (#) -19907.34 r4 6 = 0 O 0 co 0 • w w (0 U.. uj 0 = el u±i z • o z w 2 M O (0 O — 111 uj LI 0 Z ILI co c.) 0 z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB NoRmE4 SHEET NO. CALCULATED BY /9,6 OF 1 DATE c.. Svg-1)/47o�t,Q r.1 26,7-) VEE, / ?S4, 3 V. 147-4-4 99? z 'IX 2 ~ w UO 0 W I w0 2 ga • d =w F-- 0 Z~ • w 0 O — O H wLu U.1 ..z iu U= O~ Z RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com Joe /1/0,404" SHEET NO. 1 CALCULATED BY E--fr) OF DATE P 04/ eqk 639.00#/If v= 1797.2 40.00 v= 7787.8 1797.19 (#) -7787.81 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 4/0/2-00.e6 SHEET NO. CALCULATED BY 0 V= 1,2 sos l), e, , 4Z 9 . 9ra,os, Ce .",Y x f )(5'4I/f 12.a s*/ \/77 = /4_61.0 ) 857k = / 9. iik4 Irrotir \‘77 /24 44 Asa r -r ur r -r �d r >•fa r r•1. r .•r� [a' Litzier ie! M-•1 tr •ww y I OM IfIMMO T r -r -4. r -r 1 r -r r -r —4. w-4- © V r -r r -r -11 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. 44e49,6!) 744 - CALCULATED BY 1?g/i DE- ,4 a ee1N1 / c 9/2,4 4, 2 4/0,iir-oze" eB //i4ivi() 94 2 (?)/3, o kr,* , )(442 -!'513 A-�J t REL �L /l = 37/S—# .50 //7 41° V �,2/'f err 07 �i tom'714 . 4646" /.1 40/A_ V777 70/, No r6 .45 'oo F VT17' 14/I.((2. psF- _ (io4* 9A-Ao /, 2 - (t7ot±/s) .,3445.4Y/ .2.4.4,4V 14,5-.5 9!x/0%2-2,5' SSD: s.-rlat44: lg-j'Ozp5F = 15244 = kif r2 -/o t -r -s 1z(9z)(i,L/) jo9W4 4 ov 4 gE-tJ6)14 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com FRoArr Cf12.1 ettte As 1240, • otor 494 JOB SHEET NO. Wo,e-newn 71' CALCULATED BY X80 8.711 OF /J DATE //j` v 4� 461 P• 12.41-#1/i Aso 0 0 21'-85Y] (21'-8W r 26G 3N 16K 0 047i 07 t4 (21.-8441-1 1 23 •S3 L a-- 124*/ X450 lei 36G 414 16K • 36G 414 144‹ ° :2;1-11008 2RID8 TYP. [21'-8V 2 ROWS OF BRIDGING 28G 3N 164< 1 360 414 16K 1 360 4N 16K 0 ,I N 21'-814'] ( 22'- 0"] 3ROWS OF BRIDGING 28G 3N 16K 36G 4N 16K -.\-(2Z-1071TYP. • GRID ( 24'-0"] 7 360 4N 16K 3 ROWS OF BRIDGING x -[21'-8W1 19 1\ 4s -2� 15'-0" v LL124 r--- _ -�I 10PLF RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. CALCULATED BY o1 OF DATE -4— elT—leh 494.00#411 V= 26285.8 480.00#/lf 455.00#/lf 469.00#/If 110.00 v= 25627.7 26285.78 (#) -25627.72 z re 00 w WOUiI 2 7:1 u.. u JC:1 ' Z 1- 0 Z 1 - Lu u) ui I 0. 1— r - Lir; ;0 "i RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 4 )!!/2/ni. 6 SHEET NO. 1.02- CALCULATED LO2- CALCULATED BY DATE EA- 62(#4-4*._ L0. 1S iele/ -e) 102.(!2 pa F-) mc - 5 -poor v./ omui 122.14/ _. ?R' (f24) kAi zitt fir I„ .#11 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. 203 CALCULATED BY By% 0434 4 i l4t/ 1244-/1 4p 1 Y (21'-814• 'l1 46G 5" 24'-0'] 1 N NF F 16K SPECIAL 36G 5N 16 -[24'-0'] • / 9 / /7 SPECIAL 36G \-[24'-0'] 5N 7 7 0 36G 5N 16K SPECIAL 4'x10' OSB friE17 f 36G 5N 16K SPECIAL 1 (21.-81/211 it6K SPECIAL 7 7 36G 5N 16K SPECIAL 2121th 74so 4 4. NN 4 2x6 DF -L j2 eiT• 24'oC TYP. 2:— N Y v 15'-0 110 114 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com PR467 Q60 `a5 ". JOB �I/ogmEv .Z - SHEET NO. 204 CALCULATED BY D . - r2-3 (- off (7z) As Dig4e, 5/2e4 (-23)(.12.0)(ve) fFsD (6-74-e72)(-2.)05--/) _ ' 6.90 791 0.4.a Z0s AvexsE Ave 4415 /d p/o0S /T -.E 4jZ,Ec.-Tv / G4>✓ vsz. /- 7 cro.4. �,r sass /�/c tier, (46i�. /. /, z� OX E C11toA. WEGL) gkir-• 3 ( 4 ) (. 7 o 7 )(10) (i,7 FAcrt,L) =-4, 3 Xit 3/41' / 7a �2iiHMBzo . 88, s . ` d '144; g4.7 ksi t. *)15-1) RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. 44,eole6 CALCULATED BY *71' ,fz 'r /2./t)'/5" C0a.17; 146,t) //,--,e) 70 /#9.10866 . 3. (41(1o7)('o) (/.) L 6.3% 7r -St /Oct cs"zara 4- % s/aE •dap/L e 7 .`" Nw. . 3 (546')(,)Dio)(1.1) 27X 6 e4y)3� Atie RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.corn JOB %io(,i\AF- l SHEET NO. 16$6' CALCULATED BY OF 1 DATE r' IS/01° 631 S6.1 12.44/i /i AS o 00- 8 A 32G 514 18K SPECIAL 32G 4N 18K SPECIAL 20' v -0. I 15'-C > I • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers. corn JOB 1\110rAll r4/ x SHEET NO. 2oa- OF CALCULATED BY DATE l�nli'Fow ;1-oA1 4S5 EntrrLhtiu.E (2_ b46 PooF (24)(i.G)(36)(tso) spNorzot. 12 W--Tomt *6�- / 4' 107, Sri / 764. 1/1// 3 /.(.9f7)0154/4'/) JT��+tl6� .S75- k,01/4. 41/ V7T 258 414 Vx7 :1 36 7/4 ▪ w WV O 0 W=• J 1- W u. Wu. w 2 g Q. CO �w• Z E. i- 0 W U O - O H ww • U O • wZ • w O .z ,r. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. Wow& z CALCULATED BY tor &fro 13›.'AM,404 8E4 -1 4i1--/ 385.00#/1( 399.00#/If 639.00#Af N./ v= 15224.4 75.00 v 1 v= 18814.6 15224.37 SQL ilc*/1;. (#) -18814.63 get K l/b 81 RICHARD HUDSON 8e ASSOCIATES, INC. • CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB AA/g0k4Ieei 74. CALCULATED BY grAho A/te = 09, Sou ; -f- ii, 2w+ nr)-no 55,043 1=-0.77(M4* 2..0 '~' w 10 O 0 • 0. J = w0 gco Q. =a I -w z= �O Z w Uca ON 0 H wW i- H -L6o .. z. w U =. o'' z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB IUO(ZlIID ZL SHEET NO. 210 CALCULATED BY OF DATE II 64. .5-7Re/7" E�/e,•-./ Co,Avecy70.-/ Sir -40 (711 e• 3 �o 0 SSS ,4.5 . d. 1,,e04-(yr1,,e04-(yr6 �' y , K/:. (1) WO A325 S4. -140-4-72 JD.2 FA° ra-ac e, 744'/.vf. 4 47 fro,, /A2 07) 19.38 /&.r 7r0 /�c%/LEors,E & cc rs C.- -p4--o I • /G � I . /r /. 2 ct.5 / c�,Q w Sr 0014 4-s . SE.c-T yo.6 4 CEJ !g''4 4 -ns sc /�. 34 e/iia-r i^/ , 346" cE7- !V /& w I,c// E 70 4e 6GEc_7,e-ove. 4 - • 3� Rion _ 3 ( 709) (Yib��) w �� C0A's,' ) smolt = 2.78 4,65 /ik&sl 4,e/4/6 4 1.1 F.tcrlC 7 /S/c/fe-,E4S W v. 98 (/.1)=. aft. • ,/9- * // D2 V/" A -/LL ttrk/F.ci� . . RIA) z , 3 (-201Y '.41!)(7o = <3 'es' 4/4" go -6 _ / Sr/t , /S'' op / uxiweT k/oc� �. a RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB ____149g/1440 SHEET NO. CALCULATED BY 1 Pim /9A/. evAAVezr/DA./ Q �,rtro .fir. C . 3 iez/etz/oft,c/A./.4# Lows . k- . 44 (7( '6 04-I� 4* (26) _ /s 84 C044 q,p•6 4 YoirPet teoL _2“ — 3.36 61) .4 6 etAes CO CD M. CD 3 5 OSI:MH piellON ED 93 cn 0 0cn. C m 0. 1700Z 'V JeqwenoN cn 0 rn (D 0 CD V.7 z Z Ce ...jO. 00. u) cow Lu -1 1- C)It. uj 0 u_ < a 1.11 Z 1— ` I— 0 Z 1— w ' 0 — O I— W • uJLU 0 LL- 0 z O 1- z 77.6k 05 Loads: BLC 3, Earthq Solution: Envelope uake Load Richard Hudson & Associa.. Benjamin J. McCann H0439 Normed_II Drag strut design November 4, 2004 11:21 AM Normed_Drag strut DL LL EL.r2d ti z W. re -1U UO (0 0. J H WO Q. co =W Z I— O Z 1-11J ui: • 0 O • C W W LI 0 I1]Z co O. z -.25k/ft Loads: BLC 2, Live Lcgad Solution: Envelope Richard Hudson & Associa.. Normed_II Drag strut design Benjamin J. McCann H0439 November 4, 2004 11:21 AM Normed_Drag_strut_DL_LL_EL.r2d Z F .J U: UO (00 Co ILI J �. N WO ga Ad � _. Z� �o ZUiI- U� O N. 0 I— LL; W. H U LL �: O til Z: U=. Z '. -.12k/ft Loads: BLC 1, Dead load Solution: Envelope Richard Hudson & Associa. Benjamin J. McCann H0439 Normed_II Drag strut design November 4, 2004 11:20 AM Normed Drag strut DL LL_EL.r2d w re 2 JU O 0 coO' W= J !Qu WO ga =• d. z �o z i— w 0— O I— W uj tt. I--. O .. z r.i.-. O z Company : Richard Hudson & Associates • Designer : Benjamin J. McCann Job Number : Global We, November 4, 2004 10:43 AM Checked By: Steel Code ASD: AISC 9th, AISI 99 Allowable Stress Increase Factor (ASIF) 1.333 Include Shear Deformation Yes Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Merge Tolerance (in) .12 Materials (General) Material Label STL Young's Modulus (ksi) 29000 Shear Modulus (ksi) 11154 Poisson's Thermal Coef. Ratio (per 101'5 F Weight Density Yield Stress (k/ft03) (ksi) .3 .65 .49 36 Sections Section Label Database Shape Material Label Area in A2 SA SA I (90,270) 0,180) (90,270 in^4 I (0,180) A SEC1 W12X58 STL 17 1.2 1.2 107 475 <iSEC2 STL 1:..:, 1.2 1:2. 1 1 SEC3 L STL 1 1.2 1.2 1 1 Joint Coordinates Joint Label X Coordinate (ft) N1 0 Y Coordinate (ft) 0 Joint Temperature (F) 0 N2 40 0. 0 Boundary Conditions Joint Label N2 N1 X Translation Y Translation _ (k/ink Lk/inL Reaction Reaction Rotation (k-ft/rad) Reaction. Member Data Member Label I Joint J Joint Rotate (degrees) L M1 1 N1 I N2 L Shape / Section Set SEC1 Material Phys End Releases Set Memb I -End J -End TOM AVM AVM STL Y End Offsets Inactive 1 -End J -End Code Length (in) (in) ft { 40 Steel Design / NDS Parameters Member Section Label Set Length M1 SEC1 Oft) 40 Lb out le out (ft) 2 Lb in le in (ft) 40 L comp Cb Sway le_bend K out K in CH Cm B out in R (ft) 40 1 1 Wood Material Parameters 0. 1 Wood Set NDS Species Therm Weight Label Database Fb Ft Fv Fc E Poisson's Coef. Density (ksi) (ksi) (ksi) (ksi) (ksi) Cm Cr E mod Ratio (10A5 Fj (k/ft^3) No Data to Print ... Redesign Criteria Section Set Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check (in) (in) (in) (in) No Data to Print ... RISA -2D Basic Version 5.5b [c:\RISA\untitled.r2d] Page 1 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Jot, Number : i Basic Load Case Data 7( O) 1 /,ter I ovember 4, 2004 10:43 AM Checked By: BLC No. Basic Load Case Category Description Code Category lescription Gravity Load Type Totals 1 Dead Toad DL Dead Load ! 1 DL 1- 1 '2 Live Load LL Live Load 1 3 Earthquake Load EL Earthquake Load 1 Joint Loads/Enforced Displacements Category : EL. BLC 3 : Earthquake Load Joint Label [L]oad or Misplacement L Direction X Magnitude (k, k -ft, in, rad) 77.6 Member Direct Distributed Loads, Category : DL. BLC 1 : Dead load Member Label Direction Start Magnitude (k/ft, F) M1 1 Y L -.12 End Magnitude (k/ft, F) -.12 Start Location (ftor%) 0 End Location (ftor%) 100 Member Direct Distributed Loads. Category : LL. BLC 2 : Live Load Member Label Direction Start Magnitude (k/ft, F) M1 1 Y I -.25 End Magnitude (k/ft, F) -.25 Start Location (ft or % 0 End Location (ftor %) 100 Load Combinations ' Num Descriation Env WS PD CD B BLC Factor 1 UBC 12-7 ' y 1 ! 1 DL 1- i 12 1 UBC 12-8 (a) 1 y 1 1 1 DL 1 LL 1 RLL 1 ._-.3_l ..UBC 12-8 (1)1y : y 1 DL 1 LL 1 SL 1 :4 . UBC 12-9(a) y 1 DL 1 WL 1 5 UBC 12-9 (b) I y 1 DL 1 WL -1 6 UBC 12-9 (c) I y 1 DL 1 • EL .715 7 1 UBC 12-9.01 y11 DL 1 EL -.715 8 UBC 12-10 (a) y 1 . DL .9. EL .715 9 UBC 12-10 (b) y 1 DL .9 EL -.715 '10 UBC 12-111a) y 1:. DL 1 • LL .75 RLL .75 WL .75 1 11 1 UBC 12-11 (b) ' y ' ! ; 1 DL 1 LL .75 RLL .75 WL -.75 12 UBC 12-11 (c) y 1 • . DL 1 LL .75 RLL .75 EL .536 13 UBC 12-11 (d) ; 1-_•-I J 1 DL 1 LL .75 RLL .75 EL -.536 14 UBC 12-11 (e) y 1 DL • 1 LL .75 SL .75 WL .75 15 UBC 12-11f) 1 y 1 I 1 DL 1 LL .75 SL .75 1 WL -.75 I 16 UBC 12-11 (g) I y 1 DL 1 LL .75 SL .75 EL .536 RISA -2D Basic Version 5.5b [c:\RISA\untitled.r2d] Page 2 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : November 4, 2004 10:43 AM Checked By: Load Combinations (continued) Num 17 Description Env WS PD CD UBC 12-11 (h) y Envelope Joint Displacements 1 BLC Factor BLC Factor BLC Factor .75 DL 1 LL .75 SL BLC EL Factor -.536 Joint Label X Translate Y Translate in Lc (in) Lc Rotate radians Lc N1 max .054 6 0.000 8 -3.011e-3 8 1 min -.054 7 0.000 2 -1.031e-2 2 N2 max 0.000 . 6 ; 0.000 8 1.031e-2 2 min 0.000 fi 7 1 0.000 2 3.011e-3 8 Envelope Reactions Joint Label X Force k Y Force Lc (k Moment Lc (k -ft Lc N2 max 55.484 7 7.4 2 0.000 1 1 min -55.484 6 2.16 8 0.000 1 N1 max 0.000 1 7.4 2 0.000 1 -16.2 min 0.000 1 2.16 8 0.000 1 Reaction Totals : max 55.484 7 1 14.8 2 6 min -55.484 6 4.32 8 Envelope Drift Report Story X Direction Number Joint Label Drift Lc % of Ht. (in) No Stories Defined... Envelope Alternate Shapes Section Member Suggested Alternate Shapes Set Label Replacement 1st Choice 2nd Choice Redesign Not Performed... 3rd Choice Material Takeoff Material STL Shape Length Weight (ft) (k) W12X58 40 Envelope Member Section Forces 2.314 Member Label Section Axial Lc Shear Lc Moment Lc k k k M1 1 max 55.484 6 7.4 2 0 1 min -55.484 7 2.16 8 0 1 2 max 55.484 6 7 3.7 2 -16.2 8 min -55.484 1.08 8 -55.5 2 i 3 max min 55.484 ! -55.484 6 0 1 -21.6 8 7 0 1 -74 2 4 max 55.484 L 6 -1.08 8 -16.2 8 min -55.484 I 7 -3.7 2 -55.5 2 5 max 55.484_1 6 -2.16 8 0 1 min -55.484 ! 7 -7.4 2 0 1 RISA -2D Basic Version 5.5b [c:\RISA\untitled.r2d] Page 3 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : November 4, 2004 10:43 AM Checked By: Envelope Member Stresses Member Label Section Axial ksi Shear Bending top Bending bot Lc (ksi) Lc (ksi) Lc (ksi) Lc M1 1 max 3.264 6 2.024 2 0 1 0 1 min -3.264 7 .591 8 0 1 0 1 2 max 3.264 6 1.012 2 8.546 2 -2.494 8 min -3.264 7 .295 8 2.494 8 -8.546 2 3 max 3.264 6 0 1 11.394 2 -3.326 8 min -3.264 7 0 1 3.326 8-11.394 2 4 max min ' 3.264 r -3.264 6 -.295 8 8.546 2 -2.494 8 7 -1.012 2 2.494 8 -8.546 2 5 max,3.264 . 6 min -3.264 7 i 2.591 8 0 1 0 1 1 -2.024 ( 2 0 1 0 1 Envelope Member Deflections Member Label Section x -Translate Lc (in) M1 1lmax .054 6 y -Translate Lc (n) Uy Ratio Lc (in) 0 min -.054 7 I 0 1 1 NC NC 2 max .041 6 ' -.322 min -.041 7 r -1.102 3 max .027 ; 6 -.452 8 1491.77 8 2 435.435 2 8 1062.886 8 min -.027 7 -1.547 2 310.248 2 4 max min .014 -.014 6 -.322 8 1491.77 8 7 -1.102 2 435.435 2 5 max 0 1 0 1 NC min 0 i1 0 1 NC Envelope Member RISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc ASD, qn. Message (ft) Lc (ft) Lc j M1 . _ .. .882 20 • 12 i .141 Envelope MelnberRISC ASD 9th Code Details 40 2 Member Label Lc Fa Ft ksi) (ksi) M1 1 12 14.109 7 21.6 Fb (ksi) 13.139 I 1 Cb Cm .85 Envelope Member NDS Code Checks Member Label Code Chk Loc Shear Chk Loc Eqn Message (ft) Lc (ft) Lc No Data to Print... Envelope Member NDS Code Details Member Label Fc' Ft' Fb' Fv' Lc (ksi) (ksi) (ksi) (ksi) No Data to Print... Envelope Member ASD AISI 99 Code Checks Label Code Chk Loc Shear Chk Loc ASD Eqn. Message Ifl Lc (ft) Lc No Data to Print... RISA -2D Basic Version 5.5b [c:\RISA\untitled.r2d1 Page 4 • Company : Richard Hudson & Associates November 4, 2004 Designer : Benjamin J. McCann 10:43 AM Job Number : Checked By: Envelope Member ASD AISI 99 Code Details Label Pn Tn Mn Cb Cm Lc (k) (k) (k -ft) RISA -2D Basic Version 5.5b [c:\RISA\untitled.r2d] Page 5 _ RICHARD HUDSON 8e ASSOCIATES, INC. • CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. Nlop[,r-.p =• ILLI CALCULATED BY OF A 1 DATE X112) C©P60 A -G T/Co'isio, Ex4r/ STEEL oVEjc ‘At S E.cri oto Frig 11oCIAL /2 psi L L = 25ps TW = \t" 4_)(101-0%)(11-+A5)* 9.K MSC SI+oR-r sEA ME.JLTS . RE S isn rlcj MoM ENT' M c5,< 46Fy SX 12_ D, I a_ = ISI K' �n t2 in� = IO,IK' ICI kA. ,i / 1 x �-6 11 Xo PAA2AL..E4.. rbct s o' d� z (t 015/4 4 6.25(2 .4 ) • 44 IA YV12,`/C5g C0 P 1= b Siwric s, Zr 0 f 1 G 7 4`‹ 7.1-K ' 4 k s ec-n o►..t = 2 (4C) = 21113 1, M=V('¢) M r4K(t..) � K , a1i` c `I /r`Gc_ 5�r��.'i . M=3,114 I RXd— BY 1.1 9211-15,,, 61,31 I, '461244(i WAi3 4 ToeF , 1 - ...-.-m.v.......sttrW.Rcaro¢ ttlwriagoront AignsnwwM%dziodtittfstAtrvl.,A4rtxrXLxffi'MetolwwetuarmrtuSNtaWPI:WI It'SUsIA'#kW.VAIPlttft14VIleekt iNVF7*.'Ruts+•[rttMV.ittiM1vret,,,,a.n..-...__.. RICHARD HUDSON 8e ASSOCIATES, INC. a CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. Nosztv)rz CALCULATED BY 137-1 -T-E.Li s ► o n( F;12.4.E. Q To'i ST 12 E ss ► ni co. E.4s E. L'1 AU 1/E . (/'i2,/,/, 2J . f 4, ( A (11-40 _22h, (c0(° i.42e ' ' ti p Cote pp_E o4 E LANA `Ta:, lJ . 23I! -/e vs E 1.7 7D 4/c/z,,E. i-s,E. gw•, ,3t ' - o 1\E.Q: 0+4-1E.4...06.6 Mak. - 1+ EL),w Jct W I EIOK)C ELE.c goaES '1 Ry fig'' F LLAT 3(4-")(,4c9)(7o, k ) e/A.T Ta-K.E. 11 STRESS Lnlc lZ-VcS 1E- 3.1 (1:1) .z7 /1 _ /4 /n/c -'F�s' d� k,l,EcL.� ‘,7e r t.i .E- I. `'�'A -fes r Z RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH'AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax. 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. iqoptit41 fit3 CALCULATED BY 117/11 OF DATE -41-C.G1e/4-13Gle. -S3 4-#.. 4tj,e_4.)5s •fl4 kle'r 11112><56 CopED eselcrizia Cods,06/2477ads ga AS‘ slut. vi/Fe 34 its; i,� 3 S-&, 7 4 • <36'eV), 14,4- d 4-d.S kip' A ..yg ./(g 9 .45D F4. i z- •ttil.....'C RICHARD HUDSON 8e ASSOCIATES, INC. 4 CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com mr-Wesr ecoF 010,413, CAlpigoo ISAG «z _64 e JOB A/9,,emo- 17- 1/44r SHEET NO. CALCULATED BY tir41:010444m Lam, Tose,. -or-,rce ok/E4 4s .• Ti j/ = 411%2�, v '¢1(.04 8.361 ;]r7y/�'le ' yI YV �. //2, 891 afro 4,11(41°) 0 . \ l" dY(i rr m o sN AV — q 0 ft h 14NI Q v ft U � 4t 2 O Le 0 RICHARD HUDSON 8e ASSOCIATES, INC. JOB ' 4€O ) `z- Akr 4 CONSULTING ENGINEERS SHEET NO. OF 1605 12TH AVENUE • SUITE 18 �� �� 9 ..SEATTLE, WASHINGTON 98122 CALCULATED BY DATE oi. 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com 61(3.241,e....4-64exe_A/r L=0,5/44.#4./. ,s A. 6o ks; _ g ..34 �^ J fi S. _. gip' P-rshscE, / . cni2/e4s 7zjlo, BeamPro - version (6.4 - 32 bit) • v= 26286.5 494.00#/if 480.00#/lf 110.00 455.00#/lf v 469.00#/lf 1 v= 25628.3 D 26286.47 101 6.50 (#) -25628.28 ?0,4/7-- a/E./tie 0-11044 INPUT FILE NAME ====> DATE _===> )MMENTS ====> ====> -1542.6825 c:\untitled.cb 11/9/2004 3:53:48 PM (ft-#) (in) ESeamPro - version (6.4 - 32 bit) 54%i1.fit / /A9oot4Giar v= 15224.4 385.00#/lf 399.00#/If 639.00#/If 75.00 v= 18814.6 `15224.37 299586.13 0.00 INPUT FILENAME ====> DATE ====> • 'MMENTS -___> 238 c:\untitled.cb 11/9/2004 3:41:38 PM (ft-#) (in) RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12th AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 EMAIL: rhudson@hudsonengineers.com 206-324-6160 FAX 206-324-6248 February 2, 2005 Reid Middleton, Inc. 728 134`" Street SW Suite 200 Everett, WA 98204 fitL- 647‘ B Subject: Reply to Building Permit Plan Review — First Submittal '— NorMed Shaw Building Rick Hudson, P.E. Chuck Morris, P.E. SOD V IEW ED FOR PLIANCE ono ellitio SEP 7 9 ZUU5 Dear Mr. Brazil: tY Of DING VISION We have revised the structural calculation packet to reflect both your concerns and the revised design of the lateral load resisting system. Portions of the original calculation packet that apply to the old design have been removed and additional portions added or revised as needed. We have re -numbered the pages, but have maintained the old page #'s at the bottom left of each page for easy reference per the previous calculation packet's page #'s. We have therefore submitted a complete new set of structural design calculations for the revised lateral load resisting system. In reply to your comments please note the following: STRUCTURAL RE1: Noted on S-1.0. RE2: The reference to 80 MPH in the design criteria section was a typo and has been corrected to reflect 85 MPH three second gust wind pressures. RE3: The analysis procedure has been revised from the simplified procedure of IBC 2003, section 1617.5 to the Equivalent lateral force procedure per ASCE-7 section 9.5.5. We have corrected the previous R factor of 5.5 to 5.0 for bearing wall systems with specially reinforced concrete shear walls. The equivalent lateral force procedure generates a lower seismic factor than does the simplified analysis procedure. The previous seismic factor at ultimate level equated to (1.2*(.929)/5.5) * W = .203 * W. The new seismic factor at ultimate level equates to Cs*W = .186*W. The ratio of the two factors equates to 1.09 (.203/.186), or a 9% decrease in required earthquake forces. We have re -designed the vertical lateral load resisting elements in both orthogonal directions to reflect forces that are generated from the equivalent lateral force procedure. RE4: We have revised the note to Hilti HCKB Kwik Bolt Concrete Anchor Per ICC 5224. s, ,.. 1304-4i RE5: We have added this note. RE6: - RE7: Detail E/S2.2 is intended for the support of this girder. We have made the appropriate reference on sheet S-2.1. RE8: The purpose of the detail reference is intended to show the attachment of the steel column to the girder and the pre -cast concrete panel. We have referenced the detail with "sim" to clarify our intent. RE9: Plywood sheets are staggered such as in case three or four rather than not staggered such as in case five or six. The panel sheets are 4X10 OSB and have their long axis oriented perpendicular to the metal web joist. Therefore the discontinuous panel joints will receive 10d @ 4"O.C. and the continuous panel joints will receive 10d @ 2 Y2" O.C. The framing at continuous panel edges are required to be (per footnote "c") 3" nominal or wider and nails are to be staggered. The framing members above the metal web joist are specified as 3x4 wood plates as shown on section K-2.2. We have added a note on S-2.1 (note five) that additionally specifies this requirement on the roof framing plan. RE1O: Note seven has been revised to reflect this. RE11: Please see ASCE 7-02 table 9.5.2.2 footnote "g". It is acceptable to reduce the system over -strength factor by .5 for structures with flexible diaphragms. The tabulated system over -strength factor is 2.5 and with a .5 reduction this equates to the 2.0 factor used within the calculations. RE12: Section "A" on sheet 2.2 specifies 4x8's @ 48" O.C. @ HTT16's. The same 4X8 will attach to the specified MST37's over the first metal web joist. An additional note has been added to clarify the framing member size on the opposite side of the metal web joist. "4X8 @ 48" O.C. @ MST37" has been added to the detail. RE13: Detail "C" on sheet 2.2 is now cut in eight different places on the roof framing plan. RE14: The weld symbol has been moved to the correct location on detail C -S2.3. RE15: The detail is meant to cover the connection of the W12X58 drag strut over the column and metal web girders at grid "C" and "5". A section cut has been added to the roof -framing plan to refer to this detail. RE16: The analysis software for the pre -cast concrete walls has been updated and now complies with ACI 318-02. The program utilizes the load factors listed in appendix "C" of ACI 318-02. Additional calculations have been provided utilizing this software. Please see pages 124-129. 2 RE17: The steel braced frames have been eliminated from the design. RE18: The steel braced frames have been eliminated from the design. RE19: The pilaster calculation has been revised for clarity and can be found on page 116-123 of the new calculation packet. The concrete pilasters are now referenced on the panel elevation sheets. RE20: The steel braced frame has been eliminated from the design. RE21: The steel braced frame has been eliminated from the design. RE22: The original roof diaphragm design has been checked and is adequate due to the equivalent lateral force method generating a lower seismic factor than the originally utilized simplified method. The new seismic factor is 9% less than that generated by the simplified method and a R factor of 5.5. The drag strut calculations have been revised and can be found on pages 37-58 of the new structural calculation packet. Sincerely, Benjamin J. McCann 3 STRUCTURAL CALCULATIONS FOR THE PROPOSED NEW NORMED II BUILDING 4310 S 131st St Tukwila, WA 98168-3200 DESIGN CHRITERL4: Roof Dead Load: 12 psf Roof Snow Load: 25 psf Pf=17.5; Ce=1.0; IS=1.0; C1=1.0 Wind design data: Basic Wind Speed: 85 mph (3 second gust) Wind exposure category: B Iw =1.0 Earthquake design data: IE = 1.0 Seismic use group = I Mapped spectral response accelerations: Ss = 139.3 S,=48.15 Site class: D Spectral response coefficients: SDs=.929g SDI =.482g Seismic design category: D Basic seismic force resisting system: Bearing wall system with special reinforced concrete shear walls. Design base shear: V=CsW=.186W=236k (133W—ASD level) Response modification factor R: 5.0 Analysis procedure used: Equivalent lateral force RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS SHEET No./ OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY biill DATE /0 /¢ Gg- 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Z77/6 -0t/ G'�iz/7-g/4- 200,e LevEL 404-L) gip/C/A/5v ,e/f/4 4"4,S.a. 2Xt6 ca .t4." o.c, STL zolST a 10'-0"0.c, 5P121NIILE . (t4Er) agiumki MISG Z./ v& 1.94/. . 25 PSP 1 • RICHARD HUDSON 8e ASSOCIATES, INC. JOB /Qi2/x ep —2Z". CONSULTING ENGINEERS SHEET NO. 2 OF _ 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY Er% DATE //' G 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com �MAnroV� ti ;�.\ 8120th PI s,`S 4310 S 131st St Tukwila WA 98168-3200 US . 4'. pp' AJi si aw►n co v.. I i .5.1;4th St ..._ , ' 4, I._31231h st -'..- 3000m _Si 120 h19t__ .10 N �~ 30th St .1 1 le! 1351h St g; "S 1 S!; n) �a v 0, N • 1 ', Ilbstcr GeV i ., S 137th St; ���tE : ''N. 4. }1 . '7 ice` ..__.. _.. _ 7 , S ,, St co 140th ) 140th st $ 1t,4ta s �.. �. �c; ... � g 1.1 'Q N co W S142ndSt C 2004 MspQuost.com, Inc.; 02004 NAVTEQ S rr'E LcmoN RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB A/49/eAsVP 11. SHEET NO. '3 OF CALCULATED BY / � ! DATE /D Latitude/Longitude Position Finder Use this resource to identify the latitude and longitude position of any point within the United States. i Simply touch the map below to zoom in on the area you select, until you find the precise location. There ! are 9 zoom levels in all. You may zoom out if the position is not on the visible portion of the map. (+47.485772,-122.279564) Zoom 9 of 9 You have reached the maximum zoom level. The red dot shows the current position you have selected You may touch the map to reposition this point. r zoom out recenter r mark Latitude/Longitude Position Finder /Jugl ling Information Service / 'is (@, ug rliug.org /e 1 • RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 114/2/e0Ein J SHEET NO. 4 OF CALCULATED BY " I DATE /Q /af /9 Vg.ta, raygo25 1 LoAra S 19c=1-7 (Jar Sf.! /c. Lomas 2005 /6C. (Ce"/r) /4/4. / £4;e77/6 L L o4IIS - VAA/ ,/ -G, //)(E./Ly sne4XT LE. 4t/z7 p o/Lr/o.g./ T/�E,It.ED�i S�4Gc 4-s 4 evw/Mr/M , BE DES'' A/ 64✓0 S`T2r/cTfJ� -r ,eE S/S-7- Ti E £FXEc7 pc- E.#JGTx/dlm-IGE_ ,r;v770,Vs #47t/4SS,E7n/EQ 4 SE/cSM/G G 4•Wzy ALS SET F00.7724 /i✓ se.c. DA✓ /4/4.3.•• ARoM -3/ http://eqint.cr.usgs.gov/eq/cgi-bin/design-lookup-96.cgil i USGS Earthquake Hazards Program LOCATION 47.485772 Lat. -122.279564 Long. The interpolated Probabilistic ground motion values, in %g, at the requested poin Maximum Considered Earthquake Ground Motion Ss, 0.2 sec SA 139.30 Si, 1.0 sec SA 48.15 Normed 11 Date and Time: 10/7/2004 4:32:27 PM MCE Ground Motion - Conterminous 48 States Latitude = 47.485772, Longitude = -122.279564 Period MCE Sa (sec) (%g) 0.2 139.2 MCE Value of Ss, Site Class B 1.0 048.0 MCE Value of S1, Site Class B fgo.ke) YE,Ls/ o.4/ c- / DES/4",i/ tiS i.s Op E nl -4 LE- 12.E.Pottr COI - 4-31 . RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 1/0/2A40.6 SHEET NO. CALCULATED BY OF A / DATE /t ('] i° 1BC2003, EARTHQUAKE LOADS (Sec. 1615 Sohl Site Class Response Spectral Acc. (0.2 sec) S, = 139.30%g Response Spectral Acc.( 1.0 sec) Si = 48.15%g Site Coefficient F.= 1.000 Site Coefficient F„=1.519 Max Considered Earthquake Acc. Sus = F..S, Max Considered Earthquake Acc. SM1= F,,.S1 5% Damped Design S os = 2/3(SMs) SD! = 2/3(Sul) Building Categories Design Category Consideration: Seismic Design Category for 0.1 sec Seismic Design Category for 1.0sec s1 ( .75p Since Ta < .8Ts (see below), SDC = Comply with Seismic Design Category D Equivalent lateral force procedure Basic Seismic Force Systems T.95.22 Table 1615.1.1 ( Default=0) =1.393g Figure 1615(1) = 0.482g Figure 1615(2) Table 1615.1.2(1) Table 1615.1.2(2) =1.393 Eq. 16-38 = 0.732 Eq. 16-39 = 0.929 Eq. 16-40 = 0.488 Eq. 16-41 = Soismlc Use Group I Table 1604.5&Sec.1616.2 II, standard Redble Dlaphrapm D Table 1616.3(1) D Table 1616.3(2) NA Note a, T-1616.3(1),(2) D Control (exception of Section 1616.3 does not apply) per ASCE-7, 9.5.2.2.4, 9.5.2.4.2, 9.5.2.6.4, BEARING WALL SYSTEMS Spedd concrete sheer wall Ct= 0.02 Building ht. H„= 23 G,.= 4-200 Approx Fundamental period, 1', = C,(h,J" 5 tea. 0.8Ts = Is structure Regular & S 6 stories ? Response Spectral Acc.( 0.2 sec) S, = Response Spectral Acc.( 1.0 sec) Si = (g5% Damped Design SDs = SDI= x = 0.75 T-9.5.5.3.2 ft Limited Building Height (R) = 160 ter Sef 0.488g Table 9.5.5.3.1 = 0.210 sec. , Eq. 9.5.5.3.2-1 - 0.252 Use T = T, = 0.210 sec. 0.8(SD1/Sos) = 0.420 Control (exception of Section 1616.3 does not apply) ASCE 9.5.5.2.1 Yes 1.393g 0.482g %(F,.S.) %(F..S1) Response Modification Coef. R = 5 Over Strength Factor a,= 2 Importance factor IE = 1 Seismic Base Shear V = c. - C, W Sos R IE = 0.186 or need not to exceed, C,= SDI (R/IE).T Min C, = .044SosJE = 0.041 Use C. = 0.186 Design base shear V = 0.186(W) Control - 1isce(v'!) F. = 1.00 F=1.519 = 0.929 = 0.488 = 0.464 —fi-- - 02' (w) - 0.223 Eq. 16-40 Eq. 16-41 ASCE7, T-9.5.2.2 foot note g Table 1604.5 Eq. 9.5.5.2-1 Eq. 9.5.5.2.1-1 Eq. 9.5.5.2.1-2 Eq.9.5..5.2.1-3 ='1 (46 FPi- 1/=.- /5/6 . /53 W .iso 1. RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /�i/titnE6 SHEET NO. (D OF CALCULATED BY jL " _ DATE 10 ado/ Seismic force for Architectural, Mach and Eloc components per 9.6 f° - 0.4apScoWp(1+2z/h) Eq. 9.6.1.3-1 NIP) SDs= 0.929 ap = 2.5 Rp = 2.5 Table 9.6.2.2 z=10 h=10 Ip= 1 fp= 1.115Wp Bearing wall, Shear wall and anchorage Category B,C,D,E,F fp= 0.40IESD3Ww 9.5.2.8.2.8 = 0.372(W) or = 400SDsIE = 371.47 lbs per linear ft of wall Anchorage of Concrete or Masonry Walls (flexible diaphragm) Category C,D,E,F Fp= 0.8S0sIE(Ww) Eq. 9.5.2.6.3.2 = 0.743(W) Max Seismic Load EM = GCE +1- 0.2SDsD Eq. 9.5.2.7-1, 9.5.2.7-2 Where L]. = 2 0.2SceD = 0.186(0) Deflection Amplification factor Ca= 5 Eq. 9.5.5.7.1 Nonbuilding structures, Section 9.14.4 Response Modification Coef. R = 3 Table 9.14.5.1.1 Importance factor I = 1 Table 9.14.5.1.2 For flexible nonbullding, C, = SDsI/R = 0.310 Min C, = .14 SDs I = 0.130 Eq. 9.14.5.1-1 or C,= 0.8 Sr►/R = 0.128 Eq. 9.14.5.1-2 V = 0.310(W) For rigid nonbullding, C, = 0.3 SDs 1 Eq 9.14.5.2 = 0.279 V = 0.279W DESIGN RESPONSE SPECTRAL CURVE To= 0.2SDr/SDs T•= Sol/SDs = 0.105 sec. = 0.525 sec. 1.000 0.900 e 0.800 0.700 0.600 a 0.500 L 0.400 0.300 V 0.200 0.100 0.000 S. = (.6SDs/T,)T + .4SDs (16-42) S.=Sortr (16-43) 0 0.5 1 1.5 2 2.5 3 35 Period T sec. Design spectral curve Period, T S. PGA 0.371 0.085 0.823 0.095 0.876 To 0.105 0.929 0.200 0,929 T, 0.525 0.929 0.625 0.780 0.725 0.673 0.825 0.591 0.925 0.527 1.025 0.476 1.125 0.433 1.225 0.398 1.325 0.368 1.425 0.342 1.525 0.320 1.625 0.300 1.725 0.283 2.025 0.241 2.325 0.210 2.625 0.186 2.925 0.167 - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB / Y O/.I.6 SHEET NO. OF CALCULATED BY EXTA/ / DATE /D /4 /0f /0 ,o4oS I4/14/4 /1//c.. L ✓.E.Z.. to - Gonr.4-,ens Viii/ /?qy &' c. = /3.8 ftS,c. = -') 2003 /8c o /) .r/ o Az /6 o /A01/#,./ 4s/.4) For 4 /legs/sr/AA; s yyrE".l ,212oA/6.AAs t1 ezAnO/"% /997 % G Wm)Z040. P,�Ssv Es 4 As &c.EvAlr/o d, _ .004//44)(4-= �2•� (� o-rs') Mi.ter- . �0 O.3,X/6.¢)�►•o) _ ��. /ors oe 2$7 - /yio../ ,,�✓i.�/p io,'CF 2E.S••Sri , Sv.57 -e'A x;11./ 4S5.6MBe.ye Cyt 5.772t1c7v4s3t iELE/vA60, 4$ Ass /E/ 79 fl/2ov�.� E s 'd o /-r .g V S7 -4.,c3/4./77 /-o/ / /E. ovie.e'IcC rvc7- //re 'TSE. SvfSTEM EA/As-f' 4'4../ /7Ec.)E.vE$ W/n'Q Lo4a/A' . j'/ZoA1 .4.704 E T//.4 -n/ oA/6_ St//L,c4c.E . P.gs9- � o M p p ./�i✓TS //� �� , 4 / &e.OAJ I 7 O- 71/t go✓✓Ve.T2 Ts1Ar /.•b AAP 7- 4)(.A4 -e- 5 /04AT oic '%//,E; 41.1.41/i✓ WiA//n GQ/1Ca5 �S/ST/A./ Sc/STEM. • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 4/€ SHEET NO. 8 OF CALCULATED BY Bpi DATE G g 4 S0.✓/./¢ do#v ,z .TE Wi4LL /S fA/L7 - O, 71/8 /YI,q-/A/ k//0414 XaeCE #7/''' y s TEM/ T-4_•/- V4 TEC.•4li✓/G4- 'Sy 1)g/-/i7-/oA/ S. /oc, o Wor BE Lesrovc/Ep ! 4 Co,,nyo•✓E•th- 51 Cc...4,oa/,c/0 Ec E.►��.+4r /40,9.6.4 / 445 .ve. 7 u.V.s y.,-AQ•96 re/cry-L C,eo.s s - Pv,, < s/MpG /G/E/4-.�/m/S !S /4E -47140O 1 R5 v7 " use_ SEA s AN D13ool< 05-4 4p I D SoLVT co' S META oDoc..0c � \I/N6 ( SiM�G/�/C T�D•../S -7-2„•4 sc (� sM 7 .s.. Rsei Prsrn 10 PSF 7.486-6. 401,r /�d Tbpo 9/4,0/.1/C giefi4c eATEifolgliC:Zi Br) ASS°MEz BUILTI� +� Ste/ .sr�t. pE,,e /605.3 /.BG 2003 3 SEGoNO MUST EAS IC. v,llnlp SPEED V = 8S MPH - 2.8.2, PEA 1669.2 J/3c. 2003 6n/GLOs j Ait7-74-6c-ci e-A/GLOS66 �� Op ,t/ eAILLOS gz Srlzoc-rugE. CRsM Fi4v12.l..s 8-4-Ef 4 3--4.ED Fog rs1 CLOVED PPrgAperS Ciz:,nl = CRs,ei _ . 941- ! NI our A,- E1=FEcri VE W A FI 1 RES 3-? RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Aemeo 2:1" 9 SHEET NO. ^ OF CALCULATED BY 3 '! DATE / 0/7 OAlL / 991 f/g.c / A0.5 / Sc MA/ 'o b.i,j iso.✓ 6"0,1/77 54(nz. 3-2 Vif-LOClriy EoSOIZE. CoEFI.IGIE-Nrr K 4=.1- ( te4<p oso i E (3j. 1'1= 2.2 CoIt S eiw t r1 V E. Fog_ IZoo P 1 -yip' 1C/4v//t- -/ g4S/C k/i.c/U - QS /Is es -7- /8.-5-/Q5 NET Cc► p oN ntC 4. CLA-OD I NIE; Psu rl' E Cot ie -1 u Et -ITS C t--rs Rapid -Solation Alethodology" CLADDING Coefficients - C,,., for ENCLOSED g 0 A + X1 4.0 L 13 A. .3.5 to 0 5 O. 0 O a t7 (D to a a • t) m Wall Cladding Coefficient - Cana • .3.0 • .2.5 .2.0 •1.5 • DGE •1.0 Field Edges a = smelter of Oo% of width, W butLEiltpoloinfimwrdrA,of 3'-0" [40 /oof' W, if W 75] 10 20 30 50 70 100 S FIELD .0.5': 500 1000 ♦ 4.0 • • • .3.5 .3.0 WALLS 7••••••••r .2.5 .2.0 .1.5 .1.0 eistsei E DctfES 4 P1 ELD CONK/€4 i 82 5 '' E EGT/ V6 - 4,e -g4 5cr, 6"4,e.E4?5cr, i 1 LT - VP Con! C.Lus 1 owl. 0.5 — FIELD 1.5 Figure 3.8EW 10 0 30 50 70 100 Effective Wind Area (Square Feet) •0.5 0.5 10 r 1.5 500 1000 5^1)05 zor4 �. Piz�.ssOtz�-.. Act p .lp ZoNI E. PRE55012-E" - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB A/0e4.6e �z SHEET NO. / 0 OF CALCULATED BY 7/►i DATE /4/7/04 - /979 Vog /X003 /& k%AM 6o.,ev/9iz,S D,,,/ 0/77 z5M 5 /L5M CD Res M ' /0 ps,c (466,1/ reCO Ae 5oo VAEs Wrt'- /_ a = .(/B.S PS ) c@ E � ` , 825 ..9, o FSF 'z7 -l0 PSF 4F7-8/2 -' 22 / ,c3efr-'ccv/r. Psi _ /8.s' (.64-) 64-) (/ 53) /AJ) PSM = /9,5 (.4) �. 5? f) 199-1 (MC_ = /8 , // Ps,� //./3 PS, ELf /A.71 owl = zzi r3,8 X3.8 ii,/ ck77 X003 1 8( /o /0 /Y./ //./3 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 441.e4 �T SHEET NO. / CALCULATED BY OF137\ 1 f II DATE fO(l3 l EA I2:11 -i QUA . No��k, oxlk Vicr , X36 gocitv41,,e-Arr , b/e68 Pfee: .6vr//r Arced —4 1\1or/714 - S -1 AcJAr.-4/1 1 s -- = 61./.4(s-,)1 -r (-.?) (6o i (112/(i- (4) roc) (-4 3,41)(429c.r-) 15o p = 5 @ Rood ‘1/4-%/z)./ d `r Vc(so _g , `AIAus - 21 A ���� 52 LF) 150 pc.F : 44, k/kC.c.s @ ,t P._i D"A IZESi Sr- Mid Mk -s5 `�� sPa�itJlZr,L e =(��4lX�,s��2'f���) ; r`b pct= Nuc.a ter4E m 0 111.0 Mot 141./144 • 1 I t •r t ,, -e H i H 1 MVP NMI 111141. 0 \IC(cowivik1 \e\I �, L vl /, i I s. IV 1l. 3.� V I ;r_f Torn t. (101`)4, Imo Pk) _ //,< --® 1,JA - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 0 g - W1 e , SHEET NO. ' OF CALCULATED BY BIM DATE AZ\A1 too _ E.1(14g)(12 -� 2 23 W(J loud = S, c ' (15105) Up. s ,,,o,Z � _. (t1'( I' o1 9/1F)(150P) - k -i /FU11J (,'iJ) 340 (O /2S � = 66 _ OrJLy 12 si STItJGi 4 Porn (.74 °F.FoS5ldLE- (PA rTI M- M to - i _ (114)(5-0'')� 22)(ISoPc,�� _ 1,_ VC/n:Qoof Levet.. 1A C.. -= = 52L Vve.r- 4/i/4 /a8 y 7" d 3k //,C144.- 2. ,-/k 2. so. trb(2 1 1� ` 5i 3I< 4,1= ./n (5k.) Ho, 31� RICHARD HUDSON 8e ASSOCIATES, INC. JOB 44.12Mee .Z CONSULTING ENGINEERS SHEET NO. / i 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY 7/Y1 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com OF DATE /e) 1\ o Scu-r14 Pc_ s, SE1 sM (c. IVI i.3S i :Sex. /El v. wkCL ( 12)( )( ) (J1oF) - /DS. /S'-/ fl (.1 -Pp/ W upp,a _ (%)(7-2t)( !)(to pc.r- /3.2' SpAlN1 DIZsL \AI 1,„ fee = (4--((i )(iso per-) coc.vrll NI \&I ley( 43" = 1.0 (t-;-'11,.c)(1)(iTocoz)=-. CoWMn( Lo& = (� t4'''(y 17) (I)(I°) Sp A-0 D IZ EI_ / 75" se- VuGT •/t6k/= ./t6(4 -.r) ;1,3 Z' CC 00 LCO 0U J H N WO co W z= ZO UU.1 al0 o 1- uJ uj o z Lu U= O z - RICHARD HUDSON & ASSOCIATES, INC. JOB it/072/14 CONSULTING ENGINEERS SHEET NO. /4 OF 1605 12TH AVENUE • SUITE 18 SEATTLE. WASHINGTON 98122 CALCULATED BY EV DATE /O/V (01' 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com /10 1\1 v x. 1-0A,ps SE -r snr, ►c,. Newsy (Z- ( t. E4s(3l E561 (I2pse) — ,0, 7 k VIV.5o n \A c. = (41) l �. JI'h�i 1 J CI50 P�f=> - /3� k zo,k Tcrrft.. // 1, 4../.5/14 /G. v420.0p = e‘649,5041.) Wrxine.6 40) =' C�f2 r D F Cavo) —37,4 � -+ (%( 1 0 poi)(2 a&`r5 t W/20 = 50) ( (X -)=k fdi o0( /SG k 2.) VA/V/1-e( =- (V\('5 ---o )= =-X J62E- �4 1.i 81I )(/opF)/ `)� ViS -J!J/CEL I �--V. )( 50 i ) (4S'� J` _ l -ax/ Z l RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Nob SHEET NO, /5 CALCULATED BY Eim OF DATE 1211. (oy- N1,0124-4- 50)74 Ste. -r4- ,Lf- LOMIS@ C4R-ICS 4,2t I E. f F 4 Ci 5unn A-17-‘,1 \Kivr, = • /86 k#V \Cso-v- VVC:r = . 186 (1t) = 745,0h( 6112cl'A.e . IX16C 661) = 12, 3 K her yJc,T ctRi i1 efi \ULT grk-1 6 " F" I \/uvr C �l21� i1 �� //0 . 496(168.54) = V. et _ . two (t211') . 47/e _ . /6/(004 _ lSt t< • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. (6O CALCULATED BY OF DATE Re.,0vit/0 L/c 4- P G -7-0/l t(ver / ALL w1E , 12(I� G -ra-r . 164 oril Y /1/5a.717-1 ff @ (/41t.r. 1 iftvg 3(,3144#rt- 24,r/ t1? 2c/ }((a wtgi d . + , k 4/L4 27 41v f10),k Aty 27s-- = 7,( — 2$61< A�2 Guy, z= Au, X S-rgc Sift.'' ,3p &-10) ME �. 2K d7 �O /5.9`` ,o272 ,0212 8614 , 0270 , /04 •/°,/9/;/;57Z /,0 7-7 (-val./ ,n4-ICi ,..1;1• 146- G '2i] ..J�.- 6A-1 r.../Z17 re, ,1 Tl' G,/ ZOa../6F/; 7D /P1s1 /et -g j=" 10 - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 44/z„oo..6 .7Z� SHEET NO. OF CALCULATED BY BTM DATE /e/4 '4 U 14./861V CtT gopi x/r/-mf- (45 cg 9 ) See s nn IG i=o ILLE. -to BE. b124(: Beal �2 To 54 F�4R vc14c_c_ .2s . LA-riSpk L F'oRc,E-s vlrc c_ Et. hia-u-t' .-ou(44 Coni car:- Rocs rr ThRoo'Fb ori . Ec.G840-r0-(Cr vAlicL BE.. RFS LS -Mil 5/ 94.-WSLS 41 C� r -,1Z -u . @ I * 25 MAnN I2.00 F UpP 0 ci RIO i Ron F: 55 Sy 151)4- 5o0,51) + (204 + 242,r) J 12. pSr = 101 K b4-T4ICX 1Rc1S; 204- 5c -Sq( r2. 2 J I n l �y'4«v 22 �o x� ( I I g rL� Piers , (5')( 12 J �� ) a ,S go0F 1-6vEL 5104-1J DI -L (#24;\\(3'_q‘/2.r1)(tr LP) ( PcF) = /;4'4 PAciz t-► Act. RootZ, �;/ r)(2 L 6'1)( So'+ -r ?/ 1) (/SoPCF) = 2� Levei. SpP& u,ZEL. Sitio s yu PAIz17k,_ / /o, , (?l .)( 2. o` �)(9s f) (/50 p c, ) = ‘,3 14€L tycA l64.7-Exi ort SA24-,...4 c s /4/6 / 0,e5/s 1_) atniC is y Kim c s C-- c•it. IV/ } - RICHARD HUDSON 8° ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. 1/0/1/4,460 r3 CALCULATED BY OF DATE 4 -/L -Ti/ a?c1 - /G1 464-C S ___ desr ____ xes/S-rlFo 14 q• 25 . © 9. I a 1e ccx.r.A.. (m2)(-�-')(?Z- 2?)(Kppc�. %i = 1�L, 4 4 12 �2 12),)‹ 2.4" CU- O►n1S'z�')( Iz 4)(?�- )(13_!) )(No)(1) I112.1<1< 12 #71"7-1/z. a owe eozweAxe. 4 Lco K'4-1 E . (e52 e,,e)( / 1)4 NCY/00)t °P5r- 1.114 1/ (2) Sk/S G I410 S res is -r- &,(4-4.4,-,./ a c cs ,torzG -S . [(C -Al$ <G9i5(/'t 12 p5r. `' 42J4 F U,e ea 4„,2,10 S ��410 4 K 4 N -rikuC WA -CIL = (5.s+ 47.f 40 -� 2�)(e4 f41 -115z) /32,1>+�5, 4ay4IK• x j / It/ Czt'i 114" "n4-14.1< Pi En3 = 651( 11. ) . ) ( I50)(5) = 3e, 714 (5-s#4-).11-- 2oor (4) 31-4/z)(97S4A(110 txr-) - 29,V PA fel r� Roo IL LEJ61. (2N(//2.-eX SO)(60 pc6 /r.1 I)nMpflyd- PAILTI Za r Z to (d(,9(IR /7,4, SpArn/►J fL1El- Qfj Crrtic „A" - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 44,ziteigz SHEET NO. CALCULATED BY /7 OF DATE /! %0 /10.5.... Esk=ktg ) Af1LT coL,MJS s+4ow-r OR -?(1.'4 ' Loki gooF- Z t %2Y h)(WAL)(T )(1s0KA( )(-2.) (5 (% 1 )( PSF) (s"(100)(S 17 ) AIM g rune Mgvh16./6. 49/ 4 Wm JCE 43o' (2o)(2o) -- - /d r (lo ' rr-A rt.) o,4C 0/tem Io s "oft Vo' op co/Jeri-I) gests-res� 12-00 z'W?.� �) 3�.si'/', p5 4 4tLrwc� WA• LC.� PeI2S Too F (-84& 4)(5)(q)(1,..)(7 (i_i_cf)(42/0(530)(iso) P412T74t, tr;o/2 - (' (2'-g'X al,")(P)(150) t_ /4c 41aa PAit-1 Pc. Ef t. tc(L - (1-7f)(1 _)('2.1)(K0)(22;) (�) (K0) (2) rt.50ItaDaE�, ►V(il A ./r4(47/4).= 9/, 3 k 99 /k /9zk 3r7 k 2V.c' - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /4440E4 SHEET NO. 2,0 OF CALCULATED BY /37,1e) DATE /�f% /as— Q‘.)ork4.-E Loops EseSr - VEST. �vrt/it. Aetimi6iit cat--. Ar. _Q l/ cam . 4o'('Lo')('LD ) _ l6 1w E ` 2j.k Lb- Ia.s i s-rr_D St.. C1 !2r o to C , r /43 C. f Roo,: frsz-)(a.-7) 2 (-4143( Zz)( g)( /5opci) Poop LJEL (-a 5-44;)C /06 ) (/ E o/z- ) spdrz.rc. Peen ()(.L(d)( %GF) ( 150 pcK) L JE 4 /4 A r2.x16 Cois 12)(1.4 Cols SOIL@ *Mr q 4_4 2 (Wt5t)(emit. 3) iViqtsoYars.c—Z- i ( 0')(2-6')i - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. Alfieee4 CALCULATED BY /7$1 DATEOF ,%/&r •4cf2--n-)A-t4rE_ Loft SA-ts- _. C;11 let-okeJ EKI E.. e'('9)(0/0s) Mtvi-A-L 2/5,r4 . 4111 Vt.Pr - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Woff/e/g,0 SHEET NO. OF ! 1 CALCULATED BY DATE it OS 2e/ UAI A/?JC)/ .4 -TDD – /WEsT 5v Aye ETOTp-(. L.el,t ern4 getCt T &_/,/''. F• I 43k 614 . /o/ 23,3" 6254 /o ' /o g (4 tii --, --,t aol rrk •o�� zo' qsr' .oft6 s- -1 33.Yk , oirs61 /0 41 9 9• 263 14 max = St -t EAK t4 )61Arc.L 5-rogy S+-(t=AK =2-20 =/.G/ Ism , VA ‘:/o/ A 4o, 3to 39e 2o.s'k , D�16 23.�1�K / /g z / y�4-S Q .✓c• c� PD ' -57(A/. D/ //e C-7:;? /0 / --//'.'. .& 711 ' 14' ' Z JU U OQ U) ILJ J W O �Q N= _� F- Lux . Zo UQ 0- Q f- ill • w ll.O ••z w o� z - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. CALCULATED BY OF DATE / 0 ` / 0 5 2 (� ��L)�3 - 8 352 000 /4(Ifilit))3_ /62 °coo 2 OTh11114" RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB n4,44.e6 7L SHEET NO. CALCULATED BY 24 871 aerDS - vJ - AKIAtf+Srs aVice /4,7 kid 4%o / A b, , `Z' 9 �,/,4 S , (44"Yt.X )(1501 \It/// ace:/*/ V.77 = /* 8574- r2 Asa 0 0 0 o r -r rt 14'42,wri trtj Rtw dd' 47,c f 1 2111 e :1 147,1' r /% .'. LE,L IRINAe X111, s-_�- .11.. mar Or 1110 al It M.. ram err rt r -r r -r 715 .rte r -r r -r rt r� 0 0 .ur-v 0 0 1-0 -0 0 - RICHAR.D HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE. WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. 44/241,66 7t. 25 CALCULATED BY ifg-1 Loitoczic E4sr-VIEr -44N4A.isis DerE42-11N1 .4 -1/E -12.1,64E. e? e 9,4 4,2. vie„ dW o,*< a' 8 /' /g -A/677/ (a.) 74 2 /5, or 0 - 5P<t-►J DI -EL I2 )(41 /Yin) = 97/S` 50 /,/7 50/ 2/, 2‘ / 71/774- m A. POOF \77- X99 /o/� 12 (12- Ps _ = kY/ 147 — , /33 (ifIA-41//) Tz-- 143 44 9A/4 /, 2 - 3 /2v off- Gvr/r. (/ As 131 ()I-PSF 1644 4 = ki/ 1lrry _ • /33 (1644 -4%) = /2/! 3 -s— so 219#I1 - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. 2 ' OF CALCULATED BY L7/1! DATE zoo KI EA Look-pv.141 FRotrr GfrUns, yrV as $ IZoo• d” 71 .(o1,` ' A.s.A ft61 Leal, I Z/ Aso 0 © 0 0 [21* -8W}-/ - ' 1,4 /► ASD [21'-8W}J ♦ I 0 • 0 L a#260 3N 16K [21'-814' #..IA# # 41 36G 4N 14K -{22•-1G- TW. . GRID V) V ' 280 3N 16K \Y21•-84-] 360 4N 16K 24'-0-] 3 ROWS OF ® BRIDGING a Ian a a a 0.4 I '47 280 3N 16K 36G 4N 16K 0 1 N • O 1 a \-[22'-10- TYP. • GRID d 3 ROWS OF BRIDGING x[21•-8141 �1 V f -2Z > i I15'-O#- /pi ! —j 1 • r` - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. NIoP.nnF.A =C CALCULATED BY 21 - 474.00#/1( v= 25293.2 N./ 460.00#/If 110.00 443.00#/If N./ 447.00#/If T I v= 24888.8 Vor meAA, 25293.17 -24868.83 2* 6 / 'e eE ' '.✓ 0,t 64/44 2516 2 /a */ . /32� 04/046 /.s7ryry4/ pa"j 065104/ 64/4 4°4-14 e." 4, e." t97/0- ' //21 2.11261 IIZ 2469 2/o /t C io 4 0 / 4Z4 1 OEs/ /. • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 4/ne/i z. SHEET NO. CALCULATED BY OF DATE = 9zioz® .iect)(1t24.)= 24 171 */I z E.: it- Z • LLim 6 O - 0 (,) 0 • Lu WI - J 1.- U) u_ uj 0 g • < c 3 I- Wm Z I- 0 ZI- WW: M 0 0 O Y2 CI I- W uj I 0 11: 0 O C° o RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. '444PA-6 CALCULATED BY 27 424 4 t 4A I2.44/I ArsL 1c 2492 I// 71/4: 36C 5N 24'-0'] 16K SPECIAL • 7 36G 5N 16K SPECIAL 36G 5N 16K 24'-01 SPECIAL J 36G SN 16K SPECIAL [21'-e t" 41 777) 35C SN 16K SPCIAL[21'-RW 24'-0'] 36G SN 16K SPECIAL 7 1 2x6 OF -L 12 0 24'0C TYP. 2'-. 1 1 1 < 15'-0' ; Y Y 110 v4 v v Y 12.4 110 1 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 010Wi t) SHEET NO. CALCULATED BY OF DATE � I IS /1910 204 4,1 631 87ii.eps-6 /044/4/ l/j � /�2y)(/0o�� ez/2�, et/f/0 �s� 2670L u/ oNi y 5��✓b�ll LEd64 s6.q 244/I ASD (21'-8W zA at of/ ro. Or/ 07% 32G SN 18K SPECIAL 32G 4N 1BK SPECIAL 20' 0• 121'-813-1-N V , 7r V77/= /5/4', Asp iv o #/-{ i 24 6F 1. 1- • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB tIO Vlniot z SHEET NO. CALCULATED BY Biro �n1lFL.oA4i4 Entr12iknA.E (al-) ,‘& (2-� i8 SqrROOF (72-41)( 1. GY03)050) 45 � SP/0-10I2EL 12 W'-7Dr+tc 55, $46f* Id/ = Sr/ 5CoSc / 264 4/// 3/. 3 14-= / If 7 )(//) e V7,7 2525 4/4 51. h i/ 6.1P1/ V717 A-sv leg Z Ce JU O 0 U o W= w 0 u- Q. =• d �w z= 1- 0 W I- • w • 0 O • E 0 H - W • W -. wz U= O F - z - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. 3. CALCULATED BY Of DATE 414,0frin4r.,1 goridg-/ /0/o 385.00#fit 399.00#/lf 639.00#/lf v= 15224.4 75.00 -/ 15224.37 ISM /70/1 -18814.63 w6, 4 z re II 6 o o U)0 • w w -J V) LL, w g u. CO ° Z I- 0 Z 11.1 uj O - O I- • uj I 0 r - - u. 6 c.) o 1- z - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB ///0 0/ ...L�. SHEET NO. CALCULATED BY 13171 4S- WEST amp Coio,Lc A"Ec. 1.07 6.32� 6•-fi2.o Q, RE Ta's✓a✓ /rg aprooteoi cevr_coa1,E✓r. 'Mae_ 5'TMEL o ✓er 4.T �4o/2P ti go,' 47= .. T,, . 41241/2/ / /02, SV ?" //2 OF DATE (dcsz) (46.0) • \\ fI-�� ,,-, a; • cf 1 I~ -:-�- -----.-R-- C 1 k Ca Ac Vw . 1 • � o k ^ '� Q J R % v v kJ 0 N 0 'A'✓IIf3YAiWLVraiti grdN 'L,fY�'tY�wtre, u'uxxurta - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB A4froxe) SHEET NO. OF CALCULATED BY ��!1• ' ' DATE �I 6710/424 F1E4nE.ir LWs/4.✓, ez5 bol<s; S.3bK 34 AsD 14 (0/444 /.She ' BeamPro - version (6.4 - 32 bit) 494.00#/It v= 26286.5 N./ 480.00#/If 110.00 455.00#/1f v 469.00#/If v= 25828.3 v 26286.47 • 707286.50 (#) -25628.28 nek/7, vklue-ic ametn w142 -)1045 INPUT FILE NAME ====> DATE ____> MMENTS -___> -1542.6825 c:\untitled.cb 11/9/2004 3:53:48 PM (ft-#) (in) W re I O 0 cto wo W I W 0. 2 u a =• a I—w Z� Z I - w • w. Uco� CI H W • w H �. 11.Z W • =: 0 Z BeamPro - version (6.4 - 32 bit) 5/0472. Mook"eetir r-4 8 385.00#/If v= 15224.4 399.00#/It 75.00 639.00#/If v= 18814.6 D 15224.37 299586.13 0.00 INPUT FILE NAME ====> DATE MMENTS =___> ====> ====> c:\untitied.cb 11/9/2004 3:41:38 PM (ft-#) (in) 2 F" W O 0 cn 0 W= LL W 0 LL Qcn• . =d 1--W Z 1- 0 Z I- W w U❑ O N. ❑ 1 - W • W l ~ til Z O 1- Z - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Wo/vioze4 SHEET NO. CALCULATED BY COC.Cie-C-77)er iSG.E.,v7e t r'S - ge. , /6 zo . z• 6 /6/1./ T =52.x. . o (g It (-r Jsso►.� 0 0 ,71 /.2-6--* ; C t 4,1 O/2 6: 9. 1-) 4 en, :/4 �, s,.4. 9.5.2.7. oc ,4-Sce =SZQE QE -Ltc-F LI" o F. 40124t-Wrrn.. r-Q(Lc-yrs C1/4/ • -2(60 Cd..) vi B 4-R wp.t,L REQPA —1^6 KN►V-E"� ��w = . 3-� 1= E . 3 (.1o1)( ��G (lb ki) _ ,6`7 t` l5 j 13A-12 N n•� = 2`0 q S, 2 2 tore 4sc-E a,s A# /• 2 4e. co c/a $77 Ss /A/c.e.E 4--s e 4-7 e4iz Dsvaziain h7 . ' Jd c--43 db- 4 -Vu Act 31i'-02 17,2,E Cc(— 441 FE ye F .4 . (Zieci) . " (I°I'\) (tc - 2oS2 A- c.c_ova6 -E. tt CA-Ette- 141F-cto IL- "to stkn6so, I2 .3(.701)(3/6)%)of `.7S'rc/n. • RICHARD HUDSON Se ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com 6�OGG GTO ED/¢0s0/14.4-ev.w. JOB SHEET NO. tilE,rtmc-6 �r 3s• CALCULATED BY OF DATE I 19 t O r q& Aso 4.4 r-0 ; los( .(s-') ! fi (i0) F = 22.5' 12.E- si s Teo SZ.o = 2,0 I 2-904 Aso '4s,D. r w- oaw0s70 1>•`'' e 0 �QV' e/IV 40V dirrsolootg ? gid CASA = qO 4,s-171 4 .•0/ ia i-` s C e 0• .Z,o) 1.4 - 04-sil -rteiSLe. 14% \ J0oo PS; J _ PSA -U eO 5.' K/ 5-N o , 4 1,0 4s = 3" 214 I, Eil'LI ra J,— �1r p , KID dello e1 i 44Q Imo) if b LA -UC., ()se 4'1 ki ti a . G (v/10,v67 frrrok fE f.) /4/ , ) 4-w cel O 0 wI �u w 0 Da =• w Z� zo • w U� O N CI ww uo uiz =. o~ z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Alo1 K{o F/'Fo SHEET NO. CALCULATED BY 3q ag-tv, -Bo c .rs G SAA, o R C L c- tA Asn D RM U- M= e� „ <4 i vii, �. 4O*/i DL 0 IL Ye -7- (jL) 3/,IIcz5 k 325 sc, ok M=C �.) 034)1-- 7s16/ 16o H 416X5'- OK. . - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. Klogm so CALCULATED BY 1 OF 1 i DATE C ELS EiNtr, -. Z 'Z 0 48L ,57 r;sD dm k (4)0 tit-WWwft \ C3i #t' 1 Vitt75,i,14 ik/600"A/Ecriar/ c 4 - -r 10 _st (�D 0 a totS C t4„ari ki .°N S. 2e-0 As K Ni- 6111F-04/1 I-0kb, SLE o 2-, o d l 12-1 w fu 7.0 0i 1'52– tr1T (,Sz') r_-_.79" 0 152 - (is± 15'-2' (t/1') ` /o ie 15-2 11 1v)-(:," 3- 4) KA . �� � tI,��t . 5 /Ir. = `I ,7211M-77)-3-- •tft. 411110 e�") 4 S/" 8 3 41 qs,i 11 %105, �� ,,ij59W,4 5 �,►� 152- lyr+t5L2"+ .0-) /6`► 5 X.110 / � r s�r5,; /"0-- s-/�,/rte/%-//.-i/�l0-/s-:`k/C T - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. CALCULATED BY 41 STivi OF DATE 4 (� 0 CoLLE,c-roR Cohn Vo 4c y Lo4rp TAr at, () 4'] Oben s-rE1-ocATiO4, �z LoA' rt @ 'I"oP C 44.- c I BA12 _)(.6o4 t, Y4 (1, (6oKOnc; = 4s ; '� /r6 _ 411‹,_ 2 v- 141 D P46cq 4 E r . • r -1 3/g>(//11121X ?4.6" t 4S=.,Zau'7Tztio. M.�F<114.11 4G K 33 3/J x,c/421 � �+011 Top' .6 (%1/42.J \deco, LE.kia-r4 , ,, A R .-z-- .s(•%1Y 76)(it) .7= te/ii w u /8 '/ op t c,/SG. 2.,S /4//ii (`j " E f/ -SiCC, _iV4 s-rvos - a41_14 - `V • l 1, it-\ 1/I ____ 4.4-11 S' �3 '3' syvn for �Q,V 1 4,0 s-rvos, .I I1 Ii) 11 II II ib I z Z • W _1U U O 0 W= I - COIL W O lL Q =• d I- 1-U Z= ZO W U� 0- 0 WW u.o wz U= O~ z - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Noruv7E0 SHEET NO. CALCULATED BY 42 o4.1 -rte CoA c re , Ac 13IS-b2 Appe-4 D 1X AtNCt-4oRs Ind s3+EA-r S-i'1E.�L s-ntEN�-f4 or ANtc,t-k-oK tkt 5 r IJ�,I .� = 4 (Tr (-5-e)(6s,coo Ps,� = 11+, 61K Otk-z. (05-(0-144)e- 4//6.,4 v5 ' v/` 4.50 63K h CO1,lc IZ-g ..-riE, $12 A-rCoo-r s-ritr G0-4 or -k (C. los -isAlz . D b ,2 261''A' .41) \°-i,,51-4) . ,&y = i s (2v') ( ? %y" = zbr 44' ..(1,sc,)(g c,) \t‘Pc,‘ of , I: Va. ?- AV' 5/1 4./fp i 6‘0 4,, 4, 6e• Ak,/ 4,;p t; ' 4, ° t'-' 115(2419 t (30-5) 1- Ca i -'t ka ,ttiti` , 06'4, (10)4\1 q: ' �'° 11, S„ 0.2 \%b = 5(3 01c (C,) (t -2c1) oti(i oft ClhC(l.'M-EVr 1211-0M - - �-- 0,6 -rte (le 2 ) wf:76"4'2'< !tS C, Tr. ;6 fj1,:u\,( 4/04, 7 =0,14 0,3 "2' - 'II ' Vciz ` . Ci ) _ 1 01 w (VCio= . 6S 6 014) - '21 k -63 CPVcAvb-?. ;°3u. bi • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com (Cr JOB Klotgo, E SHEET NO. 4 CALCULATED BY OF DATE CCtE-1E 10 WT. STILE-O�ITk1C }o K S ps2., 1)6,3.1 20 1C -P c r\I c (t1 ecr I,C(C)r- 1.C" et4sc_tc boa L -o 014sl aci e2 r c oq at , -rla , • 0 ,� \� 22sa" t 4rJ - [i / (1.5 \L� e_ 43 1I` t_ [Ins ' b t` kJ_ 9(s\)2 = 147 13,1 I zzS" ak_ - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. CALCULATED BY 44 SjtA OF \DATE w @ 9eia y. a 8)3 SI UtrIrA at/ aviroil = . ?1.3 /. A •I 6 • W D1j44, Goo (52_1+35'9 A- k C -. L - (34l)\) (/• 9437= 41' uc-r - 64/*4 R (E39'-- '-(WL" + 2z V) / , 91 -Pi = 4-1< ocr A _ 43 , a - 740) 1 102 " 0)4(v c&'_), — ((yL . cl43 4 DieC(.-r . As = 7;'G 6 S ►� 7((p) • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 1\1142441, ts0 .1E SHEET NO. 45 CALCULATED BY OF DATE I,IoS cc.C.Ec7o42 @ q-124 St4-E s-NiaS e t-- c&. esK SNOS Of 40 8,0 /8 .5 C sP P L � 41 4 + s-rvaAy) / s760c6 s44-sA-g.viku,s s@ 5gl5/6'10 L),N,s,@ (Lo "o s-rvio_s AJ) WietzCCS.._ is:5K s/d5" c45 L3,44 is C4 sizA.sm SNI) Rom (%7)( %(4)0()) ` 4,6 it/ift /5,3 k 3,3# O je Weca fi 15A -K, V,, 6 �� Mie./. i,/°5,o,Ec 6e/0 43 //V d,Ma % %, /</ 7€./s/ o �✓ 7+ = I /34 " 4. es; (/.'3) yK 7 0�,3 at. eZ X2 /z 1( % " /kJ 50(44-77E, sta - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /l/0/LM,E/, .. SHEET NO. 46 OF / a CALCULATED BY E l DATE // el /05 P ill e = 61, dilu0 8 m 6,1 1 Fowl Acb /! 1 ft -Acs r-orue. O{ t-, 0 7 0 r0 4,3 di 4- 0 1 sk 0 c. a N i ‘41V,V 0 k 0 N 13 3 N. 3 / 0 N N / 0 0 5 tO r i r 43.21( 440x6 &1 C 2�Y64" `2/2X.*a . I n = 6,3K. 49) i'4' Z, v rem r4..EXh-ga- I tA-P►r le -A-(9641%. , 6/.4 - 6,3 Si /0, / 4/, k,7, 4 - 4.$) 1-2- r-- 41.o134/, lint1T skelkA (2 i -rE13 rS1 1/441sAtit. WAtL ' - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 • SEATTLE, WASHINGTON 98122 206.321-6160 • Fax 206-324-6248 rh•ads on@hudsonengineers Fom �U�T=90( t 1UQ 5 N II - 0 JOB /1/0/smso It SHEET NO. CALCULATED BY OF DATE <4.,./Ag k IC 0 � EA, _ Uhl l r ortm kS D -� . �►- = �H 7i 4 Dt:--ort-Ce, f'.1-1 45° o g 6 x4o�4-� tn(d5q.. I33 = �4u 12 12)A04,,,E, Oc?T k/tI44r or •.s rrl 61P° of 59_6152.. = 2Ago-/ (moo l) 454 0 . s++EAi, ISSs /37-5,6 8y S ftsfeirc_ kl�h c • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. 48 CALCULATED BY 8774 OF DATE -U,_V h�/c/ ST�crr �� E.c.r oFJ. 4sce.7 vo/ZST G 4-S LOC •a7-/ 112 ALL -04/ 46us STIz,F ss 91zihtt 'le 4 sCE7 q,s, 2,' , (-I lNca- ttss064.0\Jso o' o 4 I— 2. (1-0#0 0.01,Att,.JPcrioNis 34-s) is = SZ, De. -L D.2 S�s� 88,2-4 �. oficS t f0tJ g&GT10til a w 4 t3- 2.3 fo -r4-ts Fo VI az v(/ -3 (.')0'J) ( =11-1)(10)(1.1-) - j`/1 re/42.5(511x l R t r -r' 34-rxsnx 119" (./)(l4' = �3K 36 y(1,2.) n _ _ 31"" _ 101z icsi 26 (--t /462(1111-e-& 4( 44) 63/6 > 3512461) xf-SED � a� 26,L j > 10,2 `, 3 (,ion) (5711:6(10(1,2) _ 5,414 6;4 a (jive) sf* qvi. '3 (• 01)( 546(10)6.7 -= 5.4 % 5.6 '8�n (g'/) = 411-. 3 /2.7kC �,4 , PY (2)(u)) c(#44) 26-/41 C&) 12741 2,4444"" - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB ►VOeott3 SHEET NO. CALCULATED BY 4q 13.1 JA OF DATE 1 / 2( (OS �R- ur Coy J c -r \do ra- -r c -s £. 1-0 cArr to Nit (CN-sc- lc) c 2r o 5 4 p.3 r- Sle,QE.+0,2So I SI( £Gt< do 1,1 KlE G 1 o r.1 op C- 2.3 IJ�-TAryL ks n 421i. s (1) 1�c3`O 4 ,2'5 SG IO'2 (6)(10 4 -4180c. -r) r-- 61.2-/ 19,5 < (I12 -to =0b gw /FS D 1/2")(101(X144-" T V21°X 12")(6 4 " (A 1-Rt-"--77Xi'z5 6'+" -ro i,3/&xx.c tl - 1A1' (As0) f 3�ffr�3'tSrt ok • 3(•901)(3/14:X10)(1:9 = 3.34%1 •S+1411;410") = rv'% I q, e.014 O iC fes, _ •S6701)(N000)((,z) = 3,5Vit g, 9+1465") = 2l ) 9 etee z/ /WO 44_ (1a) . . 3 (/t) (/-)(o) L 6,21y,‘,1 6,7 4/� y, (44;,) 1114 )9 hg" : ,`c B 6k.< 20612" aa� , 46 al' (.0‘3. _ fit` .66 56M z /•z E.- =. (144)-c. 4r7 Vor 45.92k 412 Loads: BLC 3, Earthquake Load Richard Hudson & Associa. Benjamin J. McCann H0439 Normed_II Drag strut design January 21, 2005 2:51 PM Normed_Drag strut_DL LL_EL,r2d Z I W UCO 0 CO LJ CO uJ 0 gJ ll.. =d � W Z I- O Z D 0 i/1. LU W I U. t— _0 wZ U =. O 1— z z z -.25k/ft Loads: BLC 2, Live Load Richard Hudson & Associai. Benjamin J. McCann H0439 1 Normed_II Drag strut design S' a. [January 21, 2005 2:31 PM Normed_Drag_strut_DL_LL_EL.r2d 1 zz '- W re 2 JU U O' tn• w0 WI 1- u. w O. g a. a =W z zi- UJ uj O • No. W W. IU` u_17 - = O ujco Z' H =' 0 z -.12k/ft Loads: BLC 1, Dead Ipad Richard Hudson & Associal. Benjamin J. McCann H0439 Normed_II Drag strut design January 21, 2005 2:30 PM Normed Drag_strut_DL_LL EL,r2d Company : Richard Hudson & Associates_ Designer : Benjamin J. McCann Job Number : H0439 Normed II Drag strut design 53 January 21, 2005 2:54 PM Checked By: Global ;Steel Code AS ISC 9th, AISI 99 Allowable Stress Increase Factor (ASIF) 17 1.000 Include Shear Deformation Yes Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Merge Tolerance (in) .12 Materials (General) /ISO ?Z 4 o 45a /A/c ,t- -4SF. Material Label Young's Modulus (ksi) Shear Modulus (ksi) Poisson's Thermal Coef. Ratio (per 10A5 F Weight Density k/ft^3) STL 29000 11154 .3 .65 .49 Yield Stress (ksi) 36 Sections Section Label Database Shane Material Label Area in A2 SA SA I (90,270) 0.180) (90.270 in^4 I (0,180) inA4 SEC1 W12X58 STL 17 1.2 1.2 107 475 SEC2 STL .1 1.2 1.2 1 1 SEC3 STL 1 1.2 1.2 1 1 1 1 Joint Coordinates Joint Label X Coordinate (ft) Y Coordinate (ft) N1 0 0 Joint Temperature (F) 0 N2 40 0 0 Boundary Conditions Joint Label X Translation k/in ( Y Translation k/in Rotation (k-ft/rad ) N2 Reaction Reaction N1 Reaction Member Data Member Label I Joint J Joint Rotate (degrees) M1 7 N1 N2 Shape/ Section Set SEC1 Material Phys End Releases End Offsets Inactive Set Memb I -End J -End I -End J -End Code Length TOM AVM AVM (i) ON Di STL Y 1 1 40 Steel Design / NDS Parameters Member Label M1 Section Length Lb out Set Ie out (ft) (ft) SEC1 1 40 2 Lb in le in (ft) 40 L_comp Cb Sway Ie_bend K out K in CH Cm B out in R (ft) 40 1 1 i i i 0. Wood Material Parameters Wood Set NDS Species Therm Weight Label Database Fb Ft Fv Fc E Poisson's Coef. Density (ksi)ksi) (ksi) (ksi) (ksi) Cm Cr E mod Ratio (10A5 F) _(k/ft^3) No Data to Print ... Redesign Criteria Section Set Max Depth Min Depth Max Width (in) in (in) No Data to Print ... Min Width Max Code Check Min Code Check L) RISA -20 Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_Drag_strut_DL_LL_EL.r2d] Page 1 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : HO439 Normed_II Drag strut design 54 January 21, 2005 2:54 PM Checked By: Basic Load Case Data BLC No. Basic Load Case Description Category Code Category Description Gravity X Y Load Type Totals Joint Point Direct Dist. 1 Dead load DL Dead Load y 3 -3.011e-3 1 1 2 Live Load LL Live Load 4 , 1 N2 1 3 Earthquake Load EL Earthquake Load 1.031e-2 1 1 1 1 0.000 1 Joint Loads/Enforced Displacements, Category : EL. BLC 3 : Earthquake Load Joint Label [Woad or [Misplacement Direction Magnitude (k, k -ft, in, rad N1 L X 45.92 Member Direct Distributed Loads, Category : DL, BLC 1 : Dead load Member Label Direction Start Magnitude (k/ft, F) End Magnitude (k/ft, F) Start Location (ft or %) End Location (ft or % 0 1 100 M1 Y -.12 -.12 Member Direct Distributed Loads. Category : LL, BLC 2 : Live Load Member Label Direction Start Magnitude End Magnitude (k/ft, F) (k/ft, F) Start Location (ftor%) End Location (ft or %) M1 Y -.25 -.25 0 100 Load Combinations Num Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor 1 max IBC 16-13 i y 3 -3.011e-3 1 DL 1 LL 1 0.000 4 , 1 N2 max 0.000 2 0.000 3 1.031e-2 1 1 1 min 0.000 1 0.000 1 3.011e-3 2 1 IBC 16-17 max y 1 14.8 1 DL 1 EL .715 LL 1 3 ! IBC 16-18 ( y 1 1 1 DL .9 EL .715 1 Envelope Joint Displacements Joint Label X Translate Y Translate in) Lc (in) Lc Rotate radians L N1 max .032 2 0.000 3 -3.011e-3 3 min 0.000 1 0.000 1 -1.031e-2 1 N2 max 0.000 2 0.000 3 1.031e-2 1 1 1 min 0.000 1 0.000 1 3.011e-3 3 Envelope Reactions Joint Label X Force k Y Force Lc (k) Moment Lc (k -ft) N2 max 0.000 1 7.4 1 0.000 1 min -32.833 2 2.16 3 0.000 1 N1 max 0.000 1 7.4 1 0.000 1 min i 0.000 1 2.16 3 0.000 1 Reaction Totals : max 0.000 1 14.8 1 min -32.833 2 4.32 3 Envelope Drift Report Story Number X Direction Joint Label Drift Lc % of Ht. (in) No Stories Defined... RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_Drag_strut_DL_LL_EL.r2d] Page 2 Company : Richard Hudson & Associates. Designer : Benjamin J. McCann Job Number : H0439 Normed_II Drag strut design CJS January 21, 2005 2:54 PM Checked By: Envelope Alternate Shapes Section Member Set Label Replacement Suggested Alternate Shapes 1st Choice 2nd Choice 3rd Choice Redesign Not Performed... Material Takeoff Material Shape STL 1 W12X58 Envelope Member Section perces Member Label Section Length (ft) 40 1 2.314 Weight (k) Axial Lc Shear Lc Moment Lc (kl () ( ) k k M1 1 max 32.833 2 7.4 1 0 1 0 1 min 0 1 2.16 3 0 1 2 max 32.833 2 3.7 1 -16.2 3 2 I min 0 1 1.08 3 -55.5 1 3 max 32.833 2 1 0 1 1 -21.6 3 3 min 0 1! 0 1 1 -74 1 4 max 32.833 2 1 -1.08 3 -16.2 3 min min 0 1 I -3.7 1 -55.5 1 5 max 32.833 2 -2.16 3 0 1 8.546 min 0 1 -7.4 1 0 1 Envelope Member Stresses Member Label Section Axial ksi) Lc Shear (ksi) Bending top Bending bot Lc (ksi) Lc (ksi) Lc M 1 1 max 1.931 2 12.024 1 0 1 0 1 min 1 0 min 0 1 I .591 3 0 1 0 1 1 2 max 1.931 2 I 1.012 1 8.546 1 -2.494 1 3 3 min 0 1! .295 3 2.494 3 -8.546 1 1 3 max 1.931 2 1 0 1 11.394 1 -3.326 1 3 1 I 0 min 0 1 1 0 1 3.326 3-11.3941 0 1 4 max 1.931 2 ! -.295 3 8.546 1 -2.494 ! 3 min 0 1 1 -1.012 1 2.494 3 -8.546 ! 1 5 max 1.931 2 1 -.591 3 1 0 1 0 1 min 0 1 1 -2.024 1 1 0 1 0 1 Envelope Member Deflections Member Label Section x -Translate Lc y -Translate Lc (n) Uy Ratio Lc in) (in M1 1 max .032 2 ! 0 1 NC min 1 0 1 1 0 1 NC 2 max .024 2 ! -.322 3 1491.77 3 min 0 1 1 -1.102 1 435.435 1 3 max .016 1 2! -.452 3! 1062.886 3 min 0 1! -1.547 1 1 310.248 1 4 max I .008 2 I -.322 3! 1491.77 3 min I 0 1 1 -1.102 1 1435.435 1 5 max 0 1 0 1 NC min 0 1 0 1 NC Envelope Member MSC ASD 9th Code Checks Member Label M1 Code k Loc .962 -I--20 2 Shear Chk Loc (ft) .141 I 40 Lc 1 ASD Eqn. Message H1-1 RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_Drag_strut_DL_LL_EL.r2d] Page 3 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : HO439 Normed_iI Drag strut design January 21, 2005 2:55 PM Checked By: Envelope Member MSC ASD 9th Code Details Member Label Lc Fa Ft Fb (ksi) (ksi) (ksi) M1 2 14.109 21.6 13.139 Cb 1 Cm .85 Envelope Member NDS Code Checks Member Label Code Chk Loc (ft) Lc Shear Chk Loc (ft) Lc Eqn Message No Data to Print... Envelo • e Member NDS Code Details Member Label Fc' Lc (ksi) Ft' (ksi) Fb' (ksi) Fv' (ksi) No Data to Print... Envelope Member ASD AISI 99 Code Checks Label Code Chk Loc Shear Chk Loc (ft) Lc (ft) Lc ASD Eqn. Message No Data to Print... Envelope Member ASD AISI 99 Code Details Label Pn Tn Mn Lc (k) (k) (k -ft) Cb Cm RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\Desktop\Normed_Drag_strut_DL_LL_EL.r2d] Page 4 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. Nlopsti CALCULATED BY OF ! 1 DATE 11 102 /-543 CoPeo RE -cT/o/ Co.ifs, 044-T/ods e't'ir EL I-� oVEtc � Foggy, z;.,L ` /2ps,c L L :--25/06 i Ty/ �.6 o`i 4..)(101-01)0,..+2.5). 7,¢Kk Mme Sl+o)ZT seA metol 2E s isri nlGf Mom eArr- 12.I Z. = 12I Kin (12 tn) = 10,IK10 ` I16(= 2,r/4 I� ) 4- in 661?ks61.3� 22 l I�. yJIz.)c58 COPE.b SrAeric s, -R M 0 :, M=v(¢) M =� 7 ( 2.5 Sips 11147E. N\-=3..14— By IF II 7 4•`� 'EM-r'oJ F fEl . D. 9 I011 5 = i � = 92.1n _ �1.3It a= 30- Fek) it (I0" r/e 4 1.25(2. 1") 44 In ASCt s 3 \ sec.I-1o►•.l = 2 (46> = qtr Ic/t4e42,4nici Wes 4 -fop FL RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. CALCULATED BY 44c.c.otAh4rts cde. OF DATE • 4.7147 ter, ...IA( &1e." - W12/ 56 CoPEo esicrida Codsme z.477.oAIS: 4i at..0 Vie -E5 -St EAK 84, sTeet. \a/ IS; e 34 it -s F; , 4 ri . 24 ,411).e /4.# les" A ..y6 at(g 9 4 , 2 2S r '1 Afrit-Eal ak) Sc -5 - ki z.s.-0.4 es id ii/c/ 0/c. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Niortikaf..6 SHEET NO. CALCULATED BY OF � DATE If 104- Mc- /620.3,1 . F3 SID,-; 1�%w sus fotZ-cbA 4r -Ive oF q/Z/L3i E L. /620.2.7, o.s//Ss 044 ‘t c 8 ,kcizzo(8.4=k) mss= .9z9 \!-(4")(4('\'XoPcc- is = 8.CK 6.34-1ofzg37 ." pc,� =400 yrs IE 4x ,q1,1 (i.oj e45(-2. fx-F 4. 2, 4 9.8 of 4 ( 1 : 1-0')(1.4)652) 'got= ✓ - S Wv/z,64- 1,0 •a! 2� _• W re_ .8 (ir)(03)(/ iseLP) loBPc.r- 9iez0 .. �12QIJT Et.x.V 4i 7 b+J . Q /z ")( /3" 4.2 moor. SPi L 1/2 FLooJZ SPA -K PEL VZ coLQnelnl DUB 46413 Sp#-*lo(tEL (714-1//)( lid)( 22.) (k) _ ��9s (7i1//2 (21r)(J/--) Q) = (i')(I 1r') z1h') (459) (',")(z')(4) (,7)x = /7t 1/2-1-D rare -%-to z atia�Nn. _ (00,67i1p4tt) = s-5-76* • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB NOPtlE6 SHEET NO. Go OF CALCULATED BY DATE tskntc_ 5Dn e.EQ @ Tp .4.2 PoF �oA44�EL y2. Goc. rrv1.1/5 (t cats . @,4 ca -15(11(7)(42./c)( I So) `2973 (32e)(4(tgl)(170 46 #t . EJ (' »)(4")(t%)C►6t =X600 ©WE -i4 �pAYJ�rL�-r_ C �� [ � (41)(2')(10,sY1 so) l6o I Gowrn til c'_) E] (11)(1405°)(i) = 563 ii -ra • * LEva t., � /0, off,` 1,4 -rb re-oNi Durr— . fc7z-r65)(0)(Ifi) (/�,o) r-- 5..s.t•) is .legs rfr,4 94e Loo F Spa -^.l p t2E 4-- %2 FL oo rZ so .--A.-/4 rtat- * Coc.4,4"A./S OVE/244 Ef41 4a•I-,v6/2€6. (1,11)( (-4*.)(�•���'�� rte) ((Lon (l(/.)(IS') (±)( (4)(12)(4• ±)((4)(J)(4?') 12 y To P-coic44 — —� c4 * � /To rtIO. (8X)soX.*'4s» c 41-1` • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /Vo/2474EL . i / SHEET NO. OF CALCULATED BY Tspvi SE/5407/G I /ZGASS & 7"8p Ole I i4L.L t/214 y.c5 - /0 Att-.6 Goohd S AI il-uyF Sp Ar/ pItEL-. y2 r rt4�E,�. Gou,,.�,nJSJ (A) GIs. /o DVE i4 EA SP Jc r2 . coc.iviz c / A 4E. 4o•4io S e i��rlt c4'r/ JS Yz —fo izOOlG L��ct 4 —r -o gicou C7 -411'X/4.& '5a) e 2Z4 t (2/44.13r -3-01t ) (lie 1-o'' ( 0-;150) ` aoo ((& I4X° )/ 56 46- 0.1 (1's)(t Xisci)= Cv4111"✓ 1;e..467 -740,...e5 Y2, 1=4_0o4 Srds /aiz (2) %8/6 (4.%)(I. 4) ')(I) if - 4.)(')( )(') /.6') (iso) �� ( /) 1/1J/' -'') 9.00141 o VeitAio,4-4 i(e±-4)1Y/04/)( z ) ifs -o 4 12, Aic ((t')iv °)4- X-tv r� . // 2 ri 4/2--r0ram, =(g1I,oY,gct//245`- 8$67# z • z -5 w U o co w 0 2 �_ =w H= Z Z ILI • w O O H wW :- Li.o « z. Uco 1= � z RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. CALCULATED BY B.1 OF � DATE 14 1 ion PU/LGo-s 4 D/e w iL 9/a / / �f EhoahosCaeet,,J e /z @ I.0 a` em'/ 64.4-i . 2 �F spkorr.E1_ iFLoo�C. s lQrr-tr_ C241.1 \11,‘Y (it)= 8?04 i`') (6, �C�VD)=- o (1 1-0)(19r) IN(,P'Mr* 2 (2it')l2'X( 'Xis -0) = 46yft . n�f;r-- .8641A1)(923%10 Qte4 r q 9r 4- E ed 2 FLoo1 5100 -NIC n . Coc-v CE iteteozeltic6 agit 3S;5 So19 IbM/A 3---.�. rAdc.4 3(74. /8 = .gc4c# Zoe.40-r--,01/4zr . (-)CIh iso): 530 (Al )(2,r)(it 150)1-- ( )(1/NtY0s0) 24rK•tt. ONeEit tlSpm Clz-e -L A-vi)(aft) 050) = ,$%qui) • �6�-65 = 50 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. Nowa^moo 63 CALCULATED BY OF DATE l l o4. 9d 5J e de—E 4r T o,c 1,4,4 9.x., 95 Pm S C 1) .� (13e Iso /9564 ,...00rz 0it i Com) 24( IS,S10) =4 0057 4- .1. Coc. v,v1 n) O')(tytyalso) z 33co- QlE#kn A-Iv(4)(7)(1.3c)(15;)=- '%)')_ ✓'� '1 /o __ -* So►_Coc..vAn tins z(z4)(414-1-,,s1 130) = 87745; y2 ors 4 - ?40F /EL, = S b (121) ('M) ywool J • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. CALCULATED BY 6� 1/B4.442ohl/ .t.e1 , /#4 SAS , OF 1 1 DATE 1 6 04 VikoPPAig44•41s1107k/00.1 44/4 Ssisaapi- 14#401- /41//r. /41/9r. 74 4 $1, `tilt ', 11,102 4s444 266 193 Isco- 4d ( �\ zicL /► ?qQ 12444. 12146 'ell \4o / 20 IOi °144.1 12221 4074/ * CONZ/ E.It-TIh.I(9 17z 4 u t-DlLN'1 1 oro , 191 384/rt 8360 -f 83 - -Vr Io_ 490 /(3"t / 5 #4 f 24-c5 so' 2q/ �7l 490t /Or= r9c34// io s6,' P/,YrtAft.44 . RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB 1\lop_AitE43 T4. SHEET NO. 65 OF CALCULATED BY v= 12705.0 598.00#/If v 40.00 DATE It tt 41414Errw- I�,tatA Shubl 747.00#/If v= 14195.0 12705.00 v= 12007.3 747.00#/If V 37.00 598.00#/If -14195.00 v= 11161.7 V 12007.34 (#) 11161.66 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS - 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB M011. M Pi.O r SHEET NO. v v OF CALCULATED BY ETvi DATE I 0 /o 1 598.00#/If 1 747.00#/If v= 12148.3 40.00 N./ n v= 13283.8 V 12146.25 747.00#/If 598.00#/If (#) -13263.75 v= 12221.1 35.00 n v= 10943.9 V /9S 12221.07 (#) -10943.93 • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB / VDI/�fv �+F SHEET NO. 40 - CALCULATED BY Eipo OF JJ DATE // Se 4 irAip fiwoor /9449 4vuo3 9► to c 14 16513 /9 907 /94S4/1 9044/ 211.1504 • 12 i .554o + /616 + '7Yf 6 4 PS 40 = re5 -r/, 260pAx c. Conk /- 77A 1C7 t 1 C-0/ / C. X/4 r03o (2) 14 -6'4 -ilk 3t/-43/4 Sz3f10V = 63//�c� To 4 a vs /rlotdt1 /44 *t — //%A 44/ /A'/Gn °ski e51 - s'' w ^', c 3414 ` / 6cuig/i _1st - 1,4„ VEL 5,oli-+J4tA_ /40 4- /ob , RICHARD HUDSON &ASSOCIATES. INC. RICHARD 8' ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. /14fioseo 47:4 CALCULATED BY OF ..DATE /I v= 18512.7 631.00#1lf 52.00 742.00#/lf v= 17409.3 . 18512.73 1658.00#/If 742.00#/lf #) -17409.27 n v= 27130.7 35.00 v= 19907.3 V 95 27130.88 (#) -19907.34 • RICHARD HUDSON Se ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB Now e,d 1 SHEET NO. 6 / CALCULATED BY 1 DATE 111 y AZA �S /96 SMALL S,ig .2:1/47aM2arcl,vi 2,16.firA4p 11111 ga' .B A/E / : ZS- 3 q QE. , tro RICHARD HUDSON 8e ASSOCIATES, INC. Joe A/0/14,44-4) r CONSULTING ENGINEERS SHEET NO. OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY DATE i / r o 4/ 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com 2s3 4, *-E. Z\ v= 1797.2 40.00 639.00#/lf 1 v= 7787.8 1797.19 (#) -7787.81 1 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB NIO(?MEz . SHEET NO. CALCULATED BY %/ OF DATE 10 15101 - •1/aL LL 777 DI - 777 LL 7/701- 7777LL L _ Az . 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JOB NI 0 /21A rrb SHEET NO. .12g CONSULTING ENGINEERS OF DATE lo IlYl0+- 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY 1711 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com MgituE... -To rounkAT-100 44- -r- 4/44 11.6.•••••••••••••••••••. •-•••••..m••••.••• 777,o2_ 777 u_ /o,s' ..V14414/4.-61; /0771.- Er7-7j .z4 06 1.4/ ----- 44.04471 tY'9c-4/ 4.30A4f/ Di_ 14 C:t314 777 LI. /2.0 t4 /0, 0 k S;VAkit.)/2' 0- L 4;e_____ --1;:73-e • (. ' - It /4 . ... • S—Kspcki3 6 = _1 0 00 to cow WI LLI uj 0 0 0 (-2 • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. 73 OF CALCULATED BY /3J DATE I O 11 (J 04 - Loa -1 E- 70 5,0k)4140nn j L�✓ .. ,cdc WEL Mt EAE.. /. 314. S}�q-tJcyt L /Eler7c4t. S 0 CoLavi NS, l0.11//,,, 62r JI4- .62 /,4k /Ole:2,3k1 501` AO- irk- /•$ k • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com I 1 Sp.4c;uQ lg'-65" JOB Nlogmez SHEET NO. 16 CALCULATED BY gri 71.1 f -242o 1 / boo 46S P -F- 127'y`� i2" • 1Z" '1'i i • —9 =. 41 t: ..1tn .9,t.' I L -L `got /,r, .96`; >r 2 LL /1 / /.3-1 ' MEI' .b3 $ ..63 . r/914;..411? t 177 L. !3.2" 3.2" 9,3'4 47.3c! �.Qµ goo, to* /.o '2 2.6 Ise Of - ME ENC._�.s`� ) if- 4.1- sow Gcadnn N3. 6,4," tee 414k- ISS DATE 1018 04 g S, df ?, iJ 14.14-x.33/=7,51' 'vie.avie. SD4-40 ��^✓EL. LEVEL 6 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB (12MA4 SHEET NO. CALCULATED BY f41 rs fiat --= 12 p5F GG Tl2DA/, 4(46. 9(( LL v- 25 PSP &o1_s 1 5 /,)4 1/ „ C0�. = (/ /(12 ) ' /2�C15 iSP) d = 3c� 6w 6000P) er.. 40oops/ =248/'4e F' '0,000ps; 44t., = (")(')(')(spc,C) 299 pc; GJ« t ('/)(.5 +6zX2s) (s iovi) = 5 e pc,F. UJ4 = 1.2D 4- 1,oL n-2) 4G 31y -oz I.2(749+ Z9g) + I,,(svo) = (4104/1 Ft_exU g 1 . M kit_LAIZ = 145 2o)Z N S 04n= its -4 (C/- a/) 4.%-t4 a �` rr2t, (� # 6 ,�� ih �a oo��� As . 86( 0/ ow) �0 PA-c-t•o 92.6Q 01-& $1)1.85 /C •b5 (171000)(1X/9 fxk. ciA . (WY. ,x)(38 ��� /2A�1 ooi6 y ` o° \" 1 2",i,(g/(/,n),r- 77e / 14 , "� > 5 7'/` / °A- /o.S 3 0 te; I/ (,45 =3/4z t (7%X ge) , 82/ 4'' /him/ 6o, zD (''7 ii)(3b-`9 • ' pi �- 60,sao • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB hlo,ZM E SHEET NO. 1 /V OF CALCULATED BY DATE l 3 1 05 goop 5P 1pa- .. - gjr0 A. (74Pj ( Com') W414). 50,4A-7- 7'0444 e0.4-1:VA./C7 �w./.o z 1 ) Io psF = Go pc.F 1„)4 11 (6o pc. • %6 ,c witz 184. 4493 1620.24 •b� ii4 0 ft4, 1 ,01)09;AV fritA - MO 2 tG l 9 �= 4.5 S WA/0 GTVIt 0A /. %. 'E m k//'/a W7rrr/! = (3'-4%Z')(1 ! d 01/4)(I5o Imo) = 8os -/1 = •4" � . sos = .4(I.o)(.929) O.) • 31-16 LI) . 3') 16, Nos /i ) . // 41 .74// E M4 E. ? Mut s 9l3 -� /per �� �h = OPtsri C . (2.o� )(k, 600) (3' &? - ) _ ,c 5 ,1 AIL •��� 4sc gfoco;(aot') %2 ,(51)11 aco 3 /V/ veioctx:1 +40 ,o00 Iv `-_/ ii = ��S ��fy 5; off' , ,� • RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB • 7 V•2/%1e4 SHEET NO. �9 CALCULATED BY 13.7771 OF DATE o 5,04w.oc- grzio 4.t IPJ Yy V1,A4 (,45A01) /6 14. G tc t.lc S 2 2 �,�� Ppott . C ts/�?lu • 213V ± (.w)(± L _ 4/s (4oc" Cs`' v N 2 Vc f i t nl 1 hAutii £141( pJpatc J E& r tar 4`,A4//,eive,•; .14A / A d '/Anew •ztv • aa•4v _ . &pia leo" (114119 = 4G ._.0020 41-G Ujd/& /ge'/o,c . . 002(lir")C7/yt") .26,/ s@Ik"Q,c, dpi o . d RICHARD HUDSON 8e ASSOCIATES, INC. JOB 1� CONSULTING ENGINEERS SHEET NO. 6/— OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 C LcuLATED By E DATE 1' gO OS 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com =2 SficA &Joc. _ act PC 5 tiJ�, z soo�� ��w/{,,o w � Sf3�o �4-G/,3, o f r9-2, /. -4„.2040./64. < Sco ,9164"jU --8e �3 iz 4K sTE.E/... �lrJ/z.E �✓%y = 1 �� / (-i'f! /05 k'/ /. 3 3 065) = /44 ,> (S#210.44. . #'4?,�- ' mit (/.3) (/t�n 4/S) (tre = g,CS2 041/7 z � r2r/i Aim 4a LA -Top SDs. RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB oIMEO JL SHEET NO. a 1 a-/ 7 OF � CALCULATED BY ► DATE 101 1.5I `4 :T g00F Sp4a-Nit to -L Smod MIA 6 potor LoA-� 9457 V atr LLA- D F-oei hll emr.. VJEi3 I>? DEK bESI I , 2 $ a ; (. 2ft. g t„0u 7:91U- 14, LL s-'/o"r� MN = gzS4(shYtfY9w-152.4'-`1 ' DA -f — l'%T2eof -7g4__) OMMK 011/1h-=' ch[Ast,i, (d%S1am. V SoGT/o.,1 gee) Fe/e. SSE -/5,-4 is Gtr =371(8 766 / /. Al4 u z �i_dr::.:., :__L.., = a8 60 000 s -- M m e4c('ll4g = 43. ( �� I �C @M�o 8 d Ill c X 2 (�-X) 2 (t 144-0'76). :-..4P18i1000+60100 2 34'0 .5i) 36'1 Mt +AN�= 34, o �- rho ,� t = 1`34- . 6� 1 ". /B " pro 4, 95 kin = 12813664. 1/1 04,1 1.- WI ti = > ok, p , 1 06.1- 18e N el . 4 CSP &4 -7-4 N147 ; I n! C -g-8 r -E.4)J I&IF.°luEletE'617 IMOSOZEtmemernozo:t ay ..Mty 'fid• •!. teW1?N."° iFW ,4'' i14 '!Y x,.$'!fl!!l�lhM. tFa'tt. . ;...)k0Y7M»vA:' .a''....!ry ...... 44r.,,,55' `.fr xnn.rm�, _. _. .�... a'FYI+JIY.Mke':C.Rwlr1.'+'1+eW.Im+ ... .. 6.0 BeamPro - version (6.4 - 32 bit) v= 17580.1 740.00#/If 21.66 35540.00# ez. v= 33988.3 D 17580.14 hvi( 185575.68 i (#) -33988.26 INPUT FILE NAME ====> :TE ====> • AIMENTS =-__> la -0.5688 c:\untitled.cb 10/15/2004 1:48:41 PM (in) Z W 6 JU 00 co W= J Fes, • LL Wo 2 g a = V' �..- W = H. ' E- Z LU uj U �. O 2. 1- I0 111 r. lU Z O - O I Z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB (� t b faM1E- SHEET NO. a7 CALCULATED BY RIM `' I OF DATE 'Poor ( P PR r�.rr- Loki.) �►z-o M Mar t. \1 e 6reios ' 1.2 - 1 • 2- 6 � Ty (4) -S -r 4 P Ars =<4 (444) I,% = /'C-X601ac8) 't') = 2-/16/, X28 �N1Mi 213,4 ":" las C.4Ece Fog Lxicri LE X41 L viz I- MODE 4000PSi 1 As = , %5 45 4 = •a5(.--f)(74-c6)--= 7,4Z1 (M) }' s� 74 aewit; s: 561:4-1 I F"'S 1 4rc.i: 70 , 1 g, ) ' 'I i .s-4,4e" r45 1 A-5 o l� carr . FA -1 La ..r. Use 64)46 SAK 1 F 4 EraToki M(AJ I M('M revs'dAJ gt_i poge-E.riEdr RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. klor Mrs D CALCULATED BY OF ' 1 DATE I0 I I Cid/ jr L o,4 -p H2O Kl M e'T'�i2, X6.(3 i tz K ?ooF S rn1DRCL- basi��! /e 2tAS I.z 4 E t s II . , = 21? 1 d v- = = X6,2 VG v� y(..55)(6,/'`) 1$; 0 `"'GI Fgz Bf- pito 29.9 ? as) (4. ?) 21.E a' /f3 4v 50 .1:)wc 4.J 60,Gna usez, =- , 66,10;9130% coo4 18" c14- 1.1E.E4 mikJi Mo s 4 7 -lett. gArAS -I-1w ea A gajNIL St otJ J2it1(c ot2[.En.-ILco' A (mar 6/2 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB klopvimo SHEET NO. V ✓ OF CALCULATED BY B 1 DATE to /!S1 O- qr.),, t Lo A, M1 M r -r -r t, We & 471g-6 Et< f2Oor SpArkleSIEiki L &4-itS l,2 * E I) I.2 - B , V/ (-1!�-")( ") _ 46. C;11.2�X 6.64 c12 SP+4-�-� �i o k \fn= +�%s = �6.�-l-�.4= 6o.oK ciVh VIA . 8s•-(60-) D .-rer-n0► I Jl .4-n o rJ OF s4e43c12. PEN, Fo gc_snn&}r Ti"e n►'JAil O. til, ) !!oo!esj STfizJ ups Racquirze4, ZokiE RICHARD HUDSON 8e ASSOCIATES, INC. JOB ki012ME CONSULTING ENGINEERS SHEET NO. E36, OF 1605 12TH AVENUE • SUITE 18� b I g 01'SEATTLE, WASHINGTON 98122 CALCULATED BY DATE 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com 44.0 IBS)o..f IJo tivovarzok, (CP -AMP 3 C�SiohJ i c c, -1400krD 514ps,i ) i • SPAJtarL. "-71(y y / C M.1 jV 11 1 p41e/wet uts�P Pi LA -S7? -1Z 1\D 0s I9Ea-0r }(,fit,EMeO' PiArd. 447%26/eAL (kP') RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB W0, -.4/A.0 SHEET NO. 137 CALCULATED BY OF � DATE >/03 5 5,04.1k//),0.64, 974.<1_41.g.z.veL -vt/ meso,,$ /04-0 // MCI( 4/*/5 rs . PL 20 p5fl /fr7.6 ; /5psP LOW/400. 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CONSULTING ENGINEERS SHEET NO. 98 OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY 8141 DATE //3 /0 S 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB /h flME 7L. vyy 40.47A/4e,--1- - 4,e (t'/,2) WiE4IC j15/5 to4'7y WA/.6 • eti _5 2" 4 V7-4." 4.! lopS� l_ // �Cp MAO 40- t4h 4. 017 per) = /9/ eigc Zoo3 09/Yor".= ?, K/M7 6/5✓14VG 4 r/ 77OA/) Vk fr H r/i = 5L2" ((1011)(4))( p,F)--r-4‘,84/1 BC Leozo.1,1 It _ Sps (,J i •3944 klki @ck_-: rAtcvofi oAJ £</, /s Z 2)yD kfAti .0,,exGT/Ox/.4-G F• Tvie , kit -L. 3/11v (44841/t) z /3 44 Uri IYIH0,4-46)fre e°y _ Gtr D` i . t o 1• a rLy of n7s, a�(;,02*,,1ov) _ .8&3 -s5 (000) (60") WIND Poe6ES C.041120-t..K(Mc liosis .l,pia�, c'`'h t MLA A= (2)//-iit Wi'Jt , C'z� #/ eke om 3, 0 2 C2- ' 8„`' lk &/7. Aln - i (.0 2)(60, 000) (g, os _ 2') d` l9z =2,6 2c, = �3 • 3 ( 'h cz-v elf axe f�� Joti 81/ RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com JOB SHEET NO. Nopewet CALCULATED BY Sei OF . 10li5/04 awivInl . C o F -ro FSu JJo Prrl okl LEi 1 LAp.Ear- LoA'n ®iruc Q� SEkVILE 1-0AiS LL" 44 TL, = 7/, rk '= I, o II �, • K I,a ►r v221 .,,,�j --V. - ‘ i swim SE 4 - Ltv%L Min/ 4- L.Ev EL DL. = 2.5's 4` U.. = $3.5'- LLii- 86'` J i,e Asc. - - - - ' LL= `fcK ME ME'v.1E Fbsr Angafri1/4/e4E K1—" /,o(2&= —' KL- ,.o(,,)= // P= 7/. s-/4 pat //q. r" Tvl 1 kr)( ,20 x 14 1( T'4 7 "X '2 "X /-I» 0k BK /4 MA/C 1 14 MAX Fi—g%i4s1 Ft r- 41=, s1 AE. Tvl q" X 't'xf ' - 'Type cam U, nl, 6 z e IL/Q Q� JU O 0 O W= W o u. < co =a FW Z= Z LJJ U � o1 - W• W LL. wz UN o � z