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HomeMy WebLinkAboutPermit D04-415 - NORMED - WAREHOUSE/OFFICE SHELLThis record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D04 -415 Normed 4320 South 131St Place RECORDS DIGITAL D- ) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page Code Exemption = 8def E plunatoty Desctriptim Statuteftle The Privacy Act of 1974 evinces Congress' intent that Personal Information — social security numbers are a private concern. As such, individuals' social security numbers are Social Security Numbers redacted to protect those individuals' privacy pursuant 5 U.S.C. sec. DR1 Generally — 5 U.S.C. sec. to 5 U.S.C. sec. 552(a), and are also exempt from 552(a); RCW 552(a); RCW disclosure under section 42.56.070(1) of the 42.56.070(1) 42.56.070(1) Washington State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card Personal Information — numbers, electronic check numbers, credit expiration 842, 866, 881 DR2 Financial Information — dates, or bank or other financial account numbers, RCW RCW 42.56.230(4 5) which are exempt from disclosure pursuant to RCW 42.56.230(5) 42.56.230(5), except when disclosure is expressly required by or governed by other law. NORMED 4310 S 131 PL D04-415 Parcel No.: Address: Suite No: Tenant: Name: Address: Owner: Name: Address: Phone: City o: 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 ?? 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 DEVELOPMENT PERMIT 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. REVISION 1: DELETE RETAINING WALLS AND GRADE SLOPES TO 1.5H:1V. D04 -415 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. doe: IBC - PERMIT Permit Number: Issue Date: Permit Expires On: Expiration Date:03 /05/2007 Steven M. Mullet, Mayor Steve Lancaster, Director D04 -415 09/20/2005 09/11/2007 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. 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. Printed: 03 -28 -2007 jl:+tAt C; .:.a via'.;• yi:.:air iv. *.av17;,t i+s.•EtiLtir3cw� .r.+:': '.::.w. ut:."�Vaa i"lY ,10;;:,;01.r+c.40.4,+... Value of Construction: 2,147,701.77 Type of Fire Protection: SPRINKLERS Type of Construction: Ill-B doc: IBC-PERMIT City 6:Tukwila 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 **continued on next page** D04-415 Steven M Mullet, Mayor Steve Lancaster, Director Fees Collected: $64,038.92 International Building Code Edition: 2003 Occupancy per IBC: 24 Printed: 03-28-2007 a • 11- w re 2 6 = -J (.) U) (/) 11J W I .J F- U) u_ . W 0 2 u z i- 0 z w w 2 n 0 C.) O- . LU u j I 0 . . z w c.) 0 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 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 Signature: Print Name : V � doc: IBC - PERMIT City o 'ukwila 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 Y Number: 0 Start Time: Volumes: Cut 4000 c.y. Start Time: 004 -415 Size (Inches): 0 End Time: Fill 3000 c.y. End Time: Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D04 -415 Issue Date: 09/20/2005 Permit Expires On: 09/11/2007 Date: (j472/01 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. Date: I 7 8/ 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. Printed: 03 -28 -2007 Parcel No.: 7349200055 Address: 4310 S 131 PL TUKW Suite No: ?? Cit y oTukwila Tenant: Name: NORMED Address: 4310 S 131 PL, TUKWILA WA 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 Owner: Name: NORMED SHAW PTN Address: PO BOX 3644, SEATTLE WA, 98124 Phone: DEVELOPMENT PERMIT 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 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 Expiration Date:03 /05/2007 Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D04 -415 Issue Date: 09/20/2005 Permit Expires On: 04/08/2007 Printed: 10 -24 -2006 z W re 2 J U 00 CO H- W O 4 _ z = 1- O z w U� 0— C:1H W u. .. z w 0 z 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 doc: IBC - PERMIT City o? Tukwila 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 **continued on next page ** D04 -415 Steven M. Mullet, Mayor Steve Lancaster, Director Printed: 10 -24 -2006 Z re 2 6 JU 0 co J = N O W u. Q N = d I- W ` I-O Z E- U 0 O N 0 1- W W H ;- IL O Iii Z • = O H Z City 61 Tukwila 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 z I H• Permit Number: D04 -415 z Issue Date: 09/20/2005 Permit Expires On: 04/08/2007 -J 0 (0 Ill J = F- 'Li O g-I u-a co I 1 ._w zI H t` O z ,-- w Sanitary Side Sewer: Y D 0 Sewer Main Extension: N Private: Public: 0 N Storm Drainage: Y o H Street Use: Y Profit: Y Non - Profit: N = U uj tL 0 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: Y Flood Control Zone: N Hauling: Y Land Altering: Y Landscape Irrigation: Y Moving Oversize Load: N Permit Center Authorized Signature' I hereby certify that I have read and -xa in d t ordinances governing this work will b: c mpli Signature: Print Name: IUIo6 "Tr (l te(60 doc: IBC - PERMIT Number: 0 Start Time: Volumes: Cut 4000 c.y. Start Time: D04 -415 Size (Inches): 0 End Time: Fill 3000 c.y. End Time: Steven M. Mullet, Mayor Steve Lancaster, Director Date: 4c tOt 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 regulating cons fUtction or the performance of work. I am authorized to sign and obtain this development permit. Date: /O. 1- 1% D!� 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. Printed: 10 -24 -2006 z CI IY r r• '111;'.','iii.A [DEPT OF 6300 CLAD rl Ic;.l.I l L I" Et'/D. TUKWILA, WA 03160 Parcel No.: 7349200055 Address: 4310 S 131 PL TUKW Suite No: ?? Tenant: Name: NORMED Address: 4310 S 131 PL, TUKWILA WA Owner: Name: NORMED SHAW PTN Address: PO BOX 3644, SEATTLE WA, 98124 Phone: DEVELOPMENT PERMIT 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 Permit Number: D04 -415 Issue Date: 09/2012005 Permit Expires On: 01/31/2007 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 p;.;,.41 %4.444;ww: ;4ya0 . • PERMIT CENTER Printed: 10 -10 -2006 CITY OF TU, <',Vli A DEPT. OF C0%; 'lei .: •I Y D : :`r.:LO'MENT 6300 ` .,I)I i ,N (E rl VD. TUKv,iiLA, WA 0:.A 13 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 doc: IBC - PERMIT * *continued on next page ** D04 -415 PERMIT CENTER Printed: 10 -10 -2006 CITY Chi' Tui<v'II .A DEPT. OF D \171.0PMENT 6300 surri-IC,F.NILTI CLVD. TUKWILA, WA 03103 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 Sanitary Side Sewer: Y Sewer Main Extension: N Private: Storm Drainage: Y Street Use: Y Profit: Y Water Main Extension: Y Private: y Water Meter: Y Permit Center Authorized Signature: I hereby certify that I have read and ordinances governing this work will b doc: IBC - PERMIT Start Time: Volumes: Cut 4000 c.y. Start Time: PEMjT CENTER Permit Number: D04 -415 Issue Date: 09/20/2005 Permit Expires On: 01/31/2007 Size (Inches): 0 End Time: Fill 3000 c.y. End Time: Public: Non- Profit: N Public: Date: (DIlu1.r,1? 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 regulating cons r.i ction or the performa ce of work. I am authorized to sign and obtain this development permit. Signature: 1' ��h 61..6(Lh,1 n Date: /0 /0 Print Name: 4J / Y a (I I3O 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. 004 -415 Printed: 10 -10 -2006 } w O 0 co ce J I H w 0 g u j • a I — z F.- I— O z I- w O N C3 IF— w • ui • O ..z N O z Parcel No.: 7349200055 Address: 4310 S 131 PL TUKW Suite No: Tenant: Name: NORMED Address: 4310 S 131 PL, TUKWILA WA TUKWILA WATER AND SEWER TO PROPERTY LINE. Value of Construction: 2,147,701.77 Type of Fire Protection: SPRINKLERS Type of Construction: III -B Public Works Activities: Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: Y doc: IBC - Permit City G Tukwila 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 DEVELOPMENT PERMIT Owner: Name: NORMED SHAW PTN Phone: Address: PO BOX 3644, SEATTLE WA WORK IN MACADAM RD S (42nd AV S) IS NOT APPROVED UNDER THIS PERMIT. D04 -415 Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D04 -415 Issue Date: 09/20/2005 Permit Expires On: 03/19/2006 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 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. Fees Collected: $57,882.58 International Building Code Edition: 2003 Occupancy per IBC: 24 Wt,17.r7;.44: `310:. 4i ,*4r .ujia:d+ai7.e:e':.W��`�r.;: Printed: 09 -20 -2005 Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: doc: IBC - Permit City a.a 'Tukwila 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 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 ** D04 -415 Steven M. Mullet, Mayor Steve Lancaster, Director Printed: 09 -20 -2005 1 City 6 ? Tukwi1a 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 Steven M. Mullet, Mayor Steve Lancaster, Director Permit Number: D04 -415 Issue Date: 09/20/2005 Permit Expires On: 03/19/2006 Permit Center Authorized Signature: Vb _)J A )/ x 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 the performa ce of work. I am authorized to sign and obtain this development permit. Signature: a•aVr.4 Date: q d0 - OS Print Name: Paikthg-- — 1 FA �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 z • z re w QQ � J U O 0 w co al J F-- w o 2 g Q co = a • w Z ' i-O Z U � O N CI =w L I - . o ..z O ~ z CITY OF TL11:V:1I A DEPT. OF CO ;.;;1',l l; :ITY G::VZ:1- O1111ENT 6300 GLVD. TUKWILA, WA 93188 PERMIT CONDITIONS i'ERM6T 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 terrinfl. NV, Printed: 03 -28 -2007 Z ce w QQ � J U 0 0 CO MI J f- U) "- w uQ I w z ZO w w O N C3 I— U u- O .. Z U = O Z 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 z I I— W re 2 JU O 0 CO CO CD LL, w 0 u_? u) d F— = W _ ?F— ' F— O Z1-- w w 0 ON 0 E- wW UL O .z w U= 0~ z floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 Z inches (102 mm). (IFC 906.7 and IFC 906.9) • w QQ � J U O 0 31: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available J = 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) w 0 - = W ? il-- ZO W • W 0 O — O F- LU W 35: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle � O is engaged from inside the tenant space. (IFC Chapter 10) di co U = 36: Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 of the 0 /- International Building Code shall not require tight grasping, tight pinching or twisting of the wrist to operate. (IFC 1008.1.8.1) 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) 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) 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 City Ordinance #2051. 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: 5 approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler o systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk N 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) w _ rr wL 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) ga 5 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 LIJ 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 U N 104.2) 49: Fire Department lock boxes shall be provided for access to all fire alarm panels and sprinkler risers. The appropriate H v k for access shall be placed in the lockbox. Lockbox order forms must be obtained from the Tukwila Fire u_ ~O Department. 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 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 doe: Conditions D04 -415 ,aun�rnurmF�«v�"{ u1"" �rxnvnrn, ,w - — . 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 z H Z 6 U U O (/)O • W • u. W O g Q = • ° � z = I— O z 0 O — O I-- WW O .. z w U= O z 76: ** *ADDITIONAL PLANNING CONDITIONS - REVISION #1 * ** 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. 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. doe: Conditions * *continued on next page ** 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: ,p Print Name: ,?0��,U doc: Conditions D04 -415 as outlined. All provisions of law and ordinances cancel the provision of any other work or local laws Date: ads N)0 '- Printed: 03 -28 -2007 Z _ W QQ J U 0 ( o w = J am, O w � g Q . Lo. W I Z I 0 Z LU w U U O N C] F— W W • U O . . W 0 Y2 O F- Z Parcel No.: 7349200055 Address: 4310 S 131 PL TUKW Suite No: Tenant: NORMED * V`6h -ifs City o. Tukwila 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 PERMIT CONDITIONS Steven M. Mullet, Mayor 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 D04 -415 Printed: 10 -10 -2006 z J=— z re w 6 J U 00 cn W t~ W O gQ co _ Z = ZO W U� O — O H w uj O w z U = O~ z City o: ' Tukwila 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 Steven M Mullet, Mayor 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: 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 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 doe: Conditions D04 -415 idi.' .fiio.F :: ;n liYA4`it:. a: xL ,'w i✓: t. L :'i::4uO f`.n`:y M Printed: 10 -10 -2006 ■ City o. Tukwila 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 Steven M. Mullet, Mayor Steve Lancaster, Director floor. The clearance between the floor and the bottom of the installed hand -held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 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 Z ~ Z r QQ 2 JU O 0 CO 13 CO W J w 0 2 J u- ? -1 =w F- I z F- O ZF✓ W 0 O N O F- wW -4: O W z U= 0 0 E- z City o:Tukwila 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 Steven M. Mullet, Mayor 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 UY{g1iRWWII WTOUIWAVEMMOWNWM4F AMIPMOVOYMIM.M.A.A.141.r. Y.4 filth uNSI V.. 4,,,! JN+ MA %wn+IM4- M'aYa'.li+Tx..• +YIN Y — — - - - s16�.Ti':.. - v✓ .+GC. .wpK1RllTj:ll1R�.- .. f.. �..avnr Printed: 10 -10 -2006 Z ✓ w QQ � W U U 0 N W F- � w w w ? d = w H = Z � H0 Z H w • w c p U� O — O IF- wW tL O .. Z w O = ~ z City o: Tukwila 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 68: Any material spilled onto any street shall be cleaned up immediately. Steven M. Mullet, Mayor 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. 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 Z • Z w QQ • � J U O 0 co to H U) u_ w ° w Q I w Z = ZO U � ON 0 -- w U O Z — I O~ z City o: Tukwila 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 Steven M. Mullet, Mayor 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. doc: Conditions * *continued on next page ** D04 -415 Printed: 10 -10 -2006 I hereby certify that I have governing this work will be The granting of this permit regulating construction or t Print Name: doc: Conditions City o.T h Tukwila 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 Si 9 nature .. \2t aia- alld.,,C� y, At 2r.61t - 7 - Fu ✓ero D04 -415 Steven M. Mullet, Mayor 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. does not presume to give authority to violate or cancel the provision of any other work or local laws he performance of work. Date: /0 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 S 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 �f:JF}.lti`}�iXIh�YS `4;.A Printed: 09 -20 -2005 z `~ w 6 O 0 -3 • _ F. CO LL WO u_ I CI zF. t~ O zr w 0 O • N o F w W • 0 O .. Z W • = O ~ z 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 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 D04 -415 Printed: 09 -20 -2005 City of Tukwila inches (102 mm). (IFC 906.7 and IFC 906.9) Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 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 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 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. Signature: Print Name: doc: Conditions City of Tukwila Ai.a4c3AL er,y) D04 -415 of law and ordinances Date: q - AO " other work or local laws Printed: 09 -20 -2005 CITY OF TUKWIL... Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Site Address; i t7 i oa'r Tenant Name: Applications and plans must be complete in order to be acce Applications wil not be accepted through th mail * *Please Print ** Property Owners Name: fri(S -4 214A k1 Mailing Address; 10 � i -� i �1 l City Contact Person: E -Mail Address; E -Mail Address; elm* e gawk, azwi we 5F E A&Il ' RECORD - AU plans must be wet stamped by Engineer of Record Company Name: VI . 9-40 k t. IJ er 1 Mailing Address: 1& I?' �# Ite r&" Contact Person: V lat.- IYZIO E -Mail Address; y picationepenntt application 0-2004) Pane 1 Y' iluoiifr ID's .i aItollkk r Building Permit No. ID 0 4,14 15 Mechanical Permit No. MO 7 -20 Got Public Works Permit No. Project No. 1 2 4b ---- 00 6S or o l ce use onl ted for plan review. � r b fax SITE LOCATION King Co Assessor's Tax No.:l r "I 'W13` ) 0%c** Suite Number. Floor. New Tenant: IA Yes ❑ ..No qi5P1- State Zip CONTACT PERSON Name: / \LI V batte, , r 4` tnt Day Telephoner "t"'f - t Mailing Address; V.17 V.17 r ' g il 07 ris ' 11(' 11 Ito A. "tv l City ,,��,,��yy� State Zip Fax Number: ` C& - `u - 2) GENERAL CONTRACTOR INFORMATION - (Mechanical Contractor information on back page) • riff ►iJ1�� Company Name: I ' y �� �, .. I - 1 , Mailing Address; 1 ' 5 - /� cg- n IQ l / � l c6 0 / k E A,U -4 , 1.0,4 . on 1 G City stet Zip Contact Person: I r Day Telephone: (0 - J - 3 en 1 E -Mail Address: d Ke Lr(h . 66 Fax Number. Contractor Registration Number. 1 N Tr:4QT) IU) k4--t 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: �l-{7 f 1tTt It We fi Mailing Address; Imo a I 4 ; Wb • Chy � l Day Telephone: r zip " Lc 7.�t ei ( � I /�� Fax Number % 1 k�v } � � C��Q,�'�tXW► r. �b ' 0* �%� fr City Day Telephone: Fax Number: st to Zip 1>�Xa 37.�- -(:,2� 3?� - Ca i J z W QQ � J U 0 00 co w J = F— N u_ W QQ g u. cn 2 W z = o z ui N O 1— 11,1 Hr- w = 0 z BUILDING PERMIT INFOR1, ATION —206-431-3670 Valuation of Project (contractor's bid price): $ 11 1 Mi -L Existing Building Valuation: $ Ili J /�, - Scope of , Work (please provide detailed � j i � nformation) : . (W1 i�iC 1,16\ 1,16\ - � � 4 ,c y o � ,( ei 1 - up lbistati E, ` V t71� 7- Ale �[� ' FD b� 9 A o (f , '� U LI1 W C Utu✓N _ ►e'Orate lie `9 IwitA ei -land 141.44,-hit Nsflttlicp twi nt • 11 k) 0? , Will there be new rack storage? .. Yes ❑ ...No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISIO 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: l t' Lot Area (sq fl):1( 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 ix g Stall Provided: Standard; Compact: lb' Handicap Adi Will there be a change in use? ❑ Yes A. No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS; X _Sprinklers 0-Automatic Fire Alarm 0-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 Material fety Data Sheets. 'apptkaUar'amtt application (7.2004) Nita Pane 2 i ...«.. w.....i`'S,w ; c�:. s;:.; iaa.': r:: ,:.;;.:r�..vn:�:tn.ww�•.:'sww.0 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC ,"`Floor .,_ .— --- �/�I �r 1114 ` �j '""MI r Y° Floor 1 3a Floor Floors thru Basement Accessory Structures Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck ,,,, 1,, ,,,.4. 'r _ BUILDING PERMIT INFOR1, ATION —206-431-3670 Valuation of Project (contractor's bid price): $ 11 1 Mi -L Existing Building Valuation: $ Ili J /�, - Scope of , Work (please provide detailed � j i � nformation) : . (W1 i�iC 1,16\ 1,16\ - � � 4 ,c y o � ,( ei 1 - up lbistati E, ` V t71� 7- Ale �[� ' FD b� 9 A o (f , '� U LI1 W C Utu✓N _ ►e'Orate lie `9 IwitA ei -land 141.44,-hit Nsflttlicp twi nt • 11 k) 0? , Will there be new rack storage? .. Yes ❑ ...No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISIO 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: l t' Lot Area (sq fl):1( 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 ix g Stall Provided: Standard; Compact: lb' Handicap Adi Will there be a change in use? ❑ Yes A. No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS; X _Sprinklers 0-Automatic Fire Alarm 0-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 Material fety Data Sheets. 'apptkaUar'amtt application (7.2004) Nita Pane 2 i ...«.. w.....i`'S,w ; c�:. s;:.; iaa.': r:: ,:.;;.:r�..vn:�:tn.ww�•.:'sww.0 PUBLIC WORKS Ih,rORMATION — 206-433-0179 Scope of Work (please provide detailed information):eiM kQ h 1" t- 1 l DHHL 7 4r W terDls*&t ..Tukwila ❑ ...Water District #I25 ❑... Water Availability Provided Please refer to Public Works Bulletin #1 for fees and estimate skeet. .Tukwila 0 ...Va1Vue ❑...Renton ❑...Seattle ❑...Sewer Use Certificate ❑...SewerAvailability Provided 0... Approved Septic Plans Provided ❑...Septic System - For omit. septic system, provide 2 copies of a current septic design approval by King County Health Department. Call before you Dig: 1400 424 - 5555 0... Highline ❑ ...Renton .Civil Plans (Maiimam Paper Sine-22" x 34") .Technical Intonation Report (Storm Drainage) Geotechnical Report ❑ ...Traffic Impact Analysis ...Bond 0... Insurance ❑ ...Easement(s) ... Maintenance Agreement(s) ❑ ...Hold Harmless ftoposed Activities (mark boxes that apply): ISM ..Right - - way Use - Nonprofit for less than 72 hours 6 140010— Right-of-way Use - Profit for less than 72 hours �7 ❑...Right-of -way Use - No Disturbance 0... Ri Use Potential Disturbance ...Construction/Excavation/Fill - Right-of -way q �, Non Right-of-way a4 • p • ...Total Cut - cubic yards 1 �L f21... Work in Flood Zone ...Total Fill cubic yards M I D Ctt • V • .. Storm Drainage Jam... Sanitary Side Sewer ❑ ...Abandon Septic Tank ❑ ...Grease Interceptor ❑ ...Cap or Remove Utilities ❑ ...Curb Cut ❑ ...Channelization 0... Fronta Improvements ❑ ...Pavement Cut ❑ ...Trench Excavation Traffic Control ❑ ...Looped Fire Line 0 ...Utility Undergrounding ... Backflow Prevention- Fire Protectilln 6 " Irrigation 1 " Domestic Water 1 " v Permanent Water Meter Size... I VI " WO# ...Temporary Water Meter Size.. WO# 11 0 ... Water Only Meter Size............ WO# .� ...Deduct Water Meter Size ____Jeli ICaA' ...Sewer Main Extension Public Private j ...Water Main Extension Public Private . vf" opplkeiceOpennit appiiatio.(7.2004) Pane 3 FINANCE INFO' TION t- Fire Line Size at Property Line Number of Public Fire Hydrant(s) 2 New Vv.ti Ar 0 ...Water `...Sewer ❑...Sewage Treatment 1 c B' td ! I 1.7Mrser as 11P Name. Mailing Address; 10 bto (2" ett ILA Day Telephone; / 1/10 - Z✓ "‘ ,t t udt • A.- City State Zip Water Meter / Refond/Billin Name; `" /E r} Day Telephone: Mailing Address; City State Zip Unit Type: ty 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 [ MECHANICAL PERMIT INFORMATION — 206-431-3670 PERMIT APPLICATION NOTES - Applicable to all permits in this application 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 /IIC Scope of Work (please provide detailed information): > Residential: New ❑ Replacement ❑ Commercial: New No Replacement ❑ Fuel Type: Electric ❑ Gas 121 Other, Indicate type of mechanical work being installed and the quantity below: 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 • ' NE . ; 4 f,ORIZED AGENT: Signature Date 11� Print Name: V2V I/O F i6i % Day Telephone: � ' L�"W4 Mailing Address; 1 abtala 41j f0 Date Application Expires: Date Application Accepted: I I - 1 — oet ■apptintia ramit application (7 -2004) Pace 4 City State Zip v x�k!R�rAN•w.1K r .nx.,au s e 61 Initials: i Parcel No.: Address: Suite No: Applicant: Receipt No.: R07 -00452 Initials: JEM User ID: 1632 Payee: DAVID K. KEHLE ARCHITECT TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description doc: Receipt -06 7349200135 4320 S 131 PL TUKW NORMED Payment Check 17839 PLAN CHECK - NONRES 000/345.830 RECEIPT Account Code Permit Number: Status: Applied Date: Issue Date: D04 -415 ISSUED 11/19/2004 09/20/2005 Payment Amount: $58.00 Payment Date: 03/28/2007 12 :19 PM Balance: $0.00 Amount 58.00 Current Pmts 58.00 Total: $58.00 10 70 1',)I.. Printed: 03 -28 -2007 Z =Z • J U 00 co o W = J H CO WO co I HW Z = f- O Z I— • C) O N O I— WW O . LLI Z' U N O Z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7349200055 Address: 4310 S 131 PL TUKW Suite No: Applicant: NORMED Payee: DAVID E. KEHLE ARCHITECT TRANSACTION LIST: Type Method Description Amount doc: Receipt Payment Check 17621 ACCOUNT ITEM LIST: . Description Current Pmts PLAN CHECK - NONRES RECEIPT Permit Number: D04 -415 Status: ISSUED Applied Date: 11/19/2004 Issue Date: 09/20/2005 Receipt No.: R06 -01781 Payment Amount: 58.00 Initials: JEM Payment Date: 11/07/2006 03:10 PM User ID: 1165 Balance: $0.00 Account Code 58.00 000/345.830 58.00 Total: 58.00 Printed: 11 -07 -2006 • Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 7349200055 4310 S 131 PL TUKW NORMED R06 -01613 JEM 1165 TRANSACTION LIST: Type Method Amount Payment Check ACCOUNT ITEM LIST: Description Current Pmts DAVID E. KEHLE ARCHITECT PHOTOCOPIES /DUP SERVICES Description 17560 RECEIPT Account Code 000/341.690 Permit Number: Status: Applied Date: Issue Date: Payment Amount: 44.00 Payment Date: 10/11/2006 01:42 PM Balance: $0.00 44.00 44.00 Total: 44.00 D04 -415 ISSUED 11/19/2004 09/20/2005 0660 10/11 9 116 TOTAL 44.00 Printed: 10 -11 -2006 z 1 z re W -io N D • UJ -i w u' a �w z =' it ' HO Z I- W ui U D O — D I— W W �U u- O .. z W • / O Z Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: TRANSACTION LIST: Type Method ACCOUNT ITEM LIST: Description doc: Receipt Payment City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 7349200055 4310 S 131 PL TUKW NORMED R06 -00236 BLH ADMIN NORMED SHAW PARTNERSHIP Check 0945 PW ADDL PERMIT /INSP FEE PW ADDL PLAN REVIEW PW PEER REVIEW Description RECEIPT Account Code 000/342.400 000/345.830 000/13.532.200.4 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 5,996.34 Current Pmts 2,510.67 2,485.67 1,000.00 Total: 5,996.34 D04 -415 ISSUED 11/19/2004 09/20/2005 5,996.34 02/21/2006 12:37 PM $0.00 2697 02/22 9710 TOTAL 5996.34 Printed: 02 -21 -2006 z r 2 JU U 0 w � • u. w 0 g a ( 1.2 d w z � I— O z 1-- 1.11 uj U 0 N CI F-- ww Z 111 co O i~ z Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: TRANSACTION LIST: Type Method ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 7349200055 4310 S 131 PL TUKW NORMED R05 -01396 JEM 1165 NORMED SHAW PARTNERSHIP Payment Check 913 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 Description RECEIPT 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 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 45,161.71 Account Code Current Pmts 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 D04 -415 PENDING 11/19/2004 45,161.71 09/20/2005 01:44 PM $0.00 Printed: 09 -20 -2005 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: City of Tukwila TRANSACTION LIST: Type Method ACCOUNT ITEM LIST: Description doc: Receipt 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 7349200055 4310 S 131 PL TUKW NORMED R04 -01560 SKS 1165 VANGUARD Payment Check 1014 PLAN CHECK - NONRES PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PLAN REVIEW Description RECEIPT Account Code 000/345.830 000/322.100 000/345.830 000/345.830 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 12,720..87 Current Pmts 7,429.62 250.00 49.25 4,992.00 Total: 12,720.87 D04 -415 PENDING 11/19/2004 12,720.87 7 1.7 7 :i1/23 7)716 TOTAL 129.5.; .70 11/19/2004 11 :32 AM $16,664.68 Printed: 11 -22 -2004 Project: No r Yrt' d Type of I pection: (--) , . . r "v ( Ke_VonS la Address. drl 9 0 151 Pt Date Cal ed: cx,,i2olocr Date Wanted: a.m. P.m. Special Instructions: Requester: Phone No: INSPECTION RECORD Retain a copy with permit - DY/--c05 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: rekase- Inspector: 175 Datel/c I 7 cr 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: • — c4 6 = 00 ca (ow W I -J w 0 g 5 a. < co = - 1 F. ILI Z I- Z LLJ uj O E D - CI 1— 111 u. 8 aj z O co -1 5' z Project: � 1 / Type of Inspection: Address: '/ ?20 iv /'f Date Called: Special Instructions: Date Wanted�� �� - C a.m. p.m. Requester: Phone No: _ ZO 62 - 2 V2 ° d .y? 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 El Approved per applicable codes. El Corrections required prior to approval. COMMENTS: J Inspector: C Date: 3/z / $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: Project: ,„ .,, \ '' 6,17, /17 Type of Inspection: U Address: -- / -3 /3 / Date Called: ---- Special Instructions: ' - Date Wanted: 7 zq (a.m. 0 7 p.m. Requester: Phone No: 6A5 // ; INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Sbuthcenter Blvd., #100, Tukwila, WA 981 88 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ' e • • • . • ." INSPECTION RECORD Retain a copy with permit Dog (206)431-3 4 (71 )) 58 0 REINSPECTION FEE R UIRED. Pr' r to inspection, fee must be uite 100 Call the schedule reinspection. p at 6300 Southcenter Blvd., Re i No.: Date: 44 '.` • Project: i / /10P Type of Inspection: r 4 06 6 I a z I Al Address: - / 1 5 /3/ pl.. Date Called: Special Instructions: Date Wanted: 1. „, p.m. Requester: Phone No: 06 - 3 5" - c' 8' 5 - 5 --- 4iitoNf■Pe44::,. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3670 INSPEPN NO. Approved per applicable codes. ;INV144;', INSPECTION RECORD Retain a copy with permit 1E ( Corrections required prior to approval. COMMENTS: /425,6,- el; /.2'9e-I C 9 (La / - s•-gV Inspector: Date: JJ $58.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: IDate: ' • ‘ -It: , r Project: /1/0 ,7i Type of Inspection: (.41// Z7/..62 4t/ Address: • 4/320 S /2/ PG Date Called: Special Instructions: Date Wanted: A . ' ( a M .% Requester: Phone No: _ (---25 MEM IT NO. 1: INSPI NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 PER (206 4 1-36 CO gNTS: le .00 REINSPECTION FE REQUIRED. P ior to inspection, fee must be aid at 6300 Southcenter qLvd., Suite 10 . Call the schedule reinspection. Rk5 ipt No.: Date: S Date: Approved per applicable codes. Corrections required prior to approval. ' ';• ' • • .1.4. • " •=4! • 'I.' •••■• yr . :, „ - • 1 re W 2 C.) O 0 CO • LLI W I Lu 0 • • a LIJ Z I— 0 Z LL1 w • Ca C.) 0 111 L u I 0 I- 0- -I • r- - Z (1) 0 COMMENTS: Type of Inspection: _ i KO/ ,L4/ et Address: 4'3o 5" /7 / Date Called: - Special Instructions: Date Wanted / 51 e , ?;"6; 1 -1 - 4/ /iff /,,, rtiarit. e")e •eyk-va— ,e7-1.--- fre, e l' OOP Phone No: 5 7- 1230 — 73 / 7 s _ ,•'. Project: A / Type of Inspection: _ i KO/ ,L4/ et Address: 4'3o 5" /7 / Date Called: Special Instructions: Date Wanted / 51 — 7 4 Requester: Phone No: 5 7- 1230 — 73 / 7 '44.444:g••4...• Ksaih4:4 . ' " •-• • • • • INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 Approved per applicable codes. 4korrections required prior to approval. 1g Date: 1 (200431-3 70 EJ $58.00 REIJ,ISPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: Z Ce LU 2 6 -Jo O 0 u) • LU 11.1 -J • u_ ui 0 :3 u_ w a I— I— 0 Z IJJ n a O ( 1 ) - Lii o Lu - r LL. — 0 • 52 P 0 z COMMENTS: , – 0 i — z _ 4 ( 47-vt------ al-- O' -----(/( azert A,A. // ,--ii 4 7 74- • . . .,. Special Instructions: Date Wanted: / 8 - 0 7 P.m. Requester: Phone No: 2)--. 5 -2 - 0 — 73/7 Project: /1/6 /2/1- Type of Inspection: /...77,2 /ifi)/it./ 6 \.. Address: 1 7/3,2()• S A2 / Date Called: Special Instructions: Date Wanted: / 8 - 0 7 P.m. Requester: Phone No: 2)--. 5 -2 - 0 — 73/7 • '•:•:"•: • Inspector: INSPECTION RECORD Retain a copy with permit INSPECT N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 s 1 • 0 1 4 • ' z)oe/z//5 PEI N 20. 431-36 pproved per applicable codes. Corrections required prior to approval. Date—Li $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.: IDate: Project: ' Type of Ins section Address: - • 1 /32e9S , , /3/A' Date ate Called: ...,-czi. , Special Instructions: • ) Date Wanted ' a.m. P.m. Requester: Phone No: 2_Z —.0 INSPECTION RECORD Retain a copy with permit INSPE CTION CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 06)431-3 tZ'' Approved per applicable codes. Corrections required prior to approval. $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: .4 , ; •1:A• . 4•1117■■■■■• Project: ' AM (2 /f Type of Inspection: / ip Address: 4 /3 2 0 .5 13/ Date Called: Special Instructions: Date Wante : - 5 Ca2rn,- Requester: Phone No: 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 Approved per applicable codes. eg required prior to approval. COMMENTS: /s Inspector: Date: D $58.00 REINSPECT FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Sou center Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: ( ' L. Project: i f / .71■••rn cep!' Type of Ins9ecti n: b • 5 Addresc2/ /Y 2,2 scO R Date ailed: Special Instructions: Date Wan /i.ml tel -- - Requester: --7 Phone No 3 s INSPECT! N NO. iNVECTION RECORD' Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 El Approved per applicable codes. Corrections required prior to approval. COMMENTS: ////5-7e,/s 41 7 " 1 /4 - Z-71 gA4'4 Inspector: Date:L El $58.00 REINSPECTION Pt QUIR . Prior to inspection, fee m st be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: ■ • • s 1 Project: ),10._14ACb Type of Inspection: \L-z.2'- 1::', (I %j C., 1.teA.eitki Address: L\ 7C) c- '13 1 Date Called: Special Instructions: Date Wanted: (..a.m, p.m. Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PER 06)431-3 Corrections required prior to approval. COMMENTS: P. A 6 r - / - 1 4V4411)+,0 101 o rro P.O4.4' ,/eA V) 58.00 RE1NSPECTION EE REQUIRarior to inspection, fee must be aid at 6300 Southcente Blvd., Suite 100. Call to sechedule reinspection. Rec ipt No.: Date: ta,:ph • ./;;',4 z < • I I Z CC LIJ - J O 0 LIJ W - J 1.- 0 2 g a. a x t- z F- o z ILI u j C.) O — 0 I— Ui F- - (1 0 aj z O c-2 0 r Project: /VA.- 11.7,4":"( Type of Inspection: .. .....7a/ . ....4 7 5. c... /. Address: z7 ,co / - V "( Date Called: Special Instructions: Date Wanted:, , 1 a.m. 7 0 Requester: Phone No: 3Sq e 225 5 , - ir INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 COMMENTS: 1 . 1 4. 4— c 47, -t-7 A 5 , — Date: Ei Approved per applicable codes. Corrections required prior to approval. ri $58.00 REINSPECTION F E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. e e • INSPECTION RECORD' Retain a copy with permit '1 • f , •Ir e t PERM • ■ / 4. ( 06)43 1 -36 A 461 Ivt q' t ,..*ht' ' x cc 2 w 6 —1 C.) 00 U) U) WI uj 2 :3 u_ ci I— al Z 0 Z 11.1 uj n c.) o 22 Ui u j I 0 I— ;- IL. 0 Z • (/) I= I O 1— z Project: OVV4? ?#.,/,( Type of Inspection: 2,/ ,-...e..-i9 1?-5 Address: 4 /30 ( Date P Called: Special Instructions: 6 41-PI 6, i Date Wantvh,_ W-3/- p.m. Requester..— _ I I Phone No: 111 114146.444r.t4sP100.4".N. ,, r , El Approved per applicable codes. • V.' . 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 El Corrections required prior to approval. COMMENTS: Li 4 1. 1 LI $58.00 REINSPECTION F E REQUIRED. Prior to inspection, fee must be "j paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: .‘ te iv AA4, 4 r± Project: . •ate epe� Type of Inspection: ,, .,.;; - � t �Jl i�,� - .�; Addre`sss: 2 /J�� l Da a Called Special Instructions'.. l /°:°(.2 /`'� U / 0( (, s-? �0 ! Date Wanted: / a. m. °/ —10-. Requester: Phone No: 2(<)'-‘33 ! t 5/ / C 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -360 Approved per applicable codes. Corrections required prior to approval. bl 1ENTS: ■ $58.fINSPECTION'FfE f • UIRED. Prior to inspection, fee must be paid at 6300 Southcenter BE i., Suite 100. Call to sechedule reinspection. 4 Receipt No.: Date: COMMENTS: Type of Inspection: C .( 7 /(C. . `s r " vs\ . t U tL i:.-i : Special Instructions: C_.)./s 1 '1'a;', t r i,i /' /" I-h.) I:'t. a.m. p.m. Requester: - t i Phone No: ._ Project: Type of Inspection: Address: Date Called: _1 - .:.g., , .../ Special Instructions: Date Wanted: - 4 ,../ _ a.m. p.m. Requester: - t Phone No: ._ INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 Approved per applicable codes. ❑ Corrections required prior to approval. Inspector: Date: 1 $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: Llr PERMIT NO. Project: NI OV1AM Type of Inspection: X i IV/ILI Address: Date Called. Special Instructions: i Date Wanted: / � - (0 — 07 a.m. p.m. Requester: Phone No: 17a4 - 415 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: a-11 i 0 ' 1tii 'I (A S j- ei vto ( 1- ( -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 Brenda Holt D04 -415: NorMed Landscape Inspection , From: Carol Lumb To: Internet:jonathan @dbros.com Date: 07/06/2007 5:43:45 pm Subject: ,<OOirrg>lorMed Landscape Inspection CC: Bill Rambo; Brenda Holt; Jennifer Marshall z Jonathan: z w ce 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 v 0 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 cn w Landscape Declaration and noted on a revised Landscape Plan. You may mark up an Approved H Landscaping Plan to illustrate the substitutions /revisions rather than have the Landscape Architect revise cn v_ the drawing if you prefer. ui 0 Overall Corrections: g Q 1. The groundcover spacing is too far apart - the Approved Landscape Plan calls for spacing at 24- inches s w 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 (- parking bulbs. 2 D 2. In many places, beauty bark has been piled up against the trunk of planted trees - the base of the 0 D 0 trees must be cleared to prevent rotting of the trunks. For the ground cover, the beauty bark must not p N cover the crowns of the plants. 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 South side of building (44th Place S. side) 1. 3 of the 4 Snow Drop trees are very stressed - please examine the trees to assess their condition and 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. z Brenda Molt - 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 COMMENTS: " 71 -r 31 X - Date Call d: 03 b.5 he 27 b , ' VD ( 6" 1-",c1bri a.m. P.m. Requester • /fl v a a.) 11 -r Q)-. V1- 4 Project: )\/0/6 Type of Inspection:, ■(...) t a/ , Address: i /5 AO S /3 I Pi Date Call d: 03 b.5 he Special Instructions: Date Wanted: a.m. P.m. Requester • /fl v a a.) Phone No: lto d• (/)" ed A- zo-7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Approved per applicable codes. 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: Corrections required prior to approval. Date: 3 /1-;2/cer 6 = 00 (0 0 cI) W I O LL w 0 -7J u. < to 1 z 1-0 z F- LU ta 0 n 0 co 0- O 1- ‚U u j I 0 U- 6 0 -± 0 1-- Z COMMENTS: ' r // 576 ? 6-Ittk r aO qb 11,frizi t 1 . GU 7 ( 1 C1 j ii-4 - -f ,M4 ) c c L le- l i "l c-) '` - �y _ /L .(L 79 � i Uc� je p,(LrT-�-7(C ( 12 !�64 G r /.14 i S 1 2 -C J) -raj 2 L r`k-1 , -2i2-(; r , •( 6 7, Ito -,e Pri,, 7/2)7, l= k.,e.. LA-eil ( 1 - )(L' J? C )rte c K s cc-mit /, °.J 72_ i - lf� 17 -t -' i . 7(2 / ? Fw4 ., - VI-CP c Ai) tr iika-t Kdb e- c a iz . .44W ( ' ?(7-) 4:2 a.m. p.m. Proje t: l Type of Inspection: 'n L J Addrets: /t�—zv P, (5F i Date Called: 7 /Z�f(e7 Special Ins Date Wanted: ( ' ?(7-) 4:2 a.m. p.m. Requester: 1 Phone No: 555 SO t u c Gum INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: ...7(2 5707 $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: LL r•• ., ;yq� Lti;r;; ^y+^ki3'irA �t w.ah'+ +o z < • II • '~ W r I s e � J U U D J • = H N W W ° g u_? N d = W I- z W O • W co U O — O I— W 2 I— - W Z di U= O ~ z COMMENTS: t7 Aee ,4Lria,c) 4Q)71 A Ali (2.; IP& •g if PC M 0 /C . Fa . tiii 6 - iv / t'\I 0- 'I 0, A ( &./.1c, 144 p„): Aci_ a& A [32-(1\1 i 5 kfiii/k - 72 ALL 467_0 5 0 1 g ( 0/ p 4.c1, l id ) , 4(3 /0 r PI ti 1,41-64, - idc, P G•-) , b Projf avi44.12 ) Type of Inspection: 6 FrAr0 Address: # 320 V 5 RI s' Date Called: 6(017 Special Instructions: Date Wanted: a.m. ( ( c( p.m. Requester: 1'I 7e■fiu ca }( Phone No: / :; '"'"'"'"r"-""""*" rr• . • . v-r- • •-•^- .1, • , • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Ei Approved per applicable codes. Corrections required prior to approval. Inspector: Date: / / V C)2 r $58.00 REINSPECTION FEEREQUIREO. Prior to inspection, fee must be " paid at 6300 Southcenter,Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: 40,4: t 4 • ietvw t4« „ ; „v ' ggo .44•34.464:41. 11-* z 6 C.) O 0 W W I --% u j 0 U.. 4( CI I-- ILI C) Z u j n 0 O - tu u j I 0 L I 0 ai 0 0 /- z COMMENTS: Type of Inspection: a. A 5. / wC)4- c U 5 /3/ S'1 Address: t2v S13( Q ( <24 ,) 2 aA. - II- i onfii lij C-tri) it 6 .1)Q/ N`-O• i cA cr 7D . .S, 140 f p 6 or - /I/2/lA qt) AA/‘ .e //z_&v / r!'t! r / Phone No: Project: I\ikAW l V Type of Inspection: a. A 5. Address: t2v S13( Q ( Date Called: 5 ��5 X/ Special Instructions: Date Wanted: / , (/ a.m. p.m. Requester Phone No: . .4; _2 x *•. RY.. •� . .' - .. V:•F�' , NIA -tf INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. 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. r eceipt No.: Date: w 2 COMMENTS: Type of Inspection: Address: 0 C 1 1 a/a i ( 'h// . -64) -4 kit) 5a / la ci ' Special Instructions: 1, 4 „craw Date Wanted: a.m. p.m. A 0 r L i, t 41. P ,e,vJ (L(,( 7 ZtI Project: Type of Inspection: Address: 0 C 1 ( k) Date Called: 2'/427 Special Instructions: Date Wanted: a.m. p.m. Requester: fia q a4A / A1 1 Phone No: ri . ..ags..;,44ltii'k�Cfl+':r.' z" .'r ',� ;� ;:Y•'' +'Sr »'atT .� }�.!: tiw;,t �x:KaF . by INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. .w.... Corrections required prior to approval. Inspector: Date: 2/ 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: 4-(c Y E T. Y' .:4 #4 COMMENTS: Type of Inspection: Address: ti po s 04 y ate Called: ,/iti/o Special Instructions: $, (0 /pt- 23 Au o- . ( 4 7 t' -.), ii' 4, / 4A,v5 _ 6i ' ,w2A)Q12_,/A ea, 4 4 1 4c C-C yjf/Ad(i4 5 /4 0 f CA .45, - L.- o .. 6 Cd Project: Type of Inspection: Address: ti po s 04 y ate Called: ,/iti/o Special Instructions: Date Wanted: a.m. / 1 ! / p.m. Re � C4i / L 5yr , Phone No: dis <:Fur 5 El Approved per applicable codes. DoLi 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 Corrections required prior to' approval. Inspector: pc) Date: 5—M/ 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: z z re JU U c o co Lu W I N LL WO 2 gQ I I-- - Z= F- O W h- W U � S - W H- lL O .. Z W U= R. z COMMENTS: lb — VD ? P.z> (-0'kil/lattnay., 0-1° 4t-iN 6 1 d DI c)1 c cAz. 17 i U.s giJ -- 1 - D N c 10' Qd k) i CLAA, jb l ,-h ( Addres�:/ `T �� I b � 1),(z_ -- vitas q-2i Q6 cvL 1 0 a 6_ . LAI\ p Air..12.A ( Date Called: / 4/47 4 �7 Project: n Type of Inspection: ... Addres�:/ `T �� ` 5 - /� / 1 ( / (�( Date Called: / 4/47 4 �7 Special Instructions: Date Wanted: i ' a.m. p.m. Requester: m mi t_ . (r.. L i I ( Phone No: 41. xrr�'044x4i,g,04.4ti.c 4+4,1* -4 AV Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 U Corrections required prior to approval. Inspector: Date: ((1. /67 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: Z ;f Z W QQ � J U U ND w CU 111 W W u_ I Z = Z0 W W U � 0— W W H r — U_ O .. Z W co H 1-- O Z COMMENTS: i if -7/ 7 T, a4 - eq f . g - ca c< < FAdyfriA y...tiff to viiix a � 111(\c (`l1U(4 A) II A T., _ ? ((i (A 4 6 7AV st-x 4./e, NI alp -F,e;1 S Li2-e 1 v el I a.m. p.m. N12(t3 /D 0 i A) J ar4 - t ,- f)t -T't v A ID '' x 5" T-ee - To ( / .Vi-- I l ucti til '+ � , � S��f�w C� 11,.1 � c put 4 AA/ t U, T ( 4, I f • U • e 4 , 'JGuJ° & cu l u Q , (G( tA i l IN _NA +0 C6AMAA LLD T� b GI Project: Nz Type of Inspection: _ 1 / r b(-t Address: Date Called: 4 6 7AV Special Instructions: Date Wanted: 14 II a.m. p.m. Requester: r Jam, e`er /t ci 14 Phone No: 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 Approved per applicable codes. Corrections required prior to approval. 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: COMMENTS: G( /27/ 7 9C.bw ejo 1 4fi d Se 4' 1- ,► `' r�� x -�� - j-� cam- � �.v . _ f) r JO X i0 1.12 -e u)/ 1� l� Ai. , C (r\I 1011 0 (0 c Imo.. (v, p 1 6 /J � � 5, ,. d (( 140 w f`Q-4 (LI}j, v . .t 1, (0 (k_ IA (AA 6p.e.A• e( (J\ , I (1 ' 6 \.) (._ -- v 01..e em, C um hV\ to 1 G l.ti.v„5 kilik,v 1 r , ( L., i Lc,ci - To 1 , 1" r vv Mgt Q/t C d ' CJ1. v -r/I -t/1\ l � �? .v v ,, S `,4., f��(od , io K 13 M 7 2(bt Ia Pro ect: hhi a Type of Inspection: W w Address: 1) ?o S (11 (1( Date Called: ' Date Wanted: I' l / a.m. p.m. Special Instructions: Requester: Phone No INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. Corrections required prior to approval. Inspector: 'Date: • 44 El $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: COMMENTS: H ,id� c fjoLe__ �'r airA a'1 '7 /G�i/c.?? . DA, -4- MA _ 1 a I r (me(,.) ) /1( ID A"(W? • Q G9'4 X5 /6. -h f l , ` of v-, 7 r 7 1 . w0 `� j Special Instructions: til2.-7/ 7 rl cc.-i P al g '' -F„4, (,t.,...., iL to a r.. 4 F-60.4 0.4 f -ie-v)- j K t"1 C A--Q I 4.14 6 / 'e,,t t Project: ,� NM Type of Inspection: FI' Address: i'62-0 S /4/ /1 Date Called: 4/ 2'7o7 Special Instructions: Date Wanted: I/ 7 a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit Dog -of5 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Ei Approved per applicable codes. 0 Corrections required prior to approval. Inspector: Receipt No.: *M Date: El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Date: S LR r•:.• 1 ((2- )7) ) Z W J U O 0 0 W H CO W W • }} g J � co O l-W Z = W O • W U 0 O E O I— W LO W Z U - Z COMMENTS: Type of Inspection: (Jki to p 4/2-07 Ti f C iav► iii c A-et 1 o , 0 T. C 11 u(1.4 ` -44A t wJM To lig 1, 5 dt-e-1 vsy Special Instructions: �0 is5 PLV /4L (44 d/ w / T A4`62/1 w r - r;A.,,. To I ik (i.,(r` , ceTti C- 04 n,-a-3 a.m. p.m. S . v Cct c-lf t;va c 9 ( Cc4.ti . / s 4 / Project I Type of Inspection: (Jki to p Address: 6 (7-C ) S 0( (e l Date Called: if ( Special Instructions: Date Wanted: I ` `- / a.m. p.m. Requester: itic '�. /&IjL . Phone No: El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit poLf-qc PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. Inspector: Date: 4(-46 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: r:. COMMENTS: II I e/a 1 a s.LL pitu, 1 9.-,. J T> 10 P 6 L - lb LA-- ��,t.�.r�i i U 1)t- 40e„,@,' DE. - 11A0 Address: 4 W- C) s I 9 ' P c I h a di( i i ll ) 7 / 3-? Special Instructions: • Date Wanted: Project: �0 I�IV1 se Type of Inspection: '' tt Yk1 M. r� Address: 4 W- C) s r H ,( Date Called: i ll ) 7 / 3-? Special Instructions: • Date Wanted: l J l�/67 a.m. p.m. Requester k.. //c7F Phone No: L INSPECTION NO. INSPECTION RECORD Retain a copy with permit Doi( PERMIT NO. • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. Corrections required prior to approval. Inspector: csk) Date: `F fi t 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: • Z �_— Z QQ � JU 00 W 0 CO ILI J F— M U. WO u_ I I_ W Z = Z° W U � O - � I— W H 0 . L I O W Z U = O ~ Z COMMENTS: Type of Inspection: 1/41 if, Address: A dr /170 13 i V ( ■ 11 /11/0 - 1 - 6 1 .--1P-4‘ Date Wanted: a.m. kti/4-)) p.m. CAI 0 (41 i CC-41A( f->A itA-1\ 4-4/\ N- sus s -- fk4e 5 i) .4 s ppAsi. S----1—), 10 4 IA FA4 )xo LO`' 0 kX ' F A c,--(- - T1,-e s , A , N , G- 0-1-v, of N.RA--) aAti --p) -FA. 'of Lt. Project: P0 Type of Inspection: 1/41 if, Address: A dr /170 13 i V ( Date Called: Special Instructions: Date Wanted: a.m. kti/4-)) p.m. Requester: WAAL LANv Ai Csv Phone No: INSPECTION NO. El Approved per applicable codes. .4'4! • "lp, INSPECTION RECORD Retain a copy with permit Dog - WS -- PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Corrections required prior to approval. Inspector: 6 A,) Date: f (767 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: 4 COMMENTS: Type of Inspection: t '' 11 rrtt,, C `6" DI' PO( to )u_i, ` -o ', y / ( p 67 - 1 j l . Q . c�.�,�� 6 r DI E Q 1 1 ) woroA - c j ' k I4 c k ) a 6- 1..,Gvt0 (t -ems. Special Instructions: r Date Wanted: ii i / a.m. p.m. Requgster:/ /641.1- C / C L/ 140-7 1'` . ( ( -t 1 V l ( k f 0' C i,24' 1t cA-INA l[a 1( ? O C Ti E_.r1J7 S iLLA . r''(» T 4 . i .WL \ r/ ' 6 u,..11 N ct . ( tn2 ,l.n, 1 l4 \ ( -#-l� -• I3 il-2( c io , V Projech u Type of Inspection: t '' 11 rrtt,, 149 /, 17-2(c Y I/ Date Called: 44/ Special Instructions: Date Wanted: ii i / a.m. p.m. Requgster:/ /641.1- C / C Phone Noe No: INSPECTION RECORD Retain a copy with permit 60 - `fit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: Gil Date: 4�. 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: z z r‘ W 00 N J w � u.Q • a W Zo W • W • N 0 I— W W Z L1 U = o 1- z COMMENTS: 3/2- - 2 r /Ad (A-4,A, 76` i) .12 70 Em / 1 S t, -/I /cx S TgL w w/ & ,to L5/411 Sri Ew51`: we ri,t, 1 j j` kilo ' / /',. c/4,�.5 "x /5 tii i 7 13ld i?) ; ; ./ €« ''` 7/4 w w h' Ac V ct/i 120_6014 It ,hl g gcil 0'c,14,,L /- 7v k /6,( fd 1 /ox 6-, 7 /.' , 1 / ,5 'Type of Inspection: /N orm ed I �/al-er li h e. Address: 4320 0 s 131 PI Date Called: 3 - -07 Special Instructions: Date Wanted: 3 _ 2-"o7 En. i Requester: A ctrk Phone No: 206 -571 w &i t S DO4 -- 415 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. Corrections required prior to approval. Inspector: (�) Date: J /2A) $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: Z ;t- 6 cc W 6 U 00 CO Ca WI Q� W g < � W Z = F•- Z0 • W C) co O — • F- LU u j H - 9 ' O .. W co 0 H O z '` ;'i .r 'i'. DO4 -- 415 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 0 Approved per applicable codes. Corrections required prior to approval. Inspector: (�) Date: J /2A) $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: Z ;t- 6 cc W 6 U 00 CO Ca WI Q� W g < � W Z = F•- Z0 • W C) co O — • F- LU u j H - 9 ' O .. W co 0 H O z '` ;'i .r 'i'. COMMENTS: . 6 IUAfiV/ A rhA 0' - )/o7 6 i-'. L iW 9 I!J 1 f 2 iz buCT" iA. L) (2 ()n) 5 (pC io " Di. f i /0 ( 1'66, (o ∎ I (.T w/ (6vi1, - (ojLU 6 oA<L Mr 'Ut- bi At , i IA otA Wi .tqL- 'jv K.dA_ , AR'\ ,..,fin it" r d r. (d -,kw w\ q , h D T. To -k �.. _ Qv T D Nc t' 13{ Phone No: Project: haigO Type of Inspection: lA 1 YU AA Address: c (/ Date Called: 1 Sp ci structions: � I ' t ' 3 14 Date Wanted: �7 a.m. S/1.-7 /U / p.m. �� .D1 Requester: / M 1 �r (Al IP ' �.. _ Qv T D Nc t' 13{ Phone No: 1' INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Dot-i-Li/C PERMIT NO. Corrections required,prior to approval. Inspector: CM Date S / 7 L)7 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: 5, 4 :1t:2p; 2 ;�;� +. V tw ��' ..... .. . °ts►:iy+' vw •'.tY':,:£; ��r.•�K „� �� Project: Nonmed T ype of Inspection: DI orly, Address: 43a0 S 131 n' }'' Date Called: ) ?+14_07 Special Instructions: Date Wanted: a.m. 3 - 15 — D7 05:7 Requester: M a r k Phone No: Zpb- 53 i-6218 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Do4 - Corrections required prior to approval. COMMENTS: ?�l /o7 D -S. t"4J/. ,PQ) <a) Inspector: Date: 3 7 r 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: Z Z tf' ...IU 00 WO 2 gQ = W Z I I O W ~ W C.) O N O H W W I-- LL O . Z U W _ O F- z �1 COMMENTS: • Address: 1 1310 s 131 i Date Called: 3-2-07 Special Instructions: • on si+e Pre- y, Date Wanted: 3 -6-07 . . Requester: N ICI r ' (0) . '4 -Ca( ,c=al■ 4. tijoreA KA aj '1 ' .(•_( / ' • % ,_,,,i,,, \iii.A,..it-i, .„,..i ) 6 6, - utr--1 1-e- 4\0 ( L \it /04 o ? • • -.... .. Project: Norm ea Type of Inspection: I (wai-er) rre- Con Address: 1 1310 s 131 i Date Called: 3-2-07 Special Instructions: • on si+e Pre- y, Date Wanted: 3 -6-07 . . Requester: N ICI r Phone No: 2 0 6-571-82-18 Dolf-415* INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)43 1 -3670 E Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: 3/(4 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: • •` f' ct • 1%! ••• II- LLI 2 6 D O 0 coo CO Lux co LL ., W O LL cn (21 w z z 0 ui 2 n O — u j • (..) I- I -- 11. la w r-- o ;A A '?...."1,4;.N10.4..'.1.4y;.•;,4a.11,..,c1.,„1,a1,...,t.L.' COMMENTS: Type of Inspection: c 3s s Address: 4 ,S /2) PI Date Called: 0(4) Specia Instructions: ',go or d : O S i .e Date Wanted: / oa )/007 2 : f C r 1 ..' .. / /Air. 5_.X11 .2---5 --5 dI SS ' (NW r� b ... PVC .f4- 47 'hl dS pC, at n / ( G4-t,ti U r 7 ci/t , Project: Ne irmed Type of Inspection: c 3s s Address: 4 ,S /2) PI Date Called: 0(4) Specia Instructions: ',go or d : O S i .e Date Wanted: / oa )/007 Ai Requester K Phone No: ‘204 5 1 7/ -6021 R Li Approved per applicable codes. INSPECTION RECORD Retain a copy with permit by ko5 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 06)431 -3670 PERMIT NO. El Corrections required prior to approval. Inspector: G4:1 Date: i ❑ $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: COMMENTS: Type of Inspection: 1) Ad re ss'7c 7 5 1 c + Date Called: U ii 17/07 ,I /0 Si) Y11 Ft t S0 11 P \C 4 - S 0 1' i c To 4 rum4 V cl t Requester: G Phone No: 24A 5( Qzty co 04 44 L. -C 'L" e 4 L i S1) IM 14 (v "lb St talA v0A - 0' i oil Project: In Type of Inspection: 1) Ad re ss'7c 7 5 1 c + Date Called: U ii 17/07 Special Instructions: Date Wanted: + / V67 a.m. p.m. Requester: G Phone No: 24A 5( Qzty INSPECTION NO. El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. 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 Doll —Li 6 J PERMIT NO. Z 1 W i� 2 -J C-) O 0 N J H U) Li_ W O 2 g Q = • a 1-W Z = I— O Z I- W U� O N O I- 111 u j 0 O . Z . W U= O ~ Z COMMENTS: Tyne y Wc- of Insio pe ct Pre Con Address: 3 :1 s 13) P! Date Called: I I 15— 06 Special Instructions: Date Wanted: II — zI -06 Vi Pm Requester: Mar 42 Lc4 O( () (A a u Phone No: 2r76 511 -8216 -1-,s1 --w4 6 t<< ,..c, - rot G. ( 6 v 6 L<..,q. s (/j c (4 5 )(L%/-c/ ( 4 1 , I - 1 CA --1. 0 a TQO 1 G l/v OA � 4�1��+. — xC t • 1 c \) 6e&. Norm ecl Tyne y Wc- of Insio pe ct Pre Con Address: 3 :1 s 13) P! Date Called: I I 15— 06 Special Instructions: Date Wanted: II — zI -06 Vi Pm Requester: Mar Phone No: 2r76 511 -8216 t.: INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ❑ Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: 1 JJ $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: . nd COMMENTS: Type of Inspecti //k //4.)(7 /4) Address: 4)/0 S. RI / 1006 Le i*-7 v /7 - ) /7/ / 0 ocf Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: /%/ /G ,0f/zr G,u y 7 f k-- rIe/'it /li 4 %414 Ivi fi /V6 c.t ul l( S//e17d5 i- /11 (.1::/)/7 v r 1t fir c�7" pu IF ... - J' /f// c/ tL yL //V ,h/p / 4 1 � v 5. ) / ?/ � fi /)/ //�/ ,'(,AriA, Proje t: and Type of Inspecti //k //4.)(7 /4) Address: 4)/0 S. RI / Date Called. Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF.TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. O Corrections required prior to approval. Inspector: tf�l Date: /U/ / i 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: ti Z Z W 6 U O 0 CO O W= CO W W D L Q = W ? � 20 W 0 O — O 1-- W W ti ~ O iii !-- _ 0 Z Project: ��o ►nreG{ Type o spection: fe- co Adds r faI l5 P1 Date Called: l0 //0/vc„, Special Instructions: 0 9, ' 00 42 r�1 ° 1 L Lo eCtt)'1- G/o `thi s, Ccc // r /PS � Iic°cr��c (e Date Wanted: /0 /U� n `�p�m. Requester �� Phone No: r� - 3 y — o 8' s5 S:sitk:•!xel:::; INSPECTION RECORD Retain a copy with permit Day --yl s PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: a c) Yom- (c„\ Inspector: 6 Date: 1 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: Z H Z W QQ � J U 00 u) o J = F- N W WO g< a W Z 11.1 I- W U W W H IL O UJ U= 0 1— z Project: ' 0014,4 Type of Inspection: , SC— A4r J /3/5 ,1 Date Called: 6/ I e Special Instructions: Date Wanted: / J /Ok, a.m. p.m. Reques r: i Sl! Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter. Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Approved per applicable codes. El Corrections required prior to approval. COMMENTS: .310/66 c 7 / (1 4 Inspector: Date: 3 /a4. 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: Z • Z W 6 J U O 0 yO Cil CO u.. W 0 � co � W Z = ZI- • W O O 0I- W W I-- - u_ O~ z Project: NO F-W•6-1) Type of Inspection: - f e- 5 (--- Address: 0 / q;/ 5 2 / 1 ff Date Called: 21 1 3 10 d Special Instructions: .....,..„- Date Wanted: , a.m. 2/ i Li "I 5-106 p.m. Requester: S i ik 0/144'e Phone No: 4 04 , :t ' A 0 0:4 44 i4.:46 1 ,4 , 4 ` ;t4A.,A ., '7 4 vati,:q 41.'4 D09 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)43 1 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 24/ R P Li) Av.A“ p ((LA ( (4.0A tyl )04:pit s ; oLc.,71L Inspector: CP Date: 7 1/106 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.: alc-raglk,m44crrt; ' " Date: I 1— 4— z • w _i C.) O 0 CO (1) LLI u i 0 u— < a w z Cs Z I— LL! uj C.) O F • }— 111 0 I- .. z 0 O 1— z COMMENTS: ii i - 'J 1,vie, ' (( f ^ sl1 ` 0,+ � �,r)lv3 (—Olt )1— S(A1p_PA lM-P1 G 4 moi , J Cox-6J- f r l.tr, -P_0/t 12� ,D - to d.Q o / v'-Q n.d (I./vats i m,/ bat. Date Wanted: St z ANI/V.7 im o 4"., i . . ( �I 4 r�,a . r\-AA . vl l To (AA P G/1 �` &A l. /0L IN GY��� ailL6 Requester: tom` 4—•..8,... Project: _oil Type of Inspection: IE S Date Called: i/ 31 0 ., A dress: 4 1 310 5 131 .P t Special Instructions: Date Wanted: t r t � a.m. p.m. Requester: tom` 4—•..8,... » S/1 Phone No: , INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 EI Approved per applicable codes. El Corrections required prior to approval. Inspector: 6A) Date: / /7 61 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: 1 COMMENTS: .} _ 421 CO\ /L-- 0'1 kt 04 i k b n A 11 r Ot A A/ 4RAA, it 0 co . s ., 1? v1 L o i A l Date Called: l -i -/° 5 Q..i_ 7- i r�-�+ W c l � - 1 AA (Al! 1 9,�.-rfe ' . A (IAA,- to . Tie .0 e a- to 1 r t 0( A5t cr I c f pst d't) -sQ5 vef,\.4nc Pit, 0 ,,, (1 OtrNA, S let' Q 1"T 4 ilecold. Project: Type of Inspection: Address: i nfo /3/ /1 Date Called: l -i -/° 5 Special Instructions: Date Wanted: ! f `/ a.m. P.M. Requester: TJ4C� -- c - l Phone No: 2,377 ' 2-2-) INSPECTION NO. INSPECTION RECORD Retain a copy with permit S P RMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 .Approved per applicable codes. 0 Corrections required prior to approval. Inspector: Date: 11 v $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: Z Z re w QQ � J U 00 W I— C LL w W_ I 1— w Z � Z1- 11J ui U � 0— 0 1— WW H- W Z U = O ~ z Pr ect: ivuo !Ai/k'ffd t( - Type of Inspection: igS C' Address: Date Called: 9 .s'' Special Instructions: • Date Wanted: 't /I a.m. p.m. R equester: 1 i I f � �- Phone No: 2` .?77 - OZZI • 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 El Approved per applicable codes. Doi i is . " Corrections required prior to approval. COMMENTS: 4" :1;57111 1.9 7r t �' Z ,i44' 7/2--V o S n5,-10 Inspector: 6 Date: 9 /z(/ 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: Z Z 6 00 v7 W W O u. Q cn = I-- al Z = Z° LIJ W U cD O ( H . W W H — O Z ll U 1= _ O~ Z COMMENTS: Type of Inspection• V/e — L 0 Address: 14-) 5 ICI VI Date Called: 9/201/05 Date Wanted: , ` ' a.m. P. Special Instructions: RequesteC: / K / jt 6AC l T t � /f G: tz q j V-) 6 - BSI Al GA {J /)f- t6 0 s6c-S 9 51'AQA A..6 — �c.0i.t.) s . .f e. A- (. 6 Q L.: ii. S -. oct &,,,, . . !-+ CO) 0(rili1 \A:� 11at ! vAll—k Tkc. L _ (OA I 0 (b....4-..... rfri A W I 1 Project: MOW rA Type of Inspection• V/e — L 0 Address: 14-) 5 ICI VI Date Called: 9/201/05 Date Wanted: , ` ' a.m. P. Special Instructions: RequesteC: / K / jt 6AC l T t � /f G: tz Phone No: P►� Doi -I -LI 15 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 El Approved per applicable codes. El Corrections required prior to approval. Inspector: /kJ Date: . — $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: �..,Y „eft....•. . ..1 �. ... ,.,............:.3`,.s,.. .n.. ... .�.:e'.Y.'i: -, ,�.w <...r 5...... �.re- ,.� °..L i .... ....� ',w ... td COMMENTS: I g- / iit Ul 11 /f / 3 /t ih (7 /14c-/C41-715: 0. kiS !re L ,alt/zi / 1 G)4(J u-' 9! vN J o r 4 �Zif i L /r AI�-K.. i� / i bthrit J 11 JJJ .4. wg_74,0 M/ t p,S /) A W / y 9 /23'J . 2 / nfx tea7. /-1(( if I C ,t), to. Lou.,14 7 5 / 77 g. 45A;(' A L. - C04-t/ tZ r P1 — (O,,,s7ike. t OVA , /tic g-T 1 , ■./ Special Instructions: Project: PO � bfV Type of Inspection: , Addres / GG``�i -514 / 3 f A L. Date Called: x J J A ✓� Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: El Approved per applicable codes. k INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 5 PERMIT NO. (206)431 -3670 Corrections required prior to approval. Inspector: 6AI Date: Z2 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: Z Z W cc 6 J U U U LLI J Wo 2 u_Q U 3 = a I— W ' Z W U 0— OH WW I ti1 U 0 ti iS�iui a; iiw3i { v yl otii t E :n! ,r 4't i5 - uiti nom', COMMENTS: / Type of Inspection: r1 f. 1--) r ti/7 ,-vi /CI a 1 !' 9, , i ,_, Address: ; / .7 6' Suite #: _s / 7 1 )ii4,c-„) .ir ) 0,,e. Monitor: Special Instructions: (i r c [., v,., , 2 r „.;e..., t „ 1 ='r - r.,., 14, - r is.r .__ Occupancy Type: .� � Project: pioe., vi c - c ,{_. / Type of Inspection: r1 f. 1--) r ti/7 ,-vi /CI a 1 !' 9, , i ,_, Address: ; / .7 6' Suite #: _s / 7 1 X 12(, Contact Person: -, / - //) , Monitor: Special Instructions: Pre Fire: / Phone No.: / ( J 2 5 - 7 ..J (. "'. h l (.�l r!r' .2-- / Needs Shift Inspection: / Fire Alarm: / Hood & Duct: / Monitor: Pre Fire: / Permits: / Occupancy Type: .� � INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT L) ' /- rr /S" O — - c' r, x�• PERMIT NUMBERS 444 Andover Park East. Tukwila, Wa. 98188 206 -575 -4407 R Approved per applicable codes. Corrections required prior to approval. Inspector: :;""c,, 15 Date: r Hrs.: i $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from 4 e City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 Z 6 00 -i LL WW L u- Q to = w z = 1-o Z ~ w U 0 o1 w oc 4- o ..z w U = 0 Z Project: A/of-,?,. Sprinklers: Fire Alarm: Type of Inspection: Monitor: Address: 9/ 5 Z 0 Suite #: 5 / ?,/ pi . Contact Person: f -), G.. Special Instructions: Phone No.: t/Z6 - 234" — dZ 2- / Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -44 COMMENTS: r ti) e-7 j � Led , C S (., 6. o n (''Z C G1 �$ a7ah - s ,� t . C . -•r,:- , .u► Inspector: $c, ,� 7 5 Date: ,/,// / )n 7 Hrs.: Approved per applicable codes. $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' INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 1/13/06 /.� cs 4 i -- 4 /./ s " PERMIT NUMBERS Corrections required prior to approval. T.F.D. Form F.P. 113 Z o:g 00 W _. WO w I 1— w Z I- 0 Z I-- w w 0 0 -- w F - u- o .. Z W Z Project: 1 Sprinklers: l l Type of Inspection: Address: '-/S 1 o S . ) 3 I .: pL; Suite #: .' ' Contact Person: _ . Special Instructions: r` i / Monitor: Phone No.: Needs Shift Inspection: Sprinklers: ' Fire Alarm: Hood & Duct: / Monitor: Pre -Fire: / Permits: Occupancy Type: / INSPECTION NUMBER Word /Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT Approved per applicable codes. toe,/ _ c1 J 5 _. U7 S_ c)3 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 -575 -4407 Corrections required prior to approval. COMMENTS: V a Inspector: S/ Date: cam? Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. ■ 1/13/06 T.F.D. Form F.P. 113 z aI- * w 00 W J i- W O L Q N_ � = W Z = 1- O Z F - ui U� O - O F- W H 0 L' O • Z W U= O z COMMENTS: Sprinklers: Fire Alarm: y Type of Inspection: Address: 1 l� 5. Suite #: 1.43Ut7 :41-22-05L3 AJEL b l ,SVg014 � . , /ie`30 . 4 Contact Person: \I� Special Instructions: Pre -Fire: Permits: Phone No.: u S. - 43 - 82z 1 , Occupancy Type: rcio A ) .___ —` 6, i 7 to 111. 0,/77, `` , (- _/ _ a _ w ! 7. /4 - C6-"1 vri) (I, i�o f srz /. r / =- (9 Z D6. ?. _ 1 / 4 /39 - Project: (J 0 e.w, c D Sprinklers: Fire Alarm: y Type of Inspection: Address: 1 l� 5. Suite #: 1.43Ut7 13 1 Pi., Contact Person: \I� Special Instructions: Pre -Fire: Permits: Phone No.: u S. - 43 - 82z 1 Needs Shift Inspection: Sprinklers: Fire Alarm: y Hood & Duct: Monitor: (i, ?w ,,,; o,1, / Pre -Fire: Permits: , Occupancy Type: 2. INSPECTION NUMBER Word /Inspection Record Form.Doc INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Approved per applicable codes. 1/13/06 c.) - k• - v� C� PERMIT NUMBERS 1 - % Corrections required prior to approval. Inspector: Date: //Z � f i e , - Hrs.: / 25 $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 z Z 6 00 CO 0 J CO W w � = I w Z = ZO U � N w tii U= z Project: 1.10e. t-, Sprinklers: Fire Alarm: Type of Inspection: Address: x-13 'o S . Suite #: 13■ PL Contact Person: t'-\L. Special Instructions: Phone No.: 1- 12 -73,6- 9_,?? r Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE DEPARTMENT - DOL( - L i 1 5 0 v3(a PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 -575 -4407 Approved per applicable codes. Corrections required prior to approval. COMMENTS: <P12_, el n2_ 1-)12.-o -CHIC Pt,- I e - t . ,�t L , � _ C o\j - - v K • Inspector: a w / j z / Date: 7 / / ci /97 Hrs.: 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 City of Tukwila Building Department 6200 Southcenter Blvd Tukwila, WA 98188 Project: Normed Shaw Address: 4310 S. 131s Place, Tukwila 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. St.CQ.n Q.PJ1en(x.0 -Nrik.4. Susan Rosenau -Moser Vice President Email c: jonathan dbros.com 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 Permit Number: D04415 Job Number: 06 -753 z W . JU UO W o . w= w 0 = W ZO LLI U� O — O H w uj I O ui = , 0 z Dave Larson - Ftng Subgrade Verification.pdf TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences 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 Groshong 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 rock or structural fill consisting of adequately compacted mineral soil. 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 cc: Tye Groshong, Donovan Brothers Construction Dave Larson, City of Tukwila November 29, 2006 Project No. T- 5613 -1 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821-7777 • Fax (425) 821 -4334 REC WED n L 2006 BUILDING ©EPARTf?t NT A Dave Larson - Field Memo 10-26-06 AM.pdf Weather: 0-6 01.01711 TERRA ASSOCIATES Inc. Geotechnical Consultants (425) 821-7777 Kirkland, Washington Project: .N Location: Present Al Site: - 24 .1 1 jik * :14 Ill 4: its Daily Field Memo Project No7r: g •I/ *1: 1 Memo No. Date / Subject: Fiul4ror ENcL Contractor 76 M c tvl 4.4 -s ..5 1 " r:P..-rt.c A;,, oe.:- ).-r c- -, t-, .1 - 6-::: ..r - T 0 fis ...s C;: r- u,-)§.1.71 p/.1.v AT Jr) I-3 , ..--ssl i h. i i Cr 4.1-./ VA I 1••\b' .." , .:..( - ;.4.\ - -r - e - n> t..- 1 hd ' - - 1 — II/ M‘.&L7a 7 _LE,)4L__•141.2 pi e= 4190r1f1- (. - r7 - 1e. , 5? ( -6/ r 1) .. 10 ), pr b 1.10e;:r7,1 6. — 1 Tro Foin.14, is‘....1/4.TIO/ 1P JL I it-s 6\1 - z-3 t.:6" 114 5 • :: P 141 Tr-I '04 le> Le) 1,1 _ N1 11.4 'g I 5C-/Z1,_ eF 11.11: 17.1e, i1 -1:1=7.1 A £O/- n If.A1114 0194- 6.'r te-) L. 12.CC-Cil\A 57...11:7AT rmar,t5 -Fc) 5i) o? i ) 012.AT1P1-4c; tti 17,1 C' B 414.4.4.- /44 d CoplesTo: 1-14 i-1/71 S 77-14 i.-t)S 1. 0 V el- • • .• if:- • -; ' ' • • ieA••■ • 4...14.45+ c . - j October 27, 2006 Mr. Dave Larson City of Tukwila 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 Holmvig, DeWitt & Associates, Inc. Land Surveying & Engineering 1036 Cole Street Enumclaw, WA 98022 (360)825 -6963 (360)272 -0106 mike @hdasurvey.com W . W0 O 0 N0 co co La u_ W O QQ • � D. �.. W Z � I- O Z I- U 0 O tA. • H W uj H - O LL Z w 'O Z NorMed P.O. Box 3644 Seattle, WA 98124 (206) 242 -8228 June 26, 2006 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: As a follow up to your site visit and inspection on, Wednesday, June 14 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 NorMed -Shaw Partnership Enclosure: Terra Associates Report Letter dated June, 21 2006. Immediate Care Medical Supplies pae_wlay. e N 1 P 4; RECEIVED JUN 27 2006 TUKWILA PUBLIC WORKS ho* .- s i - t S. z =Z , JU U 0 0 . N W = J - U) w w 0 g Q . N � z d : w z �; t- -O Z F-- uj Q 0- 0 I- w W ti O al ▪ = 0 z 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: June 21, 2006 Project No. T- 5613 -1 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. TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Do 4— 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 Project No. T- 5613 -1 Page No. 2 Z QQ • � J O O 0 co 0 co la J 1- N O w LL Q Nd = Z � 1- O Z I- uj U O N . 0 t- WW H 0 . L O .• Z W - = 0 Z OTTO ROSENAU & ASSOCIATES, INC Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 62503 - Amended Description: Reinforcing Steel Project: Address: Client: Inspector and Date John Reeder, Bob Schaefer 3/26/2007 NorMed Shaw 4310 S 131 PI, Tukwila NorMed - Shaw Partnership CONSTRUCTION INSPECTION REPORT Remarks 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 Contractor X Architect X Building Dept. Technical Responsibility: X Engineer 14 CEI VEL) DtVEOP Permit Number: D04415 Job Number: 06 -733 Client Address: PO Box 3644, Seattle, WA 98124- 3644 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) • .uce,3ei:..�a.�: OTTO ROSENAU & ASSOCIATES, INC Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 60681 Description: Lateral Wood, Structural Steel Erection Project: NorMed Shaw Permit Number: D04415 Address: 4310 S. 131 Place, Tukwila Job Number: 06 -733 Client: NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124 -3644 Inspector and Date Remarks Isaac Ruoff Arrived on site to inspect the roof diaphragm nailing between grid lines A -G, 1 -3. Nails, nailing 4/24/2007 pattern and sheathing are as per approved plans. Copies to: X Client X Architect X Engineer Conforms CONSTRUCTION INSPECTION REPORT 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 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. Conforms 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) Z F=. Z IX 2 00 W 1 w 0 u.a i w Z = zI- w 0 • co ca W H � O .• Z W U = O Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 55682 Description: Structural Steel Erection Z 4� Project NorMed Shaw Permit Number: D04415 .- Z Address: 4310 S. 131 Place, Tukwila Job Number: 06 -733 ' Client NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124-3644 J U Inspector 0 Q 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_ W 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. w O Welding performed by WABO certified welders whose cards are on file with contractor, according to I _ AWS D1.1 procedures. ? I i-- O Z I- Co nforms W D p U W W H U — Z Copies to: X Client X Architect X Engineer X Contractor X Building Dept. Technical Responsibility: CONSTRUCTION INSPECTION REPORT / /// I. C. •� , - roject Manager Page 1 of 1 6747 M.L. ling 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) 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. Z 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 Description /Location: Resteel Verified: 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 Weather: Inside Slump Range Date Samples Picked Up: 4/19/2007 Initial Curing Method: Excluding ASTM C31-12.1.5 Comments Added rebar 2 #5's added at all openings for thickened edge. DBI #06019, dated 4/11/2007 REINFORCING / PLACEMENT: Conforms See attached for additional test results Copies to: Client Architect Engineer 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 1Iine. 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 Contractor Building Dept Batch Plant CONCRETE REPORT Report Number: RC59137 Permit Number: D04415 Technical Responsibility: Client: NorMed - Shaw Partnership Address: PO Box 3644, Seattle Date: 4/18/2007 Design n Actual ❑ 470# 1520# 1860# 7/8" Cement (lbs/type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (lbs): Water (lbs or gal): 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 Batch Weights /Cubic Yard Type: I /II Ambient Temp 52 °F Air % Range: Initial Curing Temp: Slag (Ibs): Truck Ticket No. No. 71 183797 Excluding ASTM C31. 10.1.2 Does Not Conform ❑ 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 "= Discarded CONCRETE REPORT COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 4/25/07 7 6 x 12 28.01 29.28 113,330 4050 2 5/16/07 28 6 x 12 28.09 29.19 167,680 5970 3 5/16/07 28 6 x 12 28.09 29.3 160,790 5720 4* 5/16/07 28 6 x 12 28.09 0 0 0 Tested in general accordance to: ASTMC39 ASTMC617 ❑ ASTMC1231 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 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Copies to: X Client X Architect X Engineer Conforms CONSTRUCTION INSPECTION REPORT C, MMED 14# 0 na71 COMMUNITY pEVELPNENT Report Number: 42839 Z Description: Epoxy Grouting Anchor Bolts = I,; is-- Z Project: NorMed Shaw Permit Number: D04415 re 2 Address: 4310 S 131 PI, Tukwila Job Number: 06 -733 J U Client NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- U O 3644 N 0 c0 al Inspector -a H and Date Remarks to u. Tara Pfaff Performed epoxy inspection for ledger angle to tilt -up panel. Location is A between 5 and 6.5 lines w O 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. u.. Q 4 1/2" of embedment was met at all locations. Holes were brushed and blown clean. Epoxy esed u D was Hilti HY150, with an expiration date of 10/2007 and Simpson SET22, with an expiration date of = w 6/2008. Also inspected the placement of anchor bolts, Simpson HTT16 at G -G.3/3 line. These all Z I 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. Z O U.1 uj U� O N C3 I— WW F=— H L O 11.1 Z U= O I— X Contractor X Building Dept. Technical Responsibility: Ae p alter C. • a e '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) Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 60675 Description: Welding Project NorMed Shaw Permit Number: D04415 ' W Address: 4310 S 131 PI, Tukwila Job Number: 06 -733 6 aa Client NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- U 8 3644 Inspector w . and Date Remarks Isaac Ruoff Arrived on site to inspect the Nelson Studs and the puddle welds at F -G, 1 line and D, 10 line. Studs w 0 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. N d Conforms ~ _ .. F- 0 Z E- w 2 U � O - W W O . L Z U = O F" Copies to: X Client X Contractor X Architect X Building Dept. Technical Responsibility: 'X Engineer Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN - 63 - 01 (Rev 05/03) alter C. Hansen, Project 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. Z „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: RC59137 Permit Number: D04415 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 Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Specimen Number 1 4/25/07 Copies to: Client Architect Engineer Placement Data Design Miles 01500 3 "t1" 0.530 N/A 84 Chute Yes Required Strength (psi): 3000 Sampling and Testing Data Time Cubic ASTM C 172, C 31 Made Yards Cast Samples: 1-4 8:20 am Test Field Date Cure Discarded Tested in general accordance to: Contractor Building Dept Batch Plant 31.00 Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Water Slump Air % Added C 143 C 231 0 gal. 4” N/A COMPRESSIVE TEST RESULTS Age Size Area Weight Max Load (Days) (in.) (Sq.in.) (Lbs.) (Lbs.) 7 6 x 12 28.01 29.28 113,330 ASTMC39 © ASTMC617 ❑ ASTMC1231 Technical Responsibility: Client: NorMed - Shaw Partnership Address: PO Box 3644, Seattle Date: 4/18/2007 Actual ❑ Batch Weights /Cubic Yard 470# Type: 1/9 1520# 1860# 7/8" 271 # 28.2 oz. NC 534 Conc.Ternp C 1064 70 °F Weather: Inside Slump Range: Date Samples Picked Up: 4/19/2007 Initial Curing Method: Excluding ASTM C31-12.1.5 Comments Added rebar 2 #5's added at all openings for thickened edge. DBI #06019, dated 4/11/2007 REINFORCING / PLACEMENT: Conforms Air % Range: Initial Curing Temp: Strength (psi) 4050 A Slag (Ibs): Ambient Truck Ticket Temp No. No. 52 °F 71 183797 Does Not Conform ❑ Fracture Type (other than cone) Excluding ASTM C31- 10.1.2 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 Z a , 0 0 co 0 J F- N LL W O g< = • d w Z = H O Z I— w • w U 0 O — O I— W H � tL w Z N H 0 Z 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 131 PI, Tukwila Job Number: 06 -733 Client: NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- 3644 Inspector and Date Darren Reid 4/11/2007 Conforms Remarks MAY 0 1 2007 DE f-OP iik 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 5 1E -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/B.5 -C, A/7 -9, per approved plans. Holes were brushed and blown clean before epoxy application. Copies to: X Client X Contractor X Architect X Building Dept. Technical Responsibility: X Engineer I H nse Project Manager C. g er This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 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) pyry���M��l�•I RF „ err OTTO ROSENAU & ASSOCIATES, INC. gP Geotechnical Engineering, Construction Inspection & Materials Testing '�i, c , 4p Zp ,, p� l �r CONSTRUCTION INSPECTION REPORT RECI LA Report Number: 62507 APR 2 5 2007 Z Description: Structural Steel Erection F TUKWIL.A Project NorMed Shaw Permit Number: D04415 PUBLIC WORKS C4 I Address: 4310 S 131 PI, Tukwila Job Number: 06 -733 J U Client NorMed — Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- U co OQ 3644 to tu Inspector LIJ H and Date Remarks CO LL. Bob Schaefer Performed visual weld inspections on panel to panel connections of the tilt -up walls. Reference w 0 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. w 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. • z O w Reference Standards Used: AWS D1.1 -2006 m o 8 Conforms, except at noted above p F- w uj I F-� — o z . U� H F 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 1N -63 -01 (Rev 05103) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 Project: Address: Date: Description / Location: 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: Specimen Test Number Date 1 3/13/07 2 4/3/07 3 4/3/07 Copies to: x Client x Architect x Engineer NorMed Shaw 4310 S 131 Place, Tukwila 3/6/2007 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. Field Cure x Contractor x Building Dept. x Batch Plant Report Number: 45653 Manufacturer: Age (Days) 7 28 28 GROUT REPORT Client: Address: Inspector: 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.) (Sci.ln.) 2x2 4.08 2.01x2.05 4.12 2.00x2.05 4.10 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 Technical Responsibility: ,ii.2L-::.HUlUw: • Permit Number: D04415 NorMed - Shaw Partnership PO Box 3644, Seattle, WA 98124 -3644 Marco Lopez 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 ASTM C617 x ASTM C1231 alter C.paf(ser Project Manager 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) 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. z A— Z rt W 6 00 ( o J F w gQ co _ 13/ W Z= 1— 0 W ~ U O — O I— W W I L O W Z U = 0 1— Z - 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: Wayne Barker Description /Location: Resteel Verified: Yes Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Yes Required Strength (psi): Sampling and Testing Data Time ASTM C 172, C 31 Made Cast Samples: 1 -5 9:15 am Weather: Cloudy Date Samples Picked Up: Copies to: Client Architect Engineer 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 3/14/2007 by Ross Bogle Placement Data Miles 01550 4 "t1" 0.485 N/A 53 Chute 4000 CONCRETE REPORT Report Number: RC58386 Permit Number: D04415 3/16/2007 See attached for additional test results Contractor Building Dept Batch Plant Cubic Water Slump Yards Added: . C 143 7 gal. 41/2" Grade: Mfg: Design p Actual ❑ Batch Weights /Cubic Yard 517# Type:I/II 1561# 1869# 7/8" Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Air% C 231 150# Slump Range -- Initial Curing Method: Excluding ASTM C31-12.1.5 Comments REINFORCING / PLACEMENT: Conforms Technical Responsibility: Client: NorMed - Shaw Partnership Address: PO Box 3644, Seattle Date: 3/15/2007 Conc.Temp C 1064 N/A 61 °F Air % Range: -- Initial Curing Temp: Slag (Ibs): Ambient Truck Ticket Temp No. No. 36 °F 1631 182145 Excluding ASTM C31- 10.1.2 Does Not Conform ❑ Walter C IYar 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 *= Discarded CONCRETE REPORT COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Weight Max Load Strength Fracture Type Number Date Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 1 3/22/07 7 6 x 12 28.16 29.34 120,960 4300 2 4/12/07 28 6 x 12 28.11 29.3 158,530 5640 3 4/12/07 28 6 x 12 28.11 29.43 156,370 5560 4* 4/12/07 28 6 x 12 28.11 0 0 0 FC5 3/19/07 X 4 6 x 12 28.27 29.09 67,160 2380 Tested in general accordance to: ASTMC39 p ASTMC617 ❑ ASTMC1231 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 J U. O 0 Na ✓ � 0 LL Q = W Z �- 0 Z F— LU • W VO . O N CI I-- W I— O W Z N 0 z • 07T0 ROSENAU &ASSOCIATES, INC Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 62503 Description: Reinforcing Steel - Copies to: X Client X Architect X Engineer and D.3/8 -9.5. Conforms CONSTRUCTION INSPECTION REPORT D MMUNin, Z ELOPI1�FNr 1 Z Project NorMed Shaw Permit Number: D04415 Lii it I Address: 4310 S 131 PI, Tukwila Job Number: 06 -733 6 = Client: NorMed — Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- U 0 3644 (0 CO Inspector H and Date Remarks t) u_ John Reeder, Performed visual weld inspection on chord connections — panel to panel, in accordance with design ui 0 Bob Schaefer drawing #S1.7 /detail T -1.7, at the top of wall. Connection welds were installed by Mr. James Teague 2 f R t i and d t l i b h l ti d h Welding, of Teague eng, wose credentials have been previously reported an remain current. Reference 3/26/2007 u_ ¢ 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- N P D. Welds are visually acceptable. H W z Exception- at grids 1/C and A/1.8, the 5/16 "x6" weld length is not attainable. Have approximately . i- p 5/16 "x4" installed one side, contractor will write RFI on this condition, at the listed locations. a (— 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 F - w Reference Standards Used: AWS D1.1/D1.4 LI p wZ r _. ff ". X Contractor X Building Dept. Technical Responsibility: RECEiV s ' 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) Z 0770 ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 Project: NorMed Shaw Address: 4310 S. 131 Place, Tukwila, WA 98124 Inspector: Dusty Johnston 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 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 Weather: Rain Slump Range: Date Samples Picked Up: 2/16 /2007 Initial Curing Method: Comments Anchor bolts, pick point steel, and clearances were found to be according to plan. 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 Report Number: Johnston CONCRETE REPORT Design Cement (lbs. /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Client: Address: Date: 59233 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 Excluding ASTM C31- 12.1.5 REINFORCING I PLACEMENT: COMPRESSIVE TEST RESULTS Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 2/15/2007 Grade: 60 Manufacturer. Nucor ® Actual ❑ Batch Weights /Cubic Yard 517# Type I /II 1470# 1860# 7/8" 275# 31 oz. MB NC534 ( Non Chloride Accelerator) Technical Responsibility: Conc. Temp C 1064 61 °F 59 °F Air % Range: Initial Curing Temp: 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) D04415 Ambient Truck Ticket Temp No. No. 45 °F MO20 180658 50 °F 134 118350 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.) foil (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* 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. OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 'Nelled 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.in.) 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 tr 8* *Discarded Tested in general accordance to: ASTM C39 x ASTM 0109 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: 06 -733 Project: Address: Inspector: Resteel Verified: Yes 3/14/2007 by Ross Bogle Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: = Discarded Copies to: Client Architect © Engineer NorMed Shaw 4310 S. 131st Place, Tukwila, WA 98124 Wayne Barker Placement Data Miles 01550 4 "t1" 0.485 N/A 53 Chute Yes Required Strength (psi): 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: Specimen Test Field Number Date Cure 1 3/22/07 FC5 3/19/07 X Contractor Building Dept Batch Plant Cubic Yards CONCRETE REPORT Report Number: RC58386 Permit Number: D04415 Design Cement (Ibs /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Grade: Mfg: Water Slump Added C 143 7 gal. 4 1/2" Slump Range -- 3/16/2007 Initial Curing Method: Excluding ASTM C31-12.1.5 Comments COMPRESSIVE TEST RESULTS Tested in general accordance to: ASTMC39 1 ASTMC617 El ASTMC1231 Technical Responsibility: _ 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 Actual ❑ 517# 1561# 1869# 7/8" Air % C 231 150# Batch Weights /Cubic Yard Type: I/II Conc.Temp C 1064 N/A 61°F Ambient Temp 36 °F Air % Range: -- Initial Curing Temp: REINFORCING / PLACEMENT: Conforms Age Size Area Weight Max Load Strength Fracture Type (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 7 6 x 12 28.16 29.34 120,960 4300 4 6 x 12 28.27 29.09 67,160 2380 Truck Ticket No. No. 1631 182145 Excluding ASTM C31- 10.1.2 Does Not Conform El ter C. Ha 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) 4,470 1.43. v, ;tiw' f.1*.btt4Y∎ ∎oi..4;0:tJr }.{.il reieal.a;u;(S Page 1 of 1 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 Project: NorMed Shaw Address: 4310 S. 131 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 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: Copies to: X Owner X Architect X Engineer Time Made X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Report Number: Cement (lbs. /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Cubic Water Slump Yards Added C143 10 0 4" ASTM C39 x ASTM C109 Client: Address: Date: 67055 Permit Number: D04415 Resteel was previously inspected and was acceptable per approved plans. Grade: Manufacturer: Design ® Actual ® Batch Weights /Cubic Yard 517# design 1470# design 1860# 7/8" design Weather: Slump Range: Date Samples Picked Up: 2/15/2007 Initial Curing Method: Excluding ASTM C31 - 12.1.5 Comments 275# design 253# actual Air % C 231 N/A Conc. Temp C 1064 62 °F REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS 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 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 Technical Responsibility: RECEIVED D EVE L OP I M j,Q E V NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 2/14/2007 517# actual Type I /II 1556# actual 1888# 7/8" actual Ambient Temp 50 °F Air % Range: Initial Curing Temp: ASTM C617 ASTM C1231 x Truck No. 76 Excluding ASTM C31 - 10.1.2 X Does Not Conform 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) Ticket No. 180834 Type of Fracture (other than cone) 1.4'4. -ir i:.ti.:.:+: ✓:.A.:',.i. 5:; i1�+ +C.ku.f OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Inspector: 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 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 Copies to: X Owner X Architect X Engineer CONCRETE REPORT 06 -733 Report Number: 58174 NorMed Shaw 4310 S. 131 Place, Tukwila, WA 98124 Darren Reid Time Made 11:00 4* *Discarded Tested in general accordance to: ASTM C39 x ASTM C109 X Contractor X Building Dept. X Batch Plant Cubic Yards 10 Client: Address: Date: rete placed for footings along A/1 -5 and along 1 /A -E, per city approved plans. Grade: 60 Manufacturer: Cascade Design ® Actual ❑ Batch Weights /Cubic Yard Cement (lbs. /type): 423# Type I -11 Fine Agg. (Ibs): 1580# Coarse Agg. (lbs/size): 1860 #' /8" Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Water Slump Added C143 0 gal. 4" 254# 13 oz. MB Polyheed 997 Air% C 231 Slump Range: -- Initial Curing Method: Excluding ASTM C31 - 12.1.5 Comments Conc. Temp C 1064 58 °F REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 2/19/2007 Ambient Tem p 43°F 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 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 Technical Responsibility: Truck No. 134 D04415 Air % Range: -- Initial Curing Temp: Excluding ASTM C31 - 10.1.2 X Does Not Conform ASTM C617 ASTM C1231 x alter C H -nsen, Project Manager Ticket No. 181005 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) 1 Z u.1 J U O 0 J CO IL. W o g Q • ci 1W Z = ' I—O Z I— • W 0 O — CI W W ;— IL. O W Z U= 0 Z • OTTO ROSENAU & ASSOCIATES, INC. RECEIVED Geotechnical Engineering, Construction Inspection & Materials Testing Report Number. 56337 Description: Reinforcing Steel Project: NorMed Shaw Address: 4310 S 131 PI, Tukwila Client NorMed - Shaw Partnership Inspector and Date Ross Bogle 3/14/2007 Conforms CONSTRUCTION INSPECTION REPORT Permit Number. D04415 Job Number: 06 -733 Client Address: PO Box 3644, Seattle, WA 98124- 3644 Remarks 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. Copies to: X Client X Contractor X Architect X Building Dept. Technical Responsibility: X Engineer i.' A C OMMUNITY DEVELOPMENT This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 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) 1Z '~ w QQ � J U 00 W= N u. w u_Q �w Z I-- 0 Z w O N , O wW O LLi U 4 O ~ Z L• w. ayi •, .witwu ._ w y . , ..w�vw..r..u.. wr... tw. u2 ',r. :...,�..w....ou...,.a.+..0 ..._., �..w OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 Report Number: 45653 Permit Number: Project: NorMed Shaw Client: NorMed — Shaw Partnership Address: 4310 S 131 Place, Tukwila Address: PO Box 3644, Seattle, WA 98124 -3644 Date: 3/6/2007 Inspector: Marco Lopez Description / Location: 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: Copies to: x Client x Architect x Engineer 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. x Contractor x Building Dept. x Batch Plant Manufacturer: GROUT REPORT 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 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 Technical Responsibility: , 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 NorMed Shaw 4310 S. 131 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 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: Copies to: X Owner X Architect X Engineer Field Cure Time Made 1:00 X Contractor X Building Dept. X Batch Plant ASTM C39 CONCRETE REPORT Report Number: Design Cement (lbs. /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs /size): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards 10.0 Water Added 10 gal Client: Address: Date: resteel and concrete placed at tilt up panels #2, #5, #36 per approved plans. 61053 Weather: Overcast Slump Range: 4' /i Date Samples Picked Up: 2/14/2007 Initial Curing Method: Excluding ASTM C31. 12.1.5 Comments Grade: 60 Manufacturer: Nucor ® Actual ❑ Batch Weights /Cubic Yard 517 lb 1470 lb 7/8" 1860 lb 275 lb Slump Air % C143 C 231 4'/2' Na REINFORCING I PLACEMENT: COMPRESSIVE TEST RESULTS x ASTM C109 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 C617 Technical Responsibility: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 02/13/2007 Conc. Temp C 1064 62 Permit Number: Ambient Temp 50 Air % Range: na Initial Curing Temp: Conforms X Does Not Conform Age Size Area Max Load Strength (Days) (In.) (Sq.in.) 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 C1231 x Truck No. M065 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.: ADM/N -62 -04 (Rev 9/06) D04415 Ticket No. 180760 Excluding ASTM C31 - 10.1.2 Type of Fracture (other than cone) 4i.li�.:YtainU�Y.�.! {w4j t;.i: •i�t�T:tiF.i »64f.)' l:ut4n.`3�t OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 56702 Description: Welding Project: Address: Client: • Inspector and Date Bob Schaefer 3/2/2007 Copies to: X Client X Architect X Engineer NorMed Shaw 4310 S 131 PI, Tukwila NorMed — Shaw Partnership Conforms CONSTRUCTION INSPECTION REPORT Permit Number: D04415 Job Number: 06 -733 Client Address: PO Box 3644, Seattle, WA 98124- 3644 Remarks 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 X Contractor X Building Dept. Technical Responsibility: a er er =nsen, Project Manager � l 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) 0404,7 � tial L p�F T Z Z . re 2 '~ W J U UO N O WlL w 0 u_ z • d � z F ... O w �- W U C) 0— CI F- LU u.i .. Z W UI 0 Z OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 Project: Address: Inspector: NorMed Shaw 4310 S. 131 Place, Tukwila, WA 98124 Ross Bogle 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 See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Report Number: 2007. Design Cement (lbs./type): Fine Agg. (lbs): Coarse Agg. (Ibs /size): Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Client: Address: Date: Cubic Water Slump Yards Added C143 42 15 gal. 5" 129 0 gal. 5" 43611 Grade: ® Actual ❑ 470# Type I /II 1520# 1860# 7/8" 271# Hot 1 oz. MBNC -534 ( Non - Chloride Accelerator) Air% C 231 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: Excluding ASTM C31 - 12.1.5 Technical Responsibility: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 1/30/2007 and between grids "A" and "G ", also footings and 3 to 5 line on grid "E.9 ". Rebar as per 60 Manufacturer: Nucor Batch Weights /Cubic Yard Conc. Temp C 1064 62 °F 62 °F REINFORCING / PLACEMENT: Conforms Permit Number: Air % Range: Initial Curing Temp: alter C. Ambient Truck Ticket Temp No. No. 36 °F 134 180040 43 °F 18 118208 Excluding ASTM C31 - 10.1.2 X Does Not Conform 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 Specimen Test Field Age Size Area Max Load Strength Number Date Cure (Days) (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 2/27/07 28 6x12 28.20 28.87# 141,900 5030 7 CONCRETE REPORT COMPRESSIVE TEST RESULTS 8* *Discarded Tested in general accordance to: ASTM C39 x ASTM C109 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 C617 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 Type of Fracture (other than cone) It' OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 Project: NorMed Shaw Address: 4310 S. 131 Place, Tukwila, WA 98124 Inspector: Dusty Johnston 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 See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Report Number: Design Cement (lbs. /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Client: Address: Date: 59233 Permit Number: Grade: ® Actual ❑ 517# Type I /II 1470# 1860# 7/8" 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 4 275# 31 oz. MB NC534 Time Cubic Water Slump Air % Made Yards Added C143 C 231 7:00 11 0 3 N/A 10:00 148 0 4" N/A 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 Technical Responsibility: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 2/15/2007 60 Manufacturer: Nucor Batch Weights /Cubic Yard Conc. Temp C 1064 61 °F 59 °F Max Load (Lbs.) 117,720 Air % Range: Initial Curing Temp: Conforms ere. H- s-', 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) Ambient Truck Ticket Temp No. No. 45 °F MO20 180658 50 °F 134 118350 Excluding ASTM C31 - 10.1.2 X Does Not Conform Strength Type of Fracture (psi) (other than cone) 4200 roject Manager .,. OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing NorMed Shaw Job No.: 06.733 Report No.: 59233 CONCRETE REPORT Tested in general accordance to: ASTM C39 x ASTM C109 COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure SDays) (In.) (Sq.ln.) Weight (Lbs.) (psi) (other than cone) 5 2/22/07 7 6x12 28.02 29.15# 104,740 3740 6 7 8 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 ASTM C617 ASTM C1231 x 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 U U0 . w NO J t—. u) u. WOO J LL d = W Z I— O Z 1— U � 0— 0 I— LL I A Z O -- Z W H O Z OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Inspector: 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 Weather: Overcast with drizzle Date Samples Picked Up: 2/20/2007 Other Test Methods / Standards Used: Specimen Number 1 Copies to: X Owner X Architect X Engineer 06 -733 Report Number: 58174 NorMed Shaw 4310 S. 131 Place, Tukwila, WA 98124 Darren Reid Test Field Date Cure 2/26/07 Time Made 11:00 X Contractor X Building Dept. X Batch Plant Age (Days) 7 CONCRETE REPORT Design Cement (lbs. /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (Ibs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards 10 Size Area (In.) (Sci.ln.) 6x12 28.29 Client: Address: Date: Water Slump Added C143 0 gal. 4" Grade: 60 Manufacturer: Cascade ® Actual ❑ Batch Weights /Cubic Yard 423# Type I -II 1580# 1860# %" 254# 13 oz. MB Polyheed 997 Air% C 231 Slump Range: -- Initial Curing Method: Excluding ASTM C31 - 12.1.5 Comments COMPRESSIVE TEST RESULTS 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 Technical Responsibility: Conc. Temp C 1064 58 °F Permit Number: Ambient Temp 43 °F Air % Range: Initial Curing Temp: NorMed - Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 2/19/2007 ASTM C1231 x Truck No. 134 alter 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) Ticket No. 181005 Excluding ASTM C31 - 10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform Max Load Strength Type of Fracture Weight (Lbs.) (psi) (other than cone) 28.83# 86,200 3050 OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 56079 Description: Reinforcing Steel Inspector and Date Darren Reid 2/14/2007 Copies to: X Client X Architect X Engineer Conforms X Contractor X Building Dept. i CONSTRUCTION INSPECTION REPORT Project: NorMed Shaw Permit Number: D04415 Address: 4310 S 131 PI, Tukwila Job Number: 06 -733 Client: NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- 3644 Remarks 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. : 0 44:4, 1 , 44 4 , u, 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. Technical Responsibility: alter ° . '- 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 - 63 - 01 (Rev 05/03) z 1 z 6 '~ W .6 U 0 . co co tu J H CO L WO u. ? . N i W F- O z t— tu U� O N w Hr- ai co O z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 Project: NorMed Shaw Address: 4310 S. 131 Place, Tukwila, WA 98124 Inspector: Darren Reid 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: Copies to: X Owner X Architect X Engineer 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 X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Report Number: 43419 Permit Number: D04415 Cement (lbs. /type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Client: Address: Date: Cubic Water Slump Air % Yards Added C143 C 231 11 10/41 5" Slump Range: Initial Curing Method: Comments 423# Type I /11 1580# 1860# 7/8" 254# 100% Hot 13.0 oz. Polyheed Excluding ASTM C31 - 12.1.5 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 NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 1/18/2007 Conc. Temp C 1064 58° Ambient Temp 38° Air % Range: Initial Curing Temp: Truck No. MO20 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 Technical Responsibility: ASTM C1231 x Type of Fracture (other than cone) alter C a ' en, Project Manager Ticket No. 179458 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 -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. 131 Place, Tukwila, WA 98124 Inspector: John Reeder 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 Weather: Overcast Date Samples Picked Up: 2/14/2007 Other Test Methods / Standards Used: Specimen Number 1 Copies to: X Owner X Architect X Engineer Test Date 2/20/07 Field Cure Time Made 1:00 X Contractor X Building Dept. X Batch Plant Age (Days) 7 Report Number: Design Cement (lbs. /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Cubic Yards 10.0 CONCRETE REPORT Water Slump Air % Added C143 C 231 10 gal 4 Na Slump Range: 4Y2' Initial Curing Method: Excluding ASTM C31 - 12.1.5 Comments REINFORCING 1 PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Size Area (In.) (Sq.ln.) 6x12 28.00 Client: Address: Date: 275 lb 61053 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 Technical Responsibility: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 02/13/2007 Grade: 60 Manufacturer: Nucor ® Actual ❑ Batch Weights /Cubic Yard 517 lb 1470 lb 7/8" 1860 lb Conc. Temp C 1064 62 Air % Range: Initial Curing Temp: Max Load Strength Type of Fracture Weight (Lbs.) (psi) father than cone) 29.08# 108,760 3880 Permit Number: Ambient Temp 50 ASTM C1231 x Truck No. M065 sen Project Manager Ha I g er This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. 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) D04415 Ticket No. 180760 na Excluding ASTM C31 - 10.1.2 Z W QQ � J U 00 m e LLI CO W O 2 < N i W z ± O z LLI • W U � O N. W W H 0 u. 0 . .• Z W U= O~ Z OTTO ROSENAU $ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 Project: NorMed Shaw Address: 4310 S. 131 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 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: Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Report Number: Design Cement (lbs. /type): Fine Agg. (Ibs): Coarse Agg. (lbs /size): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Cubic Yards 10 Client: Address: Date: Resteel was previously inspected and was acceptable per approved plans. Water Slump Air % Added C143 C 231 0 4" N/A Slump Range: Initial Curing Method: Excluding ASTM C31 - 12.1.5 Comments 67055 Permit Number: D04415 NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 2/14/2007 275# design 253# actual 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 Grade: Manufacturer: CO Actual ® Batch Weights /Cubic Yard 517# design 517# actual Type I /II 1470# design 1556# actual 1860# 7/8" design 1888# 7/8" actual Conc. Temp Ambient C 1064 Temp 62 °F 50 °F Air % Range: Initial Curing Temp: REINFORCING I PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Number Date Cure (Days) (In.) (Sa.ln.) Weight (Lbs.) 1 2/21/07 7 6x12 28.21 29.27# 122,120 Strength Type of Fracture (psi) (other than cone) 4330 ASTM C1231 x Truck No. 76 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) Ticket No. 180834 Excluding ASTM C31 - 10.1.2 Z ; �Z re 2 JU U O W U J = • LL W O u _ in 1 W Z F— O Z F— LU uj U � 0— O F— W UJ H H Y- LLI 0 Z .t.. ueM4.1m5Y4 u.: ?u, OTTO ROSENAU &ASSOCIATES, INC Geotechnical Engineering, Construction Inspection & Materials Testing Consolidated: Yes (vibrator) Required Strength (psi): 3000 Sampling and Testing Data ASTM C. 172, C 31 Cast Samples: 1-4 Cast Samples: 5 -8 Weather: Partly cloudy 34 °F Slump Range: 5" Air % Range: 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: See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Time Cubic Water Slump Made Yards Added C143 8:00 42 15 gal. 5" 10:05 129 0 gal. 5" Technical Responsibility: Air % Conc. Temp Ambient C 231 C 1064 Temp 62 °F 36 °F -- 62 °F 43 °F Excluding ASTM C31 - 12.1.5 Initial Curing Temp: U p��M pA Job Number: 06 -733 Report Number: 43611 Permit Number: G: D 04415 Project: NorMed Shaw Client: NorMed — Shaw Partnership Address: 4310 S. 131 Place, Tukwila, WA 98124 Address: PO Box 3644, Seattle WA 98124 -3644 Inspector: Ross Bogle Date: 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 ". Reber as per approved plans. Resteel verified: By Ross Bogle on 1/30/2007. Grade: 60 Manufacturer: Nucor Placement Data Design ® Actual ❑ Batch Weights /Cubic Yard Supplier: Miles Cement (lbs. /type): 470# Type I /II Mix Number: 01500 Fine Agg. (Ibs): 1520# Slump Spec: 4 " -5" Coarse Agg. (lbs/size): 1860# 7/8" W/C Ratio Spec: 0.53 Coarse Agg. (lbs/size): Air Spec: N/A Slag Cement. (Ibs): Total Yards: 274 Fly Ash (Ibs): Placed Via: Brundage - Bone Pump Water (Ibs or gal): 271# Hot Admixtures (specify): 1 oz. MBNC -534 ( Non - Chloride Accelerator) Truck No. 134 18 sen, Project Manager 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 Forrn No.: ADMIN -62 -04 (Rev 9/06) Ticket No. 180040 118208 Excluding ASTM C31 - 10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. OTTO ROSENAU & ASSOCIATES, INC. ® Geotechnical Engineering, Construction Inspection & Materials Testing 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 (Days) (In.), (Sg.In.) 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 - - US - Fax (206) 723 - 2221 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Date: Cast Samples: Cast Samples: Copies to: x Client x Architect x Engineer 06 -733 NorMed Shaw 4310 S 131 Place, Tukwila 1/4/2007 Description / Location: Detention vault plank infill. Resteel grade: 60 Placement Data;;:,; Supplier: Miles Mix Number: 10550 Total Yards Placed: 10 Specified Strength (psi): 3000 Casting of Sam AS7 C:3'1; C :.109 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: 1 -4 Field Cure x Contractor x Building Dept. x Batch Plant Report Number: GROUT REPORT Client: Address: Inspector: Manufacturer: Cement (type /lbs.): Fine Agg. (lbs.): Coarse Agg. (size /lbs.): Coarse Agg. (size/lbs es Cubic Flow m493 10 5" Age Size (Days) (In.) 7 2x4 Nucor 28 2x4 3.14 28 2x4 3.14 ASTM C39 NorMed — Shaw Partnership PO Box 3644, Seattle, WA 98124 -3644 Dusty Johnston Batch;Weights 846# Type I /II Water (Ibs. /gal): 375# 2660# Admixtures (specify) 42 oz. MB100XR ( Retarder) Comments REINFORCING / PLACEMENT: TEST RESULTS Area (Sri.In.) 3.14 x ASTM C78 Note: Type of fracture does not apply when testing in conformance to ASTM C1231 Technical Responsibility: Page 1 of 1 45878 Permit N i a T D04415 N A mbient . 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 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. 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 • Project: NorMed Shaw Address: 4310 S. 131 Place, Tukwila, WA 98124 Other Test Methods / Standards Used: Copies to: X Owner X Architect X Engineer 11 :00 't. Inspector: Dusty Johnston Date: 1/4/2007 ;:i: ::1''i,: 'tFL�i� ?' {: �:� :..Y� 3 ) '''.ti�f}a �iy.;: T,S��;' %i'Y,;ir'e'n.�t'Sr1f't:: ^: ?IZ` {f i:ytia•, t '.�.: .,. .�\i;S:'•'�,.y.,•.t.,... r.: Y \' �• �.: .�'c �i•..�,y41 f '7\ �.,.'�,:!•, 1.�.� t a. ..F \ �:'e:: .. ,_'t;:w:.r .u'.?�:; • .'.Ll`4. :a ;� . �. x. �f[ iis. t; t�.!-> �'_^ iid, �:+' I �d., a. w., x ;: 1. itta.��?:il�"��`.3�,Z:i' ,.t�'.�:`•1 \tt 1',' Z. Description /Location: Detention vault plank infill. Resteel verified: Yes by Dusty Johnston on 1/4/2007. Placeme000a Supplier: Miles Mix Number: 0155A Slump Spec: 5" W/C Ratio Spec: .41 Air Spec: 5% Total Yards: 64 Placed Via: Pump Consolidated: Yes Required Strength (psi): 3000 Cast Samples: 1 -4 :`v. Q.'}'�;. J:7�:r;: � %2;at[ } " �: S�i" .i�,;,;�!�,'ti�i}.•`i:`4r +:'c "^ ;.1' ?; fi,'i. ::p „ zt; *z ,, , :�J:. ^:.�'.. .;',tiff'•, r? � �o :`.%t:it'.�S�v:tiGr;', J.�.:'.:v;f":t`r ^'G': `; ^ S'.I,..��jj ''�'.+ Kl..� t�a , .. , T} X•. , .S:i?��, .- •'ffM�t >_Y ._..,. C.L.. Weather: Partly cloudy Slump Range: Date Samples Picked Up: 1/5/2007 Initial M Curing ethod: ,. _i. , . d t;:,> ^.a•,. eta, . u: :S.`z2r . 3a:.rc "_ T 3t:, d ; - y . ,....,�,. �., ��;�.. NR's• "�;;: X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Report Number: 43957 Permit Number: D04415 .; t„ .�cl �v..: •y \• .r,` 404 t�it 21 -,, +L�'•1;'� ;.•;.w��, \'tr . �' ro Client: NorMed — Shaw Partnership Address: PO Box 3644, Seattle WA 98124 -3644 Grade: h :- D eafg.fir�. • s��i4aEiiail�] Cement (Ibs. /type): 517# Type I /II Fine Agg. (Ibs): 1370# Coarse Agg. (Ibs /size): 1860# 7/8" Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (Ibs): Water (lbs or gal): 254# Admixtures (specify): 10 0 w � 5" 3.15 oz. MBAE -90 ��J:KPAIIY 4.7% COMPRESSIVE TEST RESULTS 60 Manufacturer: Nucor Watdh'. WOW (its /0.4A Yard 55 °F 40 °F Air % Range: Excluding ASTM C31 - 12.1.5 Initial Curing Temp: REINFORCING I PLACEMENT: Conforms X Technical Responsibility: 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. 074 Specimen Test Field Age Size Area Max Load Strength Number Date Cure (Days) (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 alter C ' - "en, Project Manager 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) Excluding ASTM C31 - 10.1.2 Does Not Conform Type of Fracture (other than cone) Z Z W Q= W 00 U, J = H W 2 g< N = F- W _ Z F F- O Z LU W U CI t- O W W 0 U —=O •- Z W U = O ~ Z aY:�.V.LL: -, r4'* MIJt.ir:a4.:., {tJ.S: rv� w•.��:rae.:a k, 7,n'as.'J::c;,l�+„px+%n;i+;5i,. OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 43443 Permit Number: Project: Address: Inspector: 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. Resteel verified: Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Copies to: X Owner X Architect X Engineer Yes (see above) 00141,110 :an ,z i Miles 1550 5" +/- 1" 123 Pump Yes (vibration) Required Strength (psi): 4000 Saniph g and Testing Data.. ASTIM C:15'7.2,. C• .31: Cast Samples: 1 -4 5 -8 Weather: Date Samples Picked Up: 1/5/2007 Other Test Methods / Standards Used: See attached for additional test results X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Report Number: NorMed Shaw 4310 S. 131 Place, Tukwila, WA 98124 Darren Reid m;. ubic; 'Vi/ater: S i . ump Ark!' Made Yards:: A dded• G143 C 231 9:00 56 15 gal. 6" N/A 11:00 161 10 gal. 6" N/A Client: Address: Date: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 1/4/2007 Grade: 60 Manufacturer: Cascade & Nucor fr wv� .:� � :w"C � S it "t>'. k' 4.. s° rt B tc We( alt . . ., r" �;1„�?� �= �d!k � .:'�:'s• °:i��e5���•���� �1� C�.�� :s��":�..rt., i�.:. Cement (lbs. /type): 517# Type I /11 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) Temp C 1 65 °F 64 °F Slump Range: Air % Range: Initial Curing Method: Excluding ASTM C31 - 12.1.5 Initial Curing Temp: t..G n t . .. : .•,+ .. .� n ev,.., Ott., .t. ..it,:.11'11?`i. ,iA+., ,. •,1e�... wrr ... :`. . COMPRESSIVE TEST RESULTS Technical Responsibility: D04415 Ambient . Truck Ticket Temp No. No: 50 °F 752 179139 50 °F 71 118051 Excluding ASTM C31 - 10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform 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* 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 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) '' t. �S-., 1> e: �:,:: 1. 4 :L»:4'u;:::c:v.41,'u.P� mac.. '.S OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing NorMed Shaw Job No.: 06-733 Report No.: 43443 11-: CONCRETE REPORT ce til COMPRESSIVE TEST RESULTS U U O Specimen Test Field Age Size Area Max Load Strength Type of Fracture p Number Date Cure (Days) (In.) (Sc.in.) Weight (Lbs.) (per. (other than cone) N W 5 1/11/07 7 6x12 28.08 29.52# 124,490 4430 -J H 6 2/1/07 28 6x12 28.05 29.46# 173,920 6200 0 u- 7 2/1/07 28 6x12 28.05 29.49# 167,300 5960 W O 8* g *Discarded u. < 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 = - Ili Final curing in calcium hydroxide water storage tank at 73° t 3° F Z F = - ' I- O Z I- UC3 0 I— WW U O Z UI H = CJ''' Page 2 of 2 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 868 - OTTO -4 -US - Fax (206) 723 - 2221 Z OTTO ROSENAU &ASSOCIATES, INC. Geotechnicat Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 Project: NorMed. Shaw Address: 4310 S. 131' Place, Tukwila, WA 98124 Inspector: Darren Reid 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 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 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 Sarhpling and Testing Time AST "C 172, Made Cast•Saliiptes: 1-4 10:15 Weather: • Cloudy /Overcast Date Samples Picked Up: 1/19/2007 Other Test Methods / Standards Used: Specimen Number 1 Copies to: X Owner X Architect X Engineer Test Field Date Cure 1/25/07 X Contractor X Building Dept. X Batch Plant Age (Days) 7 CONCRETE REPORT Report Number: 43419 Permit Number: D04415 Client: Address: Date: Design ® Actual ❑ Batch Weights /Cubic Yard Cement (lbs. /type): 423# Type I /11 Fine Agg. (Ibs): 1580# Coarse Agg. (Ibs /size): 1860# 7/8" Coarse Agg. (Ibs /size): Slag Cement. (ibs): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Cubic Yards 11 - Water Slump Added C443 10/41 "5" Slump Range: Initial Curing Method: Corii"rrients 254# 100% Hot 1 oz. Polyheed Excluding ASTM'C31 - 12.1.5 REINFORCING / PLACEMENT: Conforms X COMPRESSIVE TEST RESULTS - Air $ - Cone: Temp, `Ambient 'C 234 ., c 1064:: • Temp• 580 380 Size Area Max Load (in.) (Sq.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 Technical Responsibility: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 1/18/2007 'Air % Range: Initial Curing Temp: Strength Type of Fracture si (other than cone) 3270 ASTM 01231 x Truck No. MO20 EEiccluding ASTM C31 - 10.1.2 Does Not Conform alter C Ticket NV : 179458 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) z Z 00 D W I u W = W H = Z F. I-- 0 Z i— ILI Ili U O O — O I— W W H � Ili c o O H z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Inspector: NorMed Shaw 4310 S. 131 Place, Tukwila, WA 98124 Dusty Johnston, Wayne Barker Description /Location: Detention vault slab on grade Resteel verified: By Dusty Johnston PlacementData Supplier: Mix Number: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: 289 Placed Via: Pump Consolidated: No Required Strength (psi): am jling and'Testing Cast Samples: 1 -4 7:30 Cast Samples: Weather: Foggy Date Samples Picked Up: Specimen Test Number Date 1 12/14/06 2 1/4/07 3 1/4/07 4* Copies to: X Owner X Architect X Engineer Miles 01550 5 "t1" 0.486 5 -8 06 -733 3000 9:30 12/8/2006 Other Test Methods / Standards Used: See attached for additional test results X Contractor X Building Dept. X Batch Plant Report Number: CONCRETE REPORT Design' Cement (lbs. /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (Ibs): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Ciipic Water Si Ad 11 0 gal. 160 0 gal. Client: Address: Date: Grade: ® Actual 570# Type I -I I 1549# 1860 #' /a' 169# Slump Range: 5" Initial Curing Method: Excluding ASTM C31 - 12.1.5 Cornmetits' COMPRESSIVE TEST RESULTS Technical Responsibility: M IT ,g,. ; . t ... 43944 Permit Number: P c, D04415 NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 12/7/2006 60 Manufacturer: Nucor Batch Weights /Cubic.Yard 40 °F 45 °F Field Age Size Area Max Load Strength Cure (Days) (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 Cflg (i L D 1 JAN 25 20 Air % Range: N/A Initial Curing Temp: Excluding ASTM C31 - 10.1.2 REINFORCING I PLACEMENT: Conforms X Does Not Conform 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) Ticket No: 178104 117781 -I• Z Z "~ W U rQ (/) N u- W u- ? w d = W Z � F- Z I-. LLI W U � o W W = — F u_ Z lU U = 0 Z 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.) foil (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 z • W , ee l 6 00 • 9_ - • W O, g 5i u.? SP_ 0 I • Z z W uj O N' .f3 W W • U ~ O Z UN F-_ O F- Z 'OTTO ROSENAU &ASSOCIATES, INC Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 Report Number: 43422 Permit Number: Project: NorMed Shaw Client: NorMed — Shaw Partnership Address: 4310 S. 131 Place, Tukwila, WA 98124 Address: PO Box 3644, Seattle WA 98124 -3644 Inspector: Darren Reid, Ed Moser Date: 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 ` P la ce m e nt 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:;andTesti Data • A STM G 172'C 31 1 -4 5 -8 Cast Samples: Cast Samples: • Weather: Overcast Date Samples Picked Up: 12/6/2006 ad 8:00 10:15 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 CONCRETE REPORT Grade: Manufacturer: 'Design. ®_ Actual; 0; Cement (lbs. /type): 517# Fine Agg. (lbs): 1470# Coarse Agg. (lbs/size): 1850# %" Coarse Agg. (lbs /size): Slag Cement. (lbs): Fly Ash (Ibs): Water (lbs or gal): 274.9# Hot Admixtures (specify): 62 oz. MB NC -534 (Non - Chloride Accelerator) ubic Wa ter Slump Air % Conc. Temp (aids Added :C143 -C 1M: , C. 1064 72 0 gal. 4'/1' N/A 70 °F 185 0 gal. 5" N/A 70 °F Slump Range: 4 %" — 5" Air % Range: Initial Curing Method: Excluding ASTM C31 12.1.5 Initial Curing Temp: Comments,;::: COMPRESSIVE TEST RESULTS Technical Responsibility: Batch Weights /Cubic Yard :Ambient -, Tern! .• 43 °F 44 °F Truck No. M086 M092 alter P H -risen, Project Manager 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.: ADM/N -62 -04 (Rev 9/06) D04415 Ticket 117695 117720 N/A Excluding ASTM C31 - 10.1.2 REINFORCING I PLACEMENT: Conforms X Does Not Conform Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure (Days) (In.) (Sct.ln.) Weight (Lbs.) (psi) (other than cone) 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* 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. .: tui+ i.f.:. w+ w�J.:: a, at. r. uu.. a�i. l` 4: r5' w: i+ .+ar.:irnUrtvtMattA: h rw Z Z ce 6 00 W= J I— u- W 0 • ? N d = W H Z Z O ILI W • 0 • N 0 I-- W H� W Z U = F. Z 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.) (Sa.ln.) Weight (Lbs.) roil (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 z Z . W 6 _ U v O U) ul WI H LL WO 1 - u_ ¢ • d I Z F— O Z f— ill U 0 to O — • H W W I - uO . • Z W 0 Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONSTRUCTION INSPECTION REPORT Report Number: 29708 Description: Reinforcing Steel ED a • ;� Z Project: NorMed Shaw Permit Number: D04415 0R:772 001 CL Address: 4310 S 131 PI, Tukwila Job Number: 06 -733 pp OM��M U O Client: NorMed - Shaw Partnership Client Address: 6O Box 3644, Seaml�;�9Mt91i>f24- N p W I Inspector N I- 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- Cl, C7 = w I- _ ?, Z o III D U O to D i- . W W . • U_ u_� O lii Z N F.. _ O ~. Copies to: X Client X Contractor X Architect X Building Dept. Technical Responsibility: X Engineer Wal 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 -0600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADM/N -63 -01 (Rev 05/03) a.'E Jti;a��.w;tw • Z OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Project: Address: Client: Inspector and Date CONSTRUCTION INSPECTION REPORT Report Number: 56821 Description: Reinforcing Steel Z I., Z NorMed Shaw Permit Number: D04415 rG 2 tu 4310 S 131 PI, Tukwila Job Number: 06 -733 J V NorMed - Shaw Partnership Client Address: PO Box 3644, Seattle, WA 98124- 0 3644 co o J� co LL W Andrew Novikoff Performed visual inspection of reinforcing steel in the following tilt -up panels: 2 1/2/2007 Remarks #'2, 9, 10, 12, 6, 8, 91, 65, 28, 30, 68, 93, 72, 26, 13. - ..u2 a Resteel is grade 60 from Nucor. Placement was found to be per approved plans. , z F 1- O Conforms w f" U � O — O 1-- W W F H 11 O Z 11 co 0 Copies to: X Client X Contractor X Architect X Building Dept. Technical Responsibility: X Engineer This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our 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: NorMed Shaw Address: 4310 S. 131 Place, Tukwila, WA 98124 Inspector: John Reeder 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: Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: 0155A N/A .53 5.0% +- 1% 60.0 Pump Yes Required Strength (psi): 3000 Sampling and Testing Data ASTM C 172, C 31 Cast Samples: 1 —4 Time Made 9:00 Weather: Clear Date Samples Picked Up: 12/22/06 Other Test Methods / Standards Used: Specimen Number 1 Copies to: X Owner X Architect X Engineer Test Field Date Cure 12/28/06 X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Report Number: Grade: Design ® Actual ❑ Batch Weights /Cubic Yard Cement (lbs. /type): 517 lb Fine Agg. (Ibs): 1370 lb Coarse Agg. (lbs/size): 7/8" 1860 lb Coarse Agg. (lbs/size): Slag Cement. (Ibs): Fly Ash (Ibs): Water (Ibs or gal): 254 lb Admixtures (specify): MBAE90 3.15 oz/yd Cubic Water Yards Added 10.0 10 gal Slump Range: Initial Curing Method: Client: Address: Date: Slump C143 5" Comments 54138 Air% C 231 4.8% 5" Excluding ASTM C31 - 12.1.5 COMPRESSIVE TEST RESULTS 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 Technical Responsibility: Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 12/21/2006 60 Manufacturer: Cascade & Nucor Conc. Temp C 1064 62 Ambient Temp 41 Air % Range: 4.8% Initial Curing Temp: Excluding Amin C31 - 10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform Age Size Area Max Load Strength Type of Fracture (Days) (In.) (Sc.In.) Weight (Lbs.) si (other than cone) 7 6x12 28.24 28.78# 129,420 4230 ASTM C1231 x Truck No. M076 D04415 It =r C H' sen, - 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 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 -62 -04 (Rev 9/06) Ticket No. 178733 Z Z re - JU 0 0 N0 -i _ F- u_ W 2 g Q to 2 W Z I-- O Z I— 0 ON 0l- W W H � ti O W c o 0 O Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction inspection & Materials Testing Job Number: 06 -733 Project: NorMed Shaw Address: 4310 S. 131 Place, Tukwila Inspector: Micah Ruoff Description /Location: Spread footings on grid line 10 from lines B to D. Resteel verified: Yes, by Micah Ruoff on 11/16/2006 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): :Sampling andTestitg1 ASTM :C172; Cast Samples: 1 -4 • 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: Copies to: X Owner X Architect X Engineer 3000 Data° Time Made ' 8:00 X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Report Number: 43463 ASTM C39 x ASTM C109 Client: Address: Date: .Cubic- Water `': •Slump Yards Added .:. C143. 21 5 gal. 4" 423# 1580# 1860#% Weather: Clear /Sunny Slump Range: -- Date Samples Picked Up: 11/17/2006 Initial Curing Method: Excluding ASTM C31- 12.1.5 COMPRESSIVE TEST RESULTS 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 Technical Responsibility: Permit Number: RECEIVED COMMUNITY DEVELOPMENT NorMed - Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 11/16/2006 Grade: 60 Manufacturer: Nucor D esign Actual;,0 ,Batch /Cubic Yard .' Cement (lbs. /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (Ibs): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): 254# 13 oz. MB Polyheed 997 Air ' %': Conc. Temp C 231 C .1064 N/A 67 °f Ambient Temp 43 °F Air % Range: Initial Curing Temp: • ,Truck No. 134 004415 REINFORCING / PLACEMENT: Conforms X Does Not Conform ASTM C617 ASTM C1231 x 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) Ticket No 177197 Excluding ASTM C31 - 10.1,2 Field Age Size Area Max Load Strength Type of Fracture Cure (Days) (In.) (Sc.In.) 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 OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 Project: NorMed Shaw Address: 4310 S. 131 Place, Tukwila, WA 98124 Inspector: Darren Reid, Ed Moser 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 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 See attached for additional test results Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Report Number: Age Size Area (Days) (In.) (Sq.ln.) 7 6x12 28.12 Client: Address: Date: Description/Location: Slab on grade, 10 to 5, A to E. Resteel and concrete placement were found to be as per approved plans. Cement (lbs. /type): 517# Fine Agg. (lbs): 1470# Coarse Agg. (lbs/size): 1850# W Coarse Agg. (lbs/size): Slag Cement. (Ibs): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Time Cubic Water Slump Air clo Made Yards Added C143 C 231 8:00 72 0 gal. 4 3/4" N/A 10:15 185 0 gal. 5" N/A Grade: Manufacturer: Design ® Actual ❑ Batch Weights /Cubic Yard Slump Range: 4 3 " — 5" Initial Curing Method: Excluding ASTM C31 - 12.1.5 Comments COMPRESSIVE TEST RESULTS 43422 Permit Number: D04415 NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 12/5/2006 274.9# Hot 62 oz. MB NC -534 (Non - Chloride Accelerator) Conc. Temp C 1064 70 °F 70 °F Max Load Weight (Lbs.) 29.38# 111,970 Technical Responsibility: 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 i PLACEMENT: Conforms X Does Not Conform Strength Type of Fracture si (other than cone) 3980 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) Z - Z rt W Q 5 U O J I- co H • LL, WO co = W H = Z i.. ZI- ILI U • N W W H H U. W - Z O 1- Z NorMed Shaw Job No.: 06 -733 Report No.: 43422 OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing CONCRETE REPORT COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Max Load Strength Type of Fracture Number Date Cure Da s (In.) (Sa.ln.) Weight (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 z QQ iU O 0 N �. uJ N LL W O . tL < N � —0 H= Z F.. I— O Z t— uj 0 O - . O H W r . LL —O. w z U 0 Z • OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Resteel verified: By Dusty Johnston Placemerit,Data: • Supplier: Miles Mix Number: 01550 Slump Spec: W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Consolidated: Required Strength (psi): 3000 Sampling and?TestingiData:. Cast Samples: Cast Samples: • Specimen Number 1 2 3 4 Copies to: X Owner X Architect X Engineer 5 "t1" 0.486 289 Pump No 06 -733 1 -4 5 -8 Test Field Date Cure 12/14/06 Mad 7:30 9:30 Weather: Foggy Date Samples Picked Up: 12/8/2006 Other Test Methods / Standards Used: See attached for additional test results X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Report Number: Project: NorMed Shaw Address: 4310 S. 131 Place, Tukwila, WA 98124 Inspector: Dusty Johnston, Wayne Barker Description /Location: Detention vault slab on grade Grade: 60 Manufacturer: Nucor Design'; Actual [] Batch Weights/Cubic Yard Cement (lbs. /type): 570# Type I -II Fine Agg. (Ibs): 1549# Coarse Agg. (lbs /size): 1860# Ye" Coarse Agg. (lbs/size): Slag Cement. (Ibs): Fly Ash (Ibs): Water (lbs or gal): 169# Admixtures (specify): Age Size Area (Days) (In.) (Sq.ln.) 7 6x12 28.26 Permit Number: Client: NorMed — Shaw Partnership Address: PO Box 3644, Seattle WA 98124 -3644 Date: 12/7/2006 43944 Slump Range: 5" Initial Curing Method: Excluding ASTM C31 - 12.1.5 C ommants ... ....: s.: ,. COMPRESSIVE TEST RESULTS Technical Responsibility: Con4 ,Temp: Ambient C 1064- Temp. 54 °F 40 °F 52 °F 45 °F atWen, Project Manager 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) D04415 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 Max Load Strength Type of Fracture Weight (Lbs.) (psi) (other than cone) 29.41# 128,560 4550 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. Z • Z • w 6 00 N 0 co u.1 tu 1.— u W 5 u_Q to � = a W Z = • t— O Z 1— ui U � O — O H w w u_ Z U = O~ Z r..w.:.u.J,. .iii;s:,:mi 4.,y:t.u.m3:t(nw.y:: x.:eas�v.:.7z,4:arcp.w.v.�.... —, ".. �,...• 1 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.) (Sa.ln.) Weight (Lbs.) foil (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 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 C617 ASTM C1231 x 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' Place, Tukwila, Inspector: Darren Reid Description/Location: ption Location. Resteel, concrete 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 atnl' ....._.... 1-4 1:30 Cast Samples: Weather: Hard rain Date Samples Picked Up: 12/15/2006 Report Number: Design, Cement (lbs. /type): Fine Agg. (lbs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (Ibs): Fly Ash (Ibs): Water (lbs or gal): Admixtures (specify): Other Test Methods / Standards Used: Specimen Number 1 Test Field Date Cure 12/21/06 Age (Days) 7 Tested in general accordance to: ASTM C39 x Copies to: X Owner X Architect X Engineer X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Permit Number: Client: NorMed — Shaw Partnership WA 98124 Address: PO Box 3644, Seattle WA 98124 -3644 Date: 12/14/2006 and embeds ... placed per approved plans j along 1/5.2-9. Reference F/1.2 for embeds and plans 0 gal. Slump Range: Initial Curing Method: Excluding ASTM C31 - 12.1.5 Size Area jln.), (Sp.In.) 6x12 28.18 ASTM C109 43444 271# Hot REINFORCING / PLACEMENT: Conforms COMPRESSIVE TEST RESULTS 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 Grade: 60 Manufacturer: Nucor ®: /actual El . '.; Batch Weights /Cubic Yard 470# Type I -II 1520# 1860# %a' Max Load Weight (Lbs.) 29.29# 116,890 ASTM C617 Technical Responsibility: Air % Range: Initial Curing Temp: ASTM C1231 x D04415 Excluding ASTM C31 - 10.1,2 X Does Not Conform Strength Type of Fracture (psi) (other than cone) 4150 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: 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 %. Supplier: Mix Number: Slump Spec: W/C Ratio Spec: 06 -733 NorMed Shaw 4310 S. 131 Place, Tukwila, WA 98124 Darren Reid Resteel verified: Yes Placement Data Miles 1550 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: Copies to: X Owner X Contractor X Architect X Building Dept. X Engineer X Batch Plant Report Number: Grade: 60 Manufacturer: Nucor Design Eg Actual ❑ Batch Weights /Cubic Yard Cement (Ibs. /type): Fine Agg. (Ibs): Coarse Agg. (lbs /size): Coarse Agg. (Ibs /size): Slag Cement. (Ibs): Fly Ash (lbs): Water (lbs or gal): Admixtures (specify): Cubic Yards 20 CONCRETE REPORT Client: Address: Date: 43445 Permit Number: 570# Type 1-11 1470# 1560# %" 300#'/" 275# Hot Water Slump Air % Added C143 C 231 15 gal. 6" -- 12 gal. 6" 5.5% Slump Range: 6" Initial Curing Method: Excluding ASTM C31 - 12.1.5 Comments COMPRESSIVE TEST RESULTS Specimen Test Field Age Size Area Number Date Cure Mays) (In.) (Sa.ln.) Weight 1 12/21/06 7 6x12 28.18 29.05# 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 Technical Responsibility: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 12/14/2006 Conc. Temp C 1064 54 °F 55 °F Ambient Truck Ticket Temp No. No. 54 °F 93 178475 53 °F 075 178487 Air % Range: Initial Curing Temp: REINFORCING / PLACEMENT: Conforms X Does Not Conform Max Load Strength Type of Fracture (Lbs.) fol (other than cone) 119,650 4250 ASTM C1231 x D04415 Excluding ASTM C31 - 10.1.2 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 -888- OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN - 62 - 04 (Rev 9/06) Z Z 00 CO a - H U) u_ w g Q CD = W Z t-- I— 0 W ~ U 0 co I- 111 'Li H0 O U = 0 z .,...�.i dr, lip :v:.w`a1,•:iti,.:d`c.ic:.s+;a:;. 14: ir: 1: Fl Yit .'7::+::..:h',:'.•.�,ti:r+:!� OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: Address: Inspector: 06 -733 Report Number: NorMed Shaw 4310 S 131 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. Resteel verified: Yes • Placement Data Supplier: Miles S & G Mix Number: 2450 Slump Spec: 3" ± 1" W/C Ratio Spec: Air Spec: Total Yards: Placed Via: Pump Consolidated: Yes Required Strength (psi): ;Sampinga'nd; TIU :17,2, C' Cast Samples: Copies to: X Owner X Architect X Engineer N/A 1 -4 3000 Design Cement (lbs. /type): Fine Agg. (Ibs): Coarse Agg. (lbs /size): Coarse Agg. (Ibs /size): Slag Cement. (Ibs): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): 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 X Contractor X Building Dept. X Batch Plant CONCRETE REPORT 43584 - Revised Client: Address: Date: ED Actual. ® Batch Weights /Cubic Yard 473# 1580# 1860# 7/8" 254# 13 oz. MB Polyheed 997 COMPRESSIVE TEST RESULTS 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 Technical Responsibility: ar % ' Conc; Temp Ambient 231 C- 1064 Temp N/A 60° F 24° 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: Air % Range: Initial Curing Temp: [ter C. H 0Et,eLo MFNT Permit Number: NorMed - Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 10/31/2006 Grade: 60 Manufacturer: Nucor ruck No.: 19 REINFORCING / PLACEMENT: Conforms X Does Not Conform Max Load Strength Type of Fracture Weight (Lbs.) si (other than cone) 28.88# 74,830 2650 29.01# 104,890 3710 28.95# 105,040 3720 ASTM C617 ASTM C1231 x n, Project Manager D04415 N/A Excluding ASTM C31 - 10.1.2 This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. • ,u,.,tu.tirx+i 4,44 4 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) Ticket No: 117353 Z Z re al JU 00 Wa W • L W 0 CC Q 2 • d I— W Z_ . I— 0 Z I-- U � N 0 I- W W I H u- O W 0 Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 06 -733 Project: NorMed Shaw Address: 4310 S 131 Place, Tukwila Inspector: Micah Ruoff Y• Description /Location: Footings on line D from 8 to 10, line E from 8 to 5, as well as footings on lines 8 & 5. Resteel verified: Yes, by Micah Ruoff on 11/7/2006 Piaaemerit 4 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 'Sampling and, Testing, Data; ASTM C` C, 31 Cast Samples: 1 -4 Other Test Methods / Standards Used: Specimen Number 1 Test Field Date Cure 11/14/06 2 12/5/06 3 12/5/06 Copies to: X Owner X Architect X Engineer 4* *Discarded Tested in general accordance to: ASTM C39 X Contractor X Building Dept. X Batch Plant CONCRETE REPORT Report Number: Cement (Ibs. /type): 470# Fine Agg. (Ibs): 1520# Coarse Agg. (lbs/size): 1 860# 7/8" Coarse Agg. (lbs/size): Slag Cement. (Ibs): Fly Ash (lbs): Water (lbs or gal): 271# Admixtures (specify): ater Cubic ardsi: Adde 32 5 gal. turn 4 4'/2" x ASTM C109 43709 — Revised Client: Address: Date: 60 Manufacturer: esign, ®. Actual; Batch ;Weights %Cubic Yard Slump Range: Initial Curing Method: Excluding ASTM C31 - 12.1.5 REINFORCING / PLACEMENT: Conforms X Does Not Conform COMPRESSIVE TEST RESULTS 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 Age Size Area Max Load Strength Type of Fracture (Days) (In.) (Sq.ln.) Weight (Lbs.) jp.O. (other than cone) 7 6x12 28.27 29.42# 118,440 4190 28 6x12 28.26 29.62# 151,300 5350 28 6x12 28.26 29.48# 155,810 5510 Technical Responsibility: Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 11/7/2006 Grade: Conc.;Temp Ambient Truck Ticket C Temp .No. : No. 68 °F 65 °F 020 176790 Air % Range: Initial Curing Temp: ASTM C617 ASTM C1231 x sen, Project Manager D04415 Excluding ASTM C31 - 10.1.2 alter 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 - 62 - 04 (Rev 9/06) Z _ I- ; f — Z 0 0 co J cow W 0 J u_ < i • s W Z i-0 Z I— W 0 co O W W H � ..Z U = 0 Z OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: Project: NorMed Shaw Client: Address: 4310 S. 131 Place, Tukwila Address: Inspector: Micah Ruoff Date: Description /Location: Spread footings on Resteel verified: Yes, by Micah Ruoff on 1 Placement 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;112, •C`31. ` . Made; Cast Samples: 1 -4 8:00 Specimen Number 1 06 -733 • Copies to: X Owner X Architect X Engineer Weather: Clear /Sunny Date Samples Picked Up: 11/17/2006 Other Test Methods / Standards Used: Test Field Date Cure 11/23/06 Report Number: grid line 10 from lines B to D. 1/16/2006 X Contractor X Building Dept. X Batch Plant Age (Days) 7 CONCRETE REPORT Cillic, Water-' Yards ; .. Added 21 5 gal. Size Area (In.) (Sc.ln.) 6x12 28.29 43463 Design ® = '00 Cement (lbs. /type): 423# Fine Agg. (Ibs): 1580# Coarse Agg. (lbs/size): 1860# W Coarse Agg. (lbs/size): Slag Cement. (lbs): Fly Ash (Ibs): Water (lbs or gal): 254# Admixtures (specify): Slump Range: -- Initial Curing Method: Excluding ASTM C31 - 12.1.5 Comiien COMPRESSIVE TEST RESULTS 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 Technical Responsibility: Permit Number: NorMed — Shaw Partnership PO Box 3644, Seattle WA 98124 -3644 11/16/2006 Grade: 60 Manufacturer: Nucor 13 oz. MB Polyheed 997 etch Weights /Cubic Yard Slump >. Air °10 • Cbnc. Temp Ambient Truck C143'. C 231, .. •C 1064 Temp No 4" N/A 67 °f 43 °F 134 Air % Range: Initial Curing Temp: REINFORCING / PLACEMENT: Conforms X Does Not Conform Max Load Strength Type of Fracture Weight (Lbs.) si (other than cone) 29.03# 83,550 2950 ASTM C1231 x 0 ' alter C, H -' "en, Project Manager Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 -4600 or 1- 8B8- OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 9/06) D04415 Ticket No. 177197 Excluding ASTM C31 - 10.1.2 This report applies only to the items tested or reported and Is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm Is strictly prohibited. W re g - 00 co CI W W _ h- U) W g Q = a Z = l~- t— ZF- W • W • C) O • N o I— W W � 1 . 1 :O O 1- Z ' r`. Lh,:✓;- aiunuatia". $7:vw't {taiauLe�+ua.dt:::.i -,+' • . +9uir' G.L.L4ritati p:i;4,5aU:a:)4.411m+:n a;w.sa,...u -•. m.... _._::....., OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction inspection & Materials Testing Job Number: 06 -733 Project: Address: Inspector: 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 Specimen Number 1 Normed Shaw 4310 S 131st Place, Tukwila Ross Bogle Test Field Date Cure 11/7/06 Time Made 8:30 CONCRETE REPORT Report Number: Design Cement (lbs. /type): Fine Agg. (Ibs): Coarse Agg. (lbs/size): Coarse Agg. (lbs/size): Slag Cement. (Ibs): Fly Ash (Ibs): Water (Ibs or gal): Admixtures (specify): Cubic Yards 21 Water Added N/A Age Size Area (Days) (In.) (Sci.ln.) 7 6x12 28.22 Client: Address: Date: Slump C143 4" 43584 254# 13 oz. MB Polyheed 997 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: COMPRESSIVE TEST RESULTS Air % Conc. Temp C 231 C 1064 N/A 60° F 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: RECEIVED NOV 2 0 2006 DEVELOP Permit Number: Larry Shaw PO Box 3644, Seattle WA 98124 -3644 10/31/2006 Grade: 60 Manufacturer: Nucor ❑ Actual ® Batch Weights /Cubic Yard 473# 1580# 1860# 7/8" Ambient Temp 24° F Truck No. 19 D04415 Air % Range: N/A Initial Curing Temp: Excluding ASTM C31 - 10.1.2 REINFORCING / PLACEMENT: Conforms X Does Not Conform Strength Type of Fracture si (other than cone) 2650 ASTM C1231 x 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) l •n ti.. "1 '7V. ;voit'TL Mti !A' +::': Ticket No. 117353 E N G I N E E R I N G Structural Engineers 38 1 ( / 5, 180 Nickerson St. • Suite 302 .Seattle, WA 98109 Date: 4 /MA 7 (206) 285 -4512 • FAX: Client: Page Number: (206) 285 -0618 +a,::.::.i::::¢uti :..�ce:tr:.� . +:- 2!'ll' jlin7L.1? :; 14a.tk. "A?43A 4.1. ti Space Heat Type O Electric resistance *All other (see over for definitions) Glazing Area Calculation Note: Below grade walls may be included in the Gross Exterior Wall Area if they are insulated to the level required for opaque walls. Total Glazing Area Electronic version: these values are automatically taken from ENV -UA -1. (rough opening) Gross Exterior (vertical & overhd) divided by Wall Area times 100 equals % Glazing i T X 100 = oat. r Concrete/Masonry Option 'y 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 4) no assembly below. Project Info Project Address • 0 e eo '' . Date i I AI P-0 F For Building Department Use o ITY OF TI RECEIVED n , l ; t ; I � ,_) ,! ,) r' o o'i Applicant Name: 4 [ u HU ' a Applicant Address: 07 f C.-k -C I, l ! L 1 Applicant Phone: / 00 ,... � " j _ 4 er IT1Gl OF TUKWILA - BUILDING DIVISION Envelope Summary Climate Zone 1 ENV -SUM 2003 Washington State Nonresidential Energy Code Compliance Forms 'Project Description l New Building ❑ Addition Compliance Option Prescriptive ❑ Component Performance ❑ ENVSTD 2.1 ❑ Systems (4.0 not acceptable) Analysis Ix (See Decision Flowchart (over) for qualifications) 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 Opaque Doors Vertical Glazing Overhead Glazing Maximum U- factors Maximum SHGC (or SC) Vertical /Overhead Glazing Semi- heated space Minimum Insulation R- values Roofs Over Semi - Heated Spaces I ll 2003 Washington State Nonresidential Energy Code Compliance Form 1. Assemblies with metal framing must comply with overall U- factors 2. Refer to Section 1310 for qualifications and requirements Notes: � Ih Lei -ROW) 31w ret. . 14401104, ❑ Alteration ❑ Change of Use PERMIT CENTFF Revised July 2004 Ilcri 2005 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 /ft'• °F below (other walls must meet Opaque Wall requirements). Use descriptions and values from Table 20 -5b in the Code. Wall Description U- factor (including insulation R -value & position) t»44i' 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 01-1 1.00 Area % UVal UVal 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 All Insulating Installed? Opague Wall R -11 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 0.60 Glazing Criteria Met? Glazing Vert OH Radiant Floor Area % UVal UVal 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 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 Wall (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 % UVal UVal SHGC 0-20% 0.40 0.80 1.00 I 2003 Washington State Nonresidential Energy Code Compliance Forms Decision Flowchart for Prescriptive Option 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) Yes Yes No e lA (1r ' .# e No- 001- Yes 2003 Washington State Nonresidential Energy Code Compliance Form No 0" v. No 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. • Yee Yes Prescriptive Path Allowed 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 Wft of the gross conditioned floor area. Exception: Heat pumps and terminal electric resistance heating in variable air volume distribution systems. Yes Component Performance or Systems Analysis Required Yes No Masonrywall criteria OK? (below) All Insulating Installed? Metal Framed Wall U -0.062 Other Opague Wall R -19 Below Grd Wall (ext) R -10 Below Grd Wall (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 O•a•ueDoor U0.80 Glazing Criteria Met? Glazing Vert OH Area % UVal Wel SHGC 0-20% 0.40 0.80 1.00 Yes Concrete/Masonry Option* Assembly Description Wall Heat Capacity (HC) Assy.Tag HC'" Area (sf) Totals Area weighted HC: divide total of (HC x area) by Total Area HC x Area Yes 11 Revised July 2004 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. Z 6 O 0 J F- rJ w 0 2 u Q � ▪ w Z I- 0 Z F- tit • w U� O - O I- w o H H li. O z w • = 0 z • Building Permit 2r'3 Washington State Nonresidential Plans Checklist ENV -CHK Energy Code Compliance Forms Revised July 2004 Project Address�i_3 `, , (� �l' ! Vn Date it j l/ The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability (yes, no, n.a.) Code Section Component Information Required Location on Plans Building Department Notes GENERAL REQUIREMENTS (Sections 1301 -1314) 1301 Scope Unconditioned spaces identified on plans if allowed tf 1302 Space heat type: If "Other", indicate on plans that electric resistance heat is not allowed 1)-1 1310.2 Semi- heated spaces Semi- heated spaces Identified on plans if allowed 1311 Insulation If 1311.1 Insul. Installation Indicate densities and clearances I , I 1311.2 Roof /ceiling insul. Indicate R -value on roof sections for attics and other roofs; Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced batts 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; �� (' * '{ 1311.3 Wall insulation 1311.4 Floor insulation Indicate R -value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24" o.c.; Indicate that Insulation does not block airflow through foundation vents 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 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 1 1 1312 Glazing and doors Provide calculation of glazing area (including both vertical vertical and overhead) as percent of gross wall area 1 A 11/ 1312.1 U- factors Indicate glazing and door U- factors on glazing and door schedule (provide area - weighted calculations as necessary); Indicate if values are NFRC or default, if values are default then specify frame type, glazing layers, gapwidth, low -e coatings, gas fillings �l jA2. 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 t t (,t r�FF 1313.1 Vapor retarders Indicate vapor retarders on warm side it 1313.2 Roof /ceiling vap.ret. Indicate vapor retarder on roof section; Indicate yap. retard. with sealed seams for non -wood strut. _ — 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 l 1313.5 ��LL Crawl space yap. ret. Indicate six mil black polyethylene overlapped 12" on ground 1314 Air leakage t' 1314.1 Bldg. envel. sealing Indicate sealing, caulking, gasketing, and weatherstripping 1314.2 Glazing /door sealing Indicate weatherstripping A. ,' S A Wilt 1314.3 Assemb. as ducts Indicate sealing, caulking and gasketing PRESCRIPTIVE /COMPONENT PERFORMANCE (Sections 1320 -23 or 1330 -34) t/- 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: 2003 Washington State Nonresidential Energy Code Compliance Form - , v b c �� ' i- 1)to Location Project Address 1�,,� Allowed Watts per ft Description Allovegd Watts per ft or per If Area in ft (or If for perimeter) Allowed Watts x ft (or x If) Covered Parking (standard paint) c io, P,7 CO uilding D J se CITY OF TI IKtn)ii e I . ',' 2 0.2 W/ft drri-t' 79 W H a i0C Parking (reflective paint) Applicant Name: cijo t Oe tiE 1 ' �� 1W 0.3 W /ft 2 P6 MIT VIEWE DE COMF Applicant Address: 17,1-7 t zuw Open Parking [ 1 41 0Q7�1 fJ {� it l 0.2 W /ft - l /► ,9 i (0(0/ � ''1 ,_ `f Outdoor Areas 1 0.2 W/ft Bldg. (by facade) 0.25 W /ft Bldg. (by peri m) :t ier } 91' uF 7.5 W/lt C/11+ -73047 Project Info Project Address 1�,,� Allowed Watts per ft Area in ft m � lent Date Mill b �I 4t1) S� i , , c io, P,7 CO uilding D J se CITY OF TI IKtn)ii e I . ',' .XD drri-t' 79 W H a i0C ( Applicant Name: cijo t Oe tiE 1 ' �� 1W ititiVa7 P6 MIT VIEWE DE COMF Applicant Address: 17,1-7 t zuw �-„ t z 4 - Ike , /� y� a k '/ t ! Applicant Phone: Location (floor /room no.) Occupancy Description Allowed Watts per ft Area in ft All wed x Area • 3 I / I 1 K1-10t( 6 , s D c io, P,7 t71b' 1 .XD drri-t' 79 W H a i0C ( 1W ititiVa7 •• From Table 15 -1 (over) - document all exceptions on form LTG -LPA Total Allowed Watts Location (floor /room no.) Fixture Description Number of Fixtures Watts! Fixture Watts Proposed I / I 2-% \`f�VI' ti fv0LR(a �1 V Wi rilegn r woe 1i t71b' 1 .XD drri-t' 79 W H a i0C ( 1W Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 4�1t4X Location Fixture Description Number Fixtt_ of Watts/ Fixture Watts Proposed 6tt. / 8,Q.; �1 V Wi rilegn r woe i-- 1 .XD drri-t' 79 W H a i0C ( 1W Total Proposed Watts may not exceed Total Allowed Watts for Exterl 'i Total P f d ed Watts -'' f7 , CITY OF TUKWILA — BUILDING DIVISION r. Lighting Summary LTG -SUM 2003 Washington State Nonresidential Energy Code Compliance Forms 2003 Washington State Nonresidential Energy Code Compliance Form Project Description Compliance Option Alteration Exceptions (check appropriate box) ILY New Building ❑ Addition ❑ Alteration ❑ Plans Includ Refer to WSEC Section 1513 for controls and commissioning requiremen s. 0 Prescriptive ;5 Lighting Power Allowance 0 Systems An (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces clearly ❑ No changes are being made to the lighting ❑ Less than 60% of the fixtures are new, and installed lighting wattage is not bean SEP 1 9 Maximum Allowed Lighting Wattage (Interior 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. Maximum Allowed Lighting Wattage (Exterior) Proposed Lighting Wattage (Exterior) • Revised July 2004 103 Note: for building exterior, choose either the facade area or the perimeter method, but not both) Total Allowbd Watts Use mtgr listed maximum input wattage. t-or fixtures with hard- - the default table in the NREC Technical Reference Manual may also be used. FOR LIANCE 2005 a VISION Use LPA` (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 banquet/conference/exhibition hall 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 1.5 Locker and /or shower facilities 0.8 Gas stations, auto repair shops 1.5 Warehouses ", storage areas 0.5 Institutions 1.5 Aircraft storage hangars 0.4 Libraries 1.5 Retall 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, h os pitals, institutions, museums, banks, churches) 1.2 2003 Washington Slate Nonresidential Energy Code Compliance Forms 2003 Washington State Nonresidential Energy Code Compliance Form Lighting Summary (back) LTG -SUM TABLE 15 -1 Unit Lighting Power Allowance (LPA 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 tournament 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 /ft 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. Revised July 2004 Prescriptive Spaces 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. Occupancy: (warehouses, storage areas or aircraft storage hangers 0 Other Lighting Fixtures: ❑ 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 Project Address 4rovo ( O t t . 1" CC IDate 410 I 0+ `] 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 t Code (yes, no, n.a. ) I Section p 'Information Com onent Re uired q I Location I on Plans l Building Department Notes LIGHTING CONTROLS (Section 1513) 1513.1 Local control /access Schedule with type, indicate locations N A 1513.2 Area controls Maximum limit per switch 1513.3 Daylight zone control Schedule with type and features, indicate locations !t vertical glazing Indicate vertical glazing on plans overhead glazing Indicate overhead glazing on plans 1513.4 Display /exhib /special Indicate separate controls 1513.5 Exterior shut -off Schedule with type and features, indicate location Nli (a) timer w /backup Indicate location I (b) photocell. Indicate location p,2.. 1513.6 Inter. auto shut -off Indicate location t414 1513.6.1 (a) occup. sensors Schedule with type and locations Ii& 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 _ ( h_ I IElec motor efficiency IMECH -MOT or Equipment Schedule with hp, rpm, efficiency • • 2003 Washin ton State Nonresidential Ener Code Com • Iiance Form Lighting Permit Plans Checklist 2003 Washington State Nonresidential Energy Code Compliance Forms LTG -CHK Revised July 2004 If "no" is circled for any question, provide explanation: tik)baektaiNC. C ;tc� dA A 2003 Washington State Nonresidential Energy Code Compliance Form Lighting Power Allowance Adjustments LTG -LPA 2003 Washington State Nonresidential Energy Code Compliance Forms Project Address I '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 ft Carry the Adjusted LPA to the corresponding "Allowed Watts per ft location on LTG-SUM. Adjusted Li htg i ng P ower Allowances (Interior) Location (floor /room no.) Revised July 2004 Occupancy Description Allowed Ceiling Height Ceiling Height limit Adjusted LPA Watts per ft •• for this room for this exception ** Watts per ft ** From Table 15 -1 based on exceptions listed in footnotes .1ti�1..:.�:N.Nk:Y..�suti.4+ ;uC3slx+vakxrdesi.::ai, STRUCTURAL CALCULATIONS FOR THE PROPOSED NEW NORMED II BUILDING 4310 S.131 st St. Tukwila, WA 98168 -3200 s f4 CDP DESIGN CHRITERIA: Roof Dead Load: 12 psf Roof Snow Load. 25 psf P = 17.5; C =1.0; I =1.0; C, =1.0 Wind design data: Basic Wind Speed: Wind exposure category: B Iw =1.0 Earthquake design data: I = 1.0 Seismic use group = I Mapped spectral response accelerations: S = 139.3 S, = 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 *S * i 9/R = Response modification factor R: Analysis procedure used: 80 mph (3 second gust) 311 Kips 5.5 Simplified REVIEWED FOR CODE COMPLIANCE SEP 1 8 2005 ity Of �`u k a BUILDING DIVISION RECEIVED r.tTV OF TI 50WI1 A NOV 1 9 2004 PERMIT CENTER - RICHARD HUDSON 8e ASSOCIATES, INC. JOB 1�13A?4T t) 1 CONSULTING ENGINEERS SHEET NO. 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY DATE 206- 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers.com A / CA/ /7 -1 ' 4- . Rooic 4-Ea/EL L 4 o 404-4%) R o ,c /,c/ ' �2/4r//� 2. 4 o.s. . t. 2x' 0 4 "O.C, !. src zo i £-r- e toccf o . c , (, 5 SPte rsikLE.� (WE, 2,0 eel u &ter • 2.o ML c. 1, 5 / ?. 25 P5P 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 4(/4L.C. l:/4.J. DL JOB SHEET NO. CALCULATED BY /1/0 2 - 23,7'1 i4151) (Jo4 *gess les,44a) L ,�Q 0001 Lever) (5/)(g a ps F) 311- 4 /1 J F 4,/4 5-$ W = ( 2)(15 PSF) _ 650 .4/1 (SNOW) Wi J2 200s i€C /do 9 . d S.M"x WA/4 L&4-D 4 e -7 / D 414-/A/ AE-1..5"r". 4 SyS L9� O j Zot►E ‘` P 7. 4, Ps F. Iw 4 4 A -. /. o Ae a Tac£ 1607% . 2 . / (4) 15= 7. 6 ps F. /d ps/e tic% OF DATE 1. r," (P-40o, 4 t/ L) (it1140KINie, 71415 VE.grI A-4- 0 1 FIRST R "4) �DL = (2) ( �L� b - v O L` = ( ( L C. LL I eo psF- PcsstrIL tN F_ LcoKinle. S, OOP (SOU ELANATI l-oPrc EF z z re w u�� Uo CO 0 w� U LL w 0 CO 3 = W z �. o z V co 0— 0H w ' w z U= oE- z - RICHARD HUDSON & ASSOCIATES, INC. JOB eVoR .$1 go 2r CONSULTING ENGINEERS SHEET NO. OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY . B I T S 4 DATE 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com ICON • r e AS7 gay,41jcini mi.440 IIIIIID1112411 11111111111111111PNI OICKCIIII.V USIPISINCICCAIEFf M ANI DooK MA R MR. CONCRETE WALL DESIGN 1997 UBC Richard Hudson & Associates 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed II 206 - 324 -6160 Grid 8410; S. elevation; No openings segments wal198 ver 1.11 Materials Concrete 3,000 psi Reinforcing 60,000 psi //�� 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 co 0 w Geometry w co WO 2 g Q ▪ W Z = I— O Z F- U 0 O — O I-- WW tL O ai j. 1 ,-_ Loads - horizontal p Wind loads based on code criteria Z 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 = 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 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 (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 Ai d/e/.2-0..4**c. 4. < 1I oil^ S 4 Date 10/6/2004 Time 10:47:17 AM page 1 Vic. - ,„4 „. S o- 4-1 4A-* `/ 114 . 00r1((,i 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 wa1198 ver 1.11 page 2 Load Cases oad case 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H UBC 1612.2.1 & 1909.2.1 oad case 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) UBC 1612.2.1 & 1909.2.2 oad case 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) UBC 1612.2.1 & 1909.2.2 oad case 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) UBC 1612.2.1 & 1909.2.2 oad case 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) UBC 1612.2.1 & 1909.2.2 oad case 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) _ UBC 1612.2.1 & 1909.2.2 oad case 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) — UBC 1612.2.1 & 1909.2.2 oad case 8) .9D + 1.6H + 1.3W UBC 1612.2.1 & 1909.2.2 oad case 9) .9D + 1.6H - 1.3W - — UBC 1612.2.1 & 1909.2.2 oad case 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H`4-1.0E ' UBC 1612.2.1 oad case 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H .OE ` UBC 1612.2.1 oad case 16) .9D + 1.6H +1.0E UBC 1612.2.1 oad case 17) .9D + 1.6H - 1.0E UBC 1612.2.1 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 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 oad case 11 oad case 11 parapet oad case 16 oad case 16 parapet Mcracked / phi *Mn 89% 89 % 89 % 89 % 89 % 89 % 89% 89 % 89% 89 % 89 % Horiz. Reaction @ slab level (plf) Vert. Reaction @ footing level (plf) CONCRETE WALL DESIGN 1997 UBC Vertical service load stress < 0.04fc okay As <= pMax okay phi *Mn > Mcracked see table below Mu <= phi *Mn see table below Service deflection <= I /150 see table below 89% 81 % Mu Service deflection / phi *Mn /11150 27% 1 % 49% 5% 59 % 7 % 44% 5% 62% 8% 16% 1% 38% 5% 51% 5% 60% 7% 69% 6% 89% 69% 6% 89% 81 % 10% 74% 10% 7% 89% 74% 7% 9% oad case 17 89% 81 % oad case 17 parapet 89% 81 % 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 196 3,118 z re JU 00 0 W= Q u W O } g u-¢ = • d • W Z I— 0 W ~ n U O N O l-- W W H -- u 0 W Z co 0 H- z 4 I� ONCRETE WALL DESIGN /y -�v - q \ UBC i t,' a� r Richard Hudson & Asso tfat \i' 1605 12th Ave Suite 18 V ja ,r ;, Seattle WA 98122 juu tr �4.,• 1 1' ' 206 - 324 -6160 - ( k a ,t 1 " Service Deflection Units are inches 'Obositivg,is inward Load Case YY segment 1 2 3 4 5 6 7 8 9 10 11 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 -94 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 -0.06 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 Date 10/6/2004 Time 10:47:17 AM Sheet Normed II Grid 8 -10; S. elevation; No openings segments walt98 ver 1.11 page 3 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 V 15' -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. 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 CONCRETE WALL DESIGN 7 1997 UBC 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. o. 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. 16 -0.39 0.57 -0.86 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 -1.16 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 1.26 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. • Richard Hudson & 1605 12th Ave Suite 1 Seattle WA 98122 206 - 324 -6160 Vedic • Servic Un . - • s positive is downward Load Case segment 1 2 3 4 ,25 . 0. O. 0. 0. , 0. 0. 0. 0. 0. 0. I - 24 0.01 0.01 0.01 0.01 0,01 0.01 0.01 0.01 0.01 0.01 1 . 23 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 • 22 0.02' 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 21 0.02 0,02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.03 . 0 _ OA3 003.. _..0,03 0,0__ 3 _ 0.03 0.03 0.03 0.03 `99s 1.26:I 0:5 * 0.5 0.8$ 0.88 1.26 1.26 0.5 0.5 1.33 - ■18 1.37 0.61 0.61 0.99 0.99 1.37 1.37 0.61 0.61 1.45 17? 1.48 0.72 0.72 1.1 1.1 1.48 1.48 0.72 0.72 1.57 /1p 1.58 0.83 0.83 1.21 1.21 1.58 1.58 0.83 0.83 1.69 1 1.69 0.93 0.93 1.31 1.31 1.69 1.89 0.93 0.93 1.81 I,15 4 1.8 1.04 1.04 1.42 1.42 1.8 1.8 1.04 1.04 1.93 • 1.91 1.15 1.15 1.53 1.53 1.91 1.91 1.15 1.15 2.06 ;12i 2.02 1.26 1.26 1.64 1.64 2.02 2.02 1.26 1.26 2.18 i11 2.12 1.37 1.37 1.74 1.74' 2.12 2.12 1.37 1,37 2.3 0., 2.23 1.47 1.47 1.85 1.85 2.23 2.23 1.47 1.47 2.42 f 9 2.34 1.58 1.58 1.96 1.96 2.34 2.34 1.58 1.58 2.54 I 8 , 2.45 1.69 1.69 2.07 2.07 2.45 2.45 1.69 1.69 2.66 7 ; 2.56 1.8 1.8 2.18 2,18 2.56 2.56 1.8 1.8 2.79 6; 2.66 1.9 1.9 2.28 2.28 2.66 2.66 1.9 1.9 2.91 i5i 2.77 2.01 2.01 2.39 2,39 2.77 2.77 2.01 2.01 3.03 2.88 2.12 2.12 2.5 2.5 2.88 2.88 2.12 2.12 3.15 /3 2.99 2,23 2.23 2.61 2.61 2.99 2.99 2.23 2.23 3.27 ! 2 3.09 2.34 2.34 2.72 2.72 3.09 3.09 2.34 2.34 3.39 1, 3.2 . • 2.82 2.82 3.2 3.2 2.44 2.44 3.52 0 3.31 2.55 2.55. . 3,, 3.31 3.31 2.55 2.55 3.64 -s e A 11 " l/is 44 . - 2 - S g -'' 12 ..........".. /4 f- ,. Associate 8 ,! $f �. G it/fite-ItVe 641 4y /4o 40 oads ' � v � i ; ; i ; • ,� �C(' 1 . S n ( rz (2.66 � !�e1) !P CONCRETE WALL DESIGN 1997 UBC 5 6 Normed II Grid 8 -10; S. elevation; No openings segments wal198 ver 1.11 page 5 7 8 9 10 11 fr 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 LE C, SLR C..c L Date 10/6/2004 Time 10:47:17 AM Sheet 12 13 14 15 l. ;- ,OL,T 24� - / 2. g r `. /g• �r t 0 6- % 7 7 1.1 �. 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 1.54 1.66 1.78 1.91 2.03 2.15 2.27 2.39 2.51 2.64 2.76 2.88 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 (.4 )(1 S -12 ) 1.1r3Oix.i 0 = /so ,9' chard Hudson & Associates ! f7 160512th Ave Suite 18 Seattle WA 98122 206 - 324 -6160 14` CONCRETE WALL DESIGN 1997 UBC Normed II Grid 8 -10; S. elevation; No openings segments wa1198 ver 1.11 Horizontal Service Loads 7 ------- ti its are kips positive is inward Load se egment 1 1 + &Z 3 4 5 6 7 8 9 25 0. ! 0 .001 -0.001 0.001 -0.001 O. O. 0.001 -0.001 0.001 -0.001 - 24 0. I 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.002 , -0.002 - 23 0. 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.002 -0.002 - 22. 0. 1 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.002 -0.002 1_21. 0. 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.002 -0.002 20 0. I • -0.01 0.01 -0.01 0.005 -0.005 0.01 -0.01 0.037 -0.037 19 0. 0.0 • - .019 0.019 -0.019 0.01 -0.01 0.019 -0.019 0.036 -0.036 18 0. ' .019 :019 0.019 -0.019 0.009 -0.01 0.019 -0.019 0.034 -0.034 17 0. 0.019 -0.019' 0.019 -0.019 0.009 -0.01 0.019 -0.019 0.033 -0.033 . 16 0. 0.019 -0.019 0.019 -0.019 0.009 -0.01 0.019 -0.019 0.031 -0.031 15 0. 0.019 -0.019 0.019 •. -0.019 0.009 -0.01 0.019 -0.019 0.03 -0.03 14 0. 0.018 -0.019 0.018 .0.019 0.009 -0.01 0.018 -0.019 0.029 -0.029 13 0. 0.018 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.019 ` 0.027 -0.027 12 0. 0.018 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.019 0.026 -0.026 11 0. 0.018 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.019 0.024 -0.024 10 0. 0.018 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.019 0.023 -0.023 9 0. 0.018 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.019 0.022 -0.022 8 0. 0.018 -0.019 0.018 -0.019 0.009 -0.01. 0.018 -0.019 0.02 -0.02 7 0. 0.018 -0.019 0.018 -0.019 0.009 -0.01 " 0.018 -0.019 0.019 -0.019 6 0. 0.017 -0.019 0.017 -0.019 0.009 -0.01 0.017 • -0.019 0.019 -0.019 5 0. 0.017 -0.019 0.017 -0.019 0.009 -0.01 0.017 -0.019 0.019 -0.019 4 0. 0.017 -0.019 0.017 -0.019 0.009 -0.01 0.017 -0.019 0.019 -0.019 3 0. 0.017 -0.019 0.017 -0.019 0.008 -0.01 0.017 -0.019 0.019 -0.019 2 0. 0.017 -0.019 0.017 -0.019 0.008 -0.01 0.017 -0.019 0.019 -0.01 .1 0. 0.017 -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. 0. 0. 0. ti 0. 0. 1 Date 10/6/2004 Time 10:47:17 AM Sheet page 6 10 11 12 13 14 15 16 17 0.001 - 0.001 '• 0.002 -0.002 0.002 -0.002 0.002 -0.002 0.002 -0.002 °C 0.037 -0.037- N 0.036 - 0.036 0.034 -0.034 0.033 -0.033 (/ 0.031 -0.031 ' 0.03 -0.03 0.029 -0.029 0.027 -0.027 0.026 -0.026 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 o. o. ,62 Zek/44 /99? (/(1 c. IQ; x- O d n ✓ R r / 1 / SA - / 5. Cp.) = /. 2 0,4 p 6 (/,o S ee= I 70 oX �9C (z,- is ') • Am / of- 4 4 k- Ps,- i (1t2.)(iderV/5.v)...z fe/ ((7j C: / 9P- e dG C/ ,,! d +� ,� �0 �C g..o ee 4 orr/'A) ?Cj�$ z z a , W W 0 0 NO W J l- 2 co = W I- Z I- ZI- 2 uj U 0 th C3 I- 0 I II Cli 0 I- cn. 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 Ur ,,Q /c_./ A905 I &C Logo t ,..1V/CE.. Le/.EL L041 1 -/e /S Vita/ P797 asc = /a. g P s,� CC 9 - rte' ') 2403 l8c owl 5e-C o ,✓ /44 o 9 7 JOB /Y O 2Z SHEET NO. ' / 0 ill CALCULATED BY N /997 c4 v✓,' Lomas. o4r/ . /s¢ / 41443 ,o, 6 5/5r/ r Pte' . / 49/1/s.t/t5 eGAT 6/,/1 Pte` io 195 r� PAEssv ES 4e As £t- Ev4r/a/ (4 ' . 0 -1 P 2$ j - A1.0.,✓ Ails/ 4s5o0-48G4-4.E c 17724.1erV.t4t 4S5 /4e" rig fig .o vim E Sdp /c-r 4¢ Sr / 4-071/CO/t' r t/E © V,E.e9GC - elcrt//!E Tif f s y Sr-c"4 Q Ei✓.,�.A4LC.y REc ie. r %./ 14/0-4 104a,Al, oc/20 v? M0 E i44,/ 04/E, Sviz�q -c-E . P L 9 _ Ai•.1 64, ,4-, / "A¢ 4.0 s *** -4°.75 4 77 E 6v/1.40 /•✓,Es E>/✓Etq' 7ZI4ar /„o ,/o? Rv.4 -e..././ . S / OA' -,E •.-.t4 - /.n/ w'. Gogc /ZES�s� --..✓y S y.sr� . OF / DATE jD /{7 g 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 /e /We Jt SHEET NO. � 1/ CALCULATED BY ier ' OF DATE o6VC/2-r �,4GG /S p4/eq— 71{6. /11.•-/A/ k// o,ec.6 ges/sri4/07 Sy s rE• - 7 -7 1E-izeFaree 7EcsA✓/c.Lal 8)/ Qe- c✓A/ /7 DA/ Sitit2VGD /✓oT 66 Les /bxig.6 4S 4 CoAnpo.✓6e.f7 Coq,00/,c4 /C o9. 6. /. / -4 bve 7 ./s yini•.+947R /c g-L C,eoSS SEG-T/ Do,/ — F•4 /L ,S Co•✓6 /T / o Fn,A ,$'iMpG /G /E-6 I,../ ///4 l .s is ME4r, R561 Use- SE4vd s 4-44N4 DFSoo1< OP 4 a4-P �oUJT S M6TWoDoC' ( r- Win/LI Dec 161 A t! S���G /.G /c � T / D.✓s 4 sc E I��sfr ? 10 PSF 2. r pP_A /g09.3 /.8c 2003 3 sEcoNO Glusr sic. vJil,)fl settz 7A,BL / 1 /'4 - rbro c osi /c efieoze dAT BXy.l (c =. ; Ydt.B) Assow BUIL, INTO sue/ Rs1. = 8S mPli 2.8.2 PEA /toy. - 1r"c Aoos 6n/GLOS,E 6A✓GLOS60 J . o 4 Fa►{ LL DSSA C 4 6401 E- c1-4-E. r3 4 3 -4E11 Fo cLOSsu CRRsrvl . 1.53 Ogsw = 11\1 oar A,- EFFE.cri VE vJNNlp A p A FiG1uRES 3 -� R • a. 0 0 Q !9. C • • Ct. •o • 0 O a ,D fA .7 I o _ • C 9 n1 - RICHARD HUDSON & ASSOCIATES, INC. JOB i "�'i 2 CONSULTING ENGINEERS SHEET NO. �y 1605 12TH AVENUE • SUITE 18 -p SEATTLE, WASHINGTON 98122 CALCULATED BY 206- 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers.com 12 O ,3 / 8C M,J D 1 ' DA/l /Soy bp,14 Rapid -Solution Methodology" CLADDING Coefficients - C for ENCLOSED 32 -4.0 a.5 -3.0 -2.5 •2.0 -1.5 •1.0 -0.5 0.5 1.0 1.5 Figure 3-8EW FyvR- .. 3-2- VEL.esc,rry E$poSJzzE... Coe. p - iclEAT K. . 61- (1/4,-/F-.2 k/ 4A) �.xP oso 12 E. 13; h= 2z 0-014 S EIW ATIVE. = 0K. IZoOF I L2 1D Field Ficyvre.e._ 3-/ /c K4-/o --T' as' , NET C'M p o N ENZ" 4. L' C.PrQD I t■S P W*..Zs 4I= Cole-Fie-10 E-r hS Ct+fvs g = X8.3 ,asp 10 20 30 50 70 100 10 20 30 50 70 100 Effective Wind Area (Square Feet) 3: Charts and Figures Edges I a = smaller of 10% of width, W but, [40 /o of height, h ] > 75' 500 1000 • • EDGES FIELD • ▪ FIELD u L WALLS .35 •3.0 -2.5 2.0 -1.5 •1.0 -0.5 O 0.5 10 1.5 500 1000 1 SEAW RSM -03 Is OF DATE /0/7 01 CRui . EtAriES 4 FIEt -D CvmVE 461*.S - 1 - . S2 5 e VE.. 4 ,¢ ? 5 co s �LT - OBI CLUS 1 old Eb E zor! E PREssoEA._. u , _11 Zot4 E. PR- ESSOR -E. QVIscL z � mo w, Uo co w= W 2 L -a = W z � 1 O Z F- W • w O • N o f- W W H 0 u. O .Z W = • ▪ ~ 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 qq VC JOB A/DA4 -7T /3 SHEET NO. CALCULATED BY /9x'9 l/' 4003 /BG atm aiteAftfus t,4/ Corr P AS") = S � C ASE FRS M /o p sp. ( ePt// ) VARIES W rti} 4-6 ( 1-FT s.►� = .( /8rPs J C L # ` 825) (g,c*es P/E.L) E /8..- (. 64-) (/ /53 = /8.11 ps 1' pEr 4v) P _ /9,5 r64-)C 9.¢> _ //. /3 ,os/ ( / f r-6ir) 6(//0m 4 A y OF DATE /4/7 04- -9.e PSF # - lO s P 4p7-4g -v 22 p v/tE r4eovv ioesA . EMIR-n°..1= 2 g , e Pol~er P Er )3,8 /3. ,4., /4,? too S 1 t3c_ / //. /3 '44i:.,4104.4 z '~w , 6 00 0 W� U w w cn cs w z f.. E- O w ~ w U 0 . o1 w 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 4 ,4,5/ e003 /9c.. - /C Lo,410 . 5- c /997 U ?& tom- s-41i c LoAir SEAN( ► C. LILY E-L LOA-O Co(M p Ale (&v4 3.66 /cp.? &/B& z ^4. SeeiM6TS JOB SHEET NO. 1 OF CALCULATED BY aj7t/ DATE (v„ / S /p,E,e, 6 t.E.cil E n/T4c... sitar /o •(/. 150 F�F P `Wr 1l23•k4`` 14- /b oz. - L Fo 0A/ , ,,.)EAirs o srvzvcrvite, , , AA./ 67 'X doeft4,40 okirs Ad 40 ea ma mekir 5 /, oo,erEo Ay s7 . /602. L. w,,L.4L (32 -I) - 4.0 Ca /,o bt4 = . .36 aP C I i + 3 hx. \ hr 40CaIPW >F >,7 CaIp1F1p /5 >J > 29-./4/ S = / = /. o s; .q-„/0 44,44 Oct. vi v/f,, = 0 7.8 # G 4/Z 488o vz.) P _ 4; 0 6,6)0 _ /55 Oa . /5S k�Qs c'rpvr 5E/SM i c. loAAS V 2y ■/rril 44/ 0 7fey (8 -.) Acr. gyre_ E04, 15pg .c:. V #4E Wcn-E MOST uStL ml-IS A-c 4-05. ME 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 SHEET NO. /5 CALCULATED BY fi ' 2.00S /8c S e i S A (Lo 4 S ' /9 97 C' S /S - /e 1 04425 1 flv /ce- Love"- L041) ,o 4j ./ so•✓ 197 03 eVAti: ‘ ' alit ,r ' k / 5/,74# — . a5774- 4D . F.F. 3 "reA- WEIeit.I1 taTt) A� 1, g- SER,V I c.6 LEV EL . 051 f4 = • O 9 /9a.s. I.+ OF DATE 10 7 IS r-00.mo t5 miler E. 1..�✓161.r . /7, = � Ca . hP 1.4(2 6 Sc /e = Jo /6-O / 4 (Z) 4x = 21.66 ` - I---' fie. 1., 7z> hr = X 3. 6 6' ��r ticrvRE- RciG V4-.T / W/] rpr 7'a 90471 6 /070 W e i erth- of e E SE' -.s7 4e p0Al l," r 2z . /� /1/0, /..o(31Y /.0, . 66 /07,8 .66 C - 2) Jo 23' .; r; 0,4.44L*44.u.4J:11 — • n .v 1�1 Coat. pvre.1Z ourp T W 00 w0 CO J w g-J cn D ur = w ►- _ Z w U � o� W o w z = 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 Horizontal Service Loads �--- 'Units are kips p positive is inward Load Case (sejment1 3 4 5 6 7 8 9 10 11 25 0. 24 0. 23 0. 22 0. 21 0. 20 0. 19 0. 18 0. 17 0. 16 0. 15 0. 14 0. 13 0. 12 0. 11 0. 10 0. 9 0. 8 0. 7 0. 6 0. 5 0. 4 0. 3 0. 2 0. 1 0. 0 0. 0,001 43.001 0.001 -0.001 0. 0. 0.001 -0.001 0.001 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.002 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.002 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.001 -0.001, 0.002 0.001 -0.001 0.001 -0.001 0.001 -0.001 0.001 -0.0011 0.002 0 1 -0.01 0.01 -0.01 0.005 -0.005 0.01 -0.01 0.037 .019 0.019 -0.019 0.01 -0.01 0.019 -0.019 0.036 .019 '.019 0.019 -0.019 0.009 -0.01 0.019 -0.019 0.034 0.019 -0.019 0.019 -0.019 0.009 -0.01 0.019 -0.019 ; 0.033 0,019 -0.019 0.019 -0.019 0.009 -0.01 0.019 -0.019 i 0.031 0.019 -0.019 0.019 -0.019 0.009 -0.01 0.019 -0.019 + 0.03 0.018 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.01910.029 0.018 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.019 0.027 0.018 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.0191 0.026 0,018 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.019 ! 0.024 0.018 -0.019 0,018 -0.019 0.009 -0.01 0.018 -0.0191 0.023 0.018 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.0191 0.022 0.018 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.0191 0.02 0.018 -0.019 0.018 -0.019 0.009 -0.01 0.018 -0.0191 0.019 0.017 -0,019 0.017 -0.019 0.009 -0.01 0.017 -0.0191 0.019 0.017 -0.019 0.017 -0.019 0.009 -0.01 0.017 -0.019 0.019 0.017 -0,019 0.017 -0.019 0.009 -0.01 0.017 -0.019 0.019 `• 0.017 -0.019 0.017 -0.019 0.008 -0.01 0.017 -0.019 0.019 0.017 -0.019 0.017 -0.019 0.008 -0.01 0.017 -0.019 0.019 0.017 -0.019 0.017 -0.019 0.008 -0.01 0.017 -0.019 0.019 0. o. o. o. o. o. o. o. o. Igor? v Sc IcLuSto4 200 It JOB A /O/2/YJE-1) Z SHEET NO. r , OF CALCULATED BY ETM DATE 16 3' /01' r s . \ J . \ 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 -0.024 -0.023 -0.022 -0.02 -0.019 -0.019 -0.019 -0.019 -0.019 -0.01 -0.019 n a tc.. i 1 i • - 0:001 0:002 -0:002 -0:002 036 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 VV /n1/4 ge40-/Vr4G 4 /S/4/G o. o. t o E R-6 Cotta -- L1 eite e4c P% E..1 �6, re-EM1Fa•1T' Sf.A Sne1 dc. Lor , -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 z W 6 00 co CO uJ J W 0 g = w zF- ZI- LLI W U� D W Z u j 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 3A23th tP t G.) I ; A 142nd S 41. *2004 MapCluest.com, Inc.; 2004 NAVTE _141st S JOB SHEET NO. CALCULATED BY 4310 S 131st St Tukwila WA 98168-3200 US 1.06 , gi \ %C 4 t: sintown '31 1 I el\ 4 t! \ „ • ..• .1 (124th s_u_s pm's , s ,,.. -..-,.-......:,-..,....-_---i. ,tri,":',,, - -" S 13?tht > E: S WoRtelep _22 11 L - 704 OF DATE 4. \ • t ' P \ sai349tfil Lio.t4s11-\--,,,1 F2 \. . k. -1 1.1* -- \-9. \iff%, di 'Cl - q \ I ; :'• > a < a 0 0 ■ ' 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 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 JOB AlOpe iP I SHEET NO. / OF CALCULATED BY BP/ DATE /D //e7 recenter a mark Latitude /Longitude Position Finder /J_gg ing Xn ormation Service / jis@jugglin >. org Z Z . -J 00 � J1.- W 0 g � N d W _ ? � Z o uj U O - O H WW I .Z Cu U i 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 2Go3 /6c. (eomir) LOCATION The Ss, 0.2 sec SA Si, 1.0 sec SA MCE Ground Latitude = 47. Period (sec) 0.2 1.0 ///4. / .64- 0 �71 1 6 , (A- - /4 1. 0 4as - C.*-dv A-c. 6VFny S7).TV/46. ,4 poiLT /O•./ T// E. flr S•444G 4-s 4. ev-7, / /MIiM / BE De-S /cr A/ ajn /STdeVarreiZ Tv fE SArr rhk £- pic- TXjf Y f -K,E., error i. /9' /l 4-s s/4 ../0-z 4 SE/s014/ /.. / s / OA/ d4r -�Avq/ 45 S'ET /�D/L77f //1■ sz4.j7 pit, D /b /O r3 Aievole) -- 9 / http: // eqint. cr. usgs. gov /eq /cgi- bin/design- lookup- 96.cgi USGS Earthquake Hazards Program 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 Normed li Date and Time: 10/7/2004 4:32:27 PM 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 JOB SHEET NO. / 9 OF CALCULATED BY 671 DATE la /I halt. 172-0.ke) Y,ail L D,e.s /0„4/ P4j 49 £ reties " Op e4 F4LE- RE 01 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 Ve.g1P/ gDo3 selsmtc Los 4 1991 Ubc -SEISMIC LoA-D.S du s Tse G!O 1136 Co /r %Ir.!. 1 /vs:A VO / 4 JOB 1\10 gm ED ar S = 3,• 8 45/ gr: D FW= O 5. 5 > = / s -- .5;? •s • 48-s•r S s F S' F S = Sos ..3ms SHEET NO. 20 OF CALCULATED BY B31\'1 DATE lb IR-1 61- 1.0(4 /.393 .72 . 7z7 = (.m3) = +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 wa1198 ver 1.11 page 7 I effective @ Service Level Units are inches ^ 4 Load Case segment1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 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 • . i flection actored Units -re inches positive is inward coati 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 II 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. o. o. o. o. o. 0. 0. o. o. o. 0. o. 0. o. 0. 0. 21 0. o. o. o. o. o. o. o. o. o. 0. 0. o. 0. 0. 0. o. 20 0. 0. o. o. o. o. o. o. o. o. o. 0. o. o. o. o. 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 -0.38 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. z 6 J U 00 N O W= J 1... WO 2 } g J LL Q to d I Z 1 = .. I- -O Z I- ll! uj DQ C.) co O - • I-- W W u" O . Iii U = ~ O 1_ 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 wa1198 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 Z Z � W QQ JU 00 N J I LL W g . u_ I • Z I-- 0 Z W U 0 N, •O l- W W. I U. H O. Z U N = ' •0 Z 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 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 0. 0. 0. 0. 0. 0. 0. 0. 0. o. 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. CONCRETE WALL DESIGN 1997 UBC 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 11 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 wall98 ver 1.11 page 12 I effective @ Factored Level Units are inches A 4 Load Case segment / 2 3 4 5 8 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 ^ 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. 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W " U O 0 co 0 CO W= CO u_ W O 2 J N � W Z F 1- 0 Z F- LU U O - O I-- W W H U ' O Z 0 N . z CONCRETE WALL DESIGN 1997 UBC 2� 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 z F Z a , U0 CO J uJ 0 g J' u-j D. = W F =. Z F- 0 Z F-- U� O - O I- • W H� 0 WZ U= O 1- 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 16 M - cracked outward bending Units are ft - kips Load Case segment 1 2 3 4 5 8 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 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 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 . 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 2.61 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 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 2.64 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 2.56 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 2.32 132 2.32 2.32 2.32 2.32 2.32 132 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 2.83 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 2.6 2.78 2.78 0. 0. 0. 0. 2.65 2.65 7 3. 2.68 2.66 2.75 2.75 2.83 2.83 161 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 rr..w.e. �.:..w:u:wr.iw:.0 oi:: u3r:+: r::;: c: r... o....+: iG� ::: >yrw'r'•o::k+aa:.:��::C.+i w�:: b4'. a' WSM�wLYiFti4Gwr ?ikY�:: {�w'.wer�.w1J.�1 • 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. corn T70ie /eon/r 4G (Aroic-) Z. o 4 a /,✓0 - S7g0A/ j 4x/ S (�( LEVEL RAN- )( PsF) 4.-)Os f) = 2O*+ 24 p�.. W t L = (4,_ 11) (SSLF e 254 PL.f- PSF) 5t`IO h EAs JOB /VO 7 4 SHEET NO. / 03-1)2 OF CALCULATED BY DATE .x ) g L/ -Ptcy 'S E CO .(112&'A.&) D14 J •S . 4 of- (%) c9 ? £ 4iz 4s . �D° aS /.zi4 - 4. c 7/ a (3.1 II I a a a • �5 •fr - 77Z nT Ak Cal/S/4 EX/A/9 C r/44-4- uc S7' EL Tb 4 1 7v PL-F.. 4-C.. 5772-EA/477- z NNNW U U ,0 W J F , w g I— uw Z Z 0 Ca N 0 E— w FU O w z co • O ~ z • RICHARD HUDSON & ASSOCIATES, INC. JOB CONSULTING ENGINEERS SHEET NO. 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY 206- 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com 0,e /evis/rAl L BEAM .L A EA/r aar) FLEATUR r - Sr12oKik) Axis (X-,-K) 0 = . 7 a., .6z C1)41- --� & orb- do.aov . C�� = . po ,xc 4000/zs ▪ /8./" 0414 = ' 7 1 1.' z4II((0,4o0 si) .5‘ - ( 18.'\ _ . 9 (,00 m • 4) /2 in ▪ 75. le//' / * /r° /Am pg OF DATE 0 .-" /0/8/41- Aft M� y MIA � /5,2 10 3' /4/cers - fl. 7vrE 7'a /A/c/a e C©v"..E (i K • fi I2i0� :. (601 a� 3 (_ ( E 3 ,P � � q [4- S ) E.) Igsuzo ►n * A ( . 8411 pcs 4 ( mss. C az4exhvc, 4/✓o 4 O /Ct.) # 6 46,17e5" Do NJ, z Z w cc 2 6 U 00 W= >- W a I � Z = ZO w U � c o O — O H Li j LU 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 W oR/2-04/7 - 4-1. ) LE^2 %T - ( ?Aft > Coop) 404/ /M vM -577-61- L• 4,„ 4 (7.4,s,oA, 4/A/ A99gc.eeleAcovr) Ms -lvnl Ttkgr C c IZETE I spy t NsPe� .47 mm/J -4 cg4r Ott =1 • gga.►t > ,15A" 6k @, g ogiS — Mk-Yin/t M Sr1f 4E 'MZEl4 . � Da, oA/ •c/xotr cgoo sivr) 4 = .75 ksb Cox) 4 S((4 46) '4s 4 As = :75 /4. FM = mAy JOB NDp) O SHEET NO. CALCULATED BY 87AT 3.6 113 OF DATE /Q /6A 4 86v". <3.6 L g GA /l 6. /e g 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 / /Al./ 0 Y c + Ys 2 ei geVa 4 * Vti % (. 8's7)(47.0 /2,1 JOB •`tea / SHEET NO CALCULATED BY 37 41 5- 12. 9 OF DATE 10,/e t EzEM .e.vr 0.41T� �O \44 ki401 /55•IL(..g.5) = /7, 9 -77 = /7. 7 4•5. e 4t-Cf16/41 - 5, 6. >-/eMe, ? �T / / CGkr ! .i/a .24/ 64.7 4. 2,4 4 /40 S . y a....- �U \lti _ z 6 s � �g t4 /O. r /4 . poi / /.S; r• / i•/i".4(1 z ,2E..�/.e= •0 1 �, h . l ,f S� ,or2T 1 '/#e ). t � / 9 cw\ri -moo . (PW2 /c.,e,i S o, pw✓e..4. /,.. A4) s. /OE/ / a/e..4 F •.ez •c/T e " '6;7(8 ",)Q' ..V„.5*(6 -- r ?"- isT.)( VT) / i e /2 1470D (/2`)($6 �) _' ,5 /6/63 7o.f. X Xr / 3 2�` 4 /e 44:10 , 41),U?/od t. G k i7 9e 73hG /4-6 SO C-7704./ ✓ r "lii i i.. .. ,. Ylyf:(�•:" "„Mgt`. 'y: • . . z 1z w 6 U 00 WI W u. W z F .. W I- U � N OH W W H Lib w z = 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 r .- illo/z/e-oAd �lh � \/4 Pi(*��f ✓ �� yN .ac- Aoy / 2. 7 ie / /•s7,573 -44- d- /17 4 JOB SHEET NO. CALCULATED BY /624/2An 3t� Brim ESE - 6- Jr a') Ce) �� = �8 ,/ Alo A 57It6S5X. 3 7 41/ A: ? ',Re/4. 7 1/ 4 '((%) (4A) - 47 f.r-14 _ , z k 50 b.,) 5o (Y4968 ")_ • F S/lG•4B /Gi7./ ole ice_6 ' - T cE 9 r() - ; ' s '(,2.) /6 � / 4 7e- " 2s7 9/ / OF DATE / ° _/�/ /°t. c' &/ M /a%.Hml / • ,-2E'4/, -d/r.G A- ,e.AJ7 /S 0 C) #4' d 13.1 olc-et.a Mace Oit K / ` }h S .S--9/30ec. Li _ - 601-/ c k .c/a LJj � WEel 4. ( 4/ (36 - ,24, 9 c Al - CONITita r) i On, •rtx7s , 18" R.1CrIL Cot LS Irt�R�l� TgA)6j iJ z re LI U CO -_ CO Li. w 2 4 a = � z = W o • w U � N _ D 1- W W H� W Z 111 U= 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 fi-V/e.A (Co.v,r) r/ o.'./ o/ C /L4-c- /CO M o•�E� f T ' o` AC/1 -'4 ((Y ,t 9 11/4 ' 14' 64 d" k . Mama C, JOB SHEET NO. CALCULATED BY A/0,em.0 E 9.27 szeurvi, (' _ _4s) ( ?' / -t zbc/ 1 - 1 6 " ' .vdzi)( '') - i 64- 9. se) 5.4-57 L CS .4 t d -cs L (e4)(8.917) 74- 9 Py 9 ( 8 4477)1. 3 / -1- 4'1 8 4 744.2 IA I 4- i3EA -N 1 C44- c.IG.E.0 A°T" p or2Tno+ j o (t- (- EdJEm4 WE-1 f'l > M„ 714 art_E.. FolLE, ST I Fr-Ness Aly_okte, - 4 - E 31=q 1. -tE_d rt . AG 31 rri - Ark1 F-- tiEC71VE PLIiiEnti' of rreb SeS o ll# 3 l ( M, I .+ ( " " - , M a ) Z"/"c560 4 N ) 2z " (a0P) OF DATE 14 t 3 �r.1 `SS� vs � t # 7 M 3 I ( I ct < i Ma ( /4-62 4 I X12 Ct'.//L E- tAgeeK -S 12..epeimuce MV Jurt- P. .50 -" ^.• 3S o 1 .31 B - o5- Cole-ere-5 24., Sao I r, z � 6 - 0 co - _ CO u- W u- Q cn F. w ?� Z LL! uj U co 0- oI- 111 w 0 .. w -±- z 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 /ea- v.7-G. JE.4- 9 Ma JOB A/o/e, • `/ SHEET NO. OF CALCULATED BY Li &J OI JCq I\n°Me∎ r t E to SajeviGe. L-oAoS, @ -VEC 1-01E D1 LL + Wc-L + 2 4- (5a,) = /003 mac r /6103 */)(t5) = 66, $ 5 ;1 - /2.i = 99f; 9 880 ° /I ( S+ f 850 - Sao 7gs; ( I /S/67 /,V � 5 kit.)�� 384- e j X804- MOO E coo (.7)) -_.. 21 DATE /0/8/04. Claw r3,1 C SS4, esb 746.1. 1 9r; ri-0 — Co4v 'TO 5 (l o 3 )(251)¢ (12) .38+ . (13116-1 !Nit � 3,tz2toirps) i rhY, 000 14? �= /2,0!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. corn do/exeti ...r 41 CALCULATED BY 137 p"/ JOB SHEET NO. OF DATE n 11 ‘crioxi W/OT// L 7 7 I '41 - I DUE Ta 1 1MVM .s g p t. \t41' -oI2C ..1 \ RE.eszyt ►E.tJ I F_ b = ‘,'/4 -'1 sr�pp /2 r = /3.2 Vc 21/?T. 4(,) d 3 .�7 * -8 13,2 - V4 . L( . Y. ( B. C' ) ol FtZot- -1 s'.'ppo,► r 13.2 ?' 12.1(z I OCA1=.Arse. F '' 41-ma p � 3/ o/¢ (. es 0 l .`z 14,0' I F u ST1i -tl 1°s 0 (0 G 1 MI•lIMUK --1 MiI`tIMUt4 5 'ng.pups B WO SPEAK s T I - J I 2,r--p l,,,, -l' /A" Ar\II Fit= 9.000 ps 4. /tr:r. § fieW/e645 4 ga Description ' a. General Information V' Span Depth cisti Width Reinforcing 1 t 4 1 O' r I ..1 Dead Load W #1 0.249 k h I, L iii Summary ' ■ i Span = 23.00ft, Width= 6.25in Depth = 39.50in Q � Z t - • Beam Weight Added Internally Rebar @ Center of Beam... Count Size 'd' from Top #1 2 #2 2 6 2.00in 6 36.00 in Rev: 580007 User: KW- 0601345, Ver 5.8.0, 1- Dec -2003 Concrete Rectan (c)1983 -2003 ENERCALC Engineering Software Front Elevation - Roof level t . rizontal bea 23.00 ft 39.500 i�t 6.250.' r L� c try Fy L j ") +N ` C• crete Wt. eismic Zone L -.. £n (v r v nd Fixity Pinned - Pinned Live Load acts with Short Term #1 #2 Load Factoring 1 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 nding & Shear Force Bending... @ Center @ Left End @ Right End Shear... @ Left End Z @ Right End fiection Maximum Moment : Mu Allowable Moment : Mn*phi Maximum Shear : Vu Allowable Shear : Vn*phi Shear Stirrups... Stirrup Area @ Section Region Max. Spacing Max Vu Deflections... DL + [Bm Wt] OL + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Reactions... DL + [Bm Wt]] 41Lk% + LL + [Bm Wt] DL + LL + ST + [Bm Wt] Live Load 0.500 k 13.34 k 20.95 k 0.000 in2 0.000 3.833 0.000 0.000 20.950 20.950 Summary Mn`Phi 136.97 k -ft 136.97 k -ft 6:97 -left V *Phi 20.95 k 20.95 k 103.06 k -ft A 136.97 k -ft orGoVeGol Upward 0.0000 in at 0.0000 in at 0.0000 in at an. Left 5.821 k 11.571 k 11.571 k t. � h ,�t ��� i�5 f -f tl�) ( boo 6 , l dig $ c ) Short Term k 7.667 0.000 20.950 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 0.0000 ft 0.0000 ft 0.0000 ft tl v Title : Normed II Dsgnr: BJM Description : Tilt up Scope : Tee Beam Design e pment eft End of Beam... Count Size 'd' from Top 2 6 2.00 in 2 6 36.00 in ode Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 I Maximum Deflection - 0.0923 in Max Reaction @ Left Max Reaction @ Right 11.500 0.000 20.950 an Right 5.821 k 11.571 k 11.571 k Lateral and Vertical load resisting system. ati9 Page 1 normed ii.ecw.Front El. panels Rebar @ Right End of Beam... Count Size 'd' from Top #1 2 6 2.00 in 36.00 in 15.333 0.000 20.950 #2 2 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 v = �, n . 31 s be,, cco(s4,H) 41- 3,000 psi 60,000 psi 150.0 pcf 0 Ltci Job # H0439 Date: 1:11PM, 12 OCT 04 Start 0.000 ft z Beam Design OK 19.167 0.000 20.950 6 4 Or) -- End 23.000 ft 11.57 k Mail k 23.000 ft 0.000 in 20.950 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 Downward - 0.0318 in at 11.5000ft - 0.0923 in at 11.5000 ft - 0.0923 in at 11.5000ft ci et 24 • ( Ir') _ _z1 � °► t 1 z � z • W 6 00 W� w 2 u. ? = W H _ Z H O Z W U� 0 I-- w L- O U3 Z U = O ~ z • Rev: 580007 User. KW- 0601345, Ver 5.8.0, 1- Dec -2003 Concrete Rectangular & Tee Beam Design (0)1983 -2003 ENERCALC Engineering Software Description Front Elevation - Roof level horizontal beam element 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 Neutral Axis !gross Icracked Elastic Modulus Fr= 7.5 *fc ^.5 Z:Cracking Eff. Flange Width 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 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 Center Left End 2.660 In • 2.660 in 2.261 in 2.261 in 36.035 k 36.035 k 16.752 k 16.752 k - 52.800 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 Additional Deflection Calcs ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor Title : Normed_Il Dsgnr: BJM Description : Tilt up Scope : 21.306 in 15.980 in 18.110 in 216.474 k 50.556 k 267.030 k 4.450 in2 0.000 OK 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) AS Job # H0439 Date: 1:11 PM, 12 OCT 04 Lateral and Vertical load resisting system. Brun 6, 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 55.64 k -ft 66.53 k -ft 0.836 66.53 k -ft 0.836 21,994.231 in4 21,994.231 in4 Page 2 II normed_if.ecw.Front El. panels ACI Factors (per ACI 318 -02, applied internally to entered loads) 0.750 0.900 1.300 Add "I "1.4" Factor for Seismic Add"! "0.9" Factor for Seismic 1.400 0.900 i'. z z tY 2 O 0 0 N LiJ J N LL w 0 gQ N = : Z ZO LL/ ui U � O N O F- wW H0 O . U= O F- 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 o �L/ o - c/T.Z. 14.4- e ri-a)( rvt 4 s , ° 7s"a0 L..„1 & kJ) JOB / Y 4// SHEET NO. CALCULATED BY eall 45 = o� fily 14 s P cr lob 23 01.-h/A,1 I sz go .( a.-e ' c 1�iu VePrick_. Ay vk 13y Ikis.p r - i oN , s . /4P 8 �e- or4 Tv cL Ehirt, Sov 2.�r© S 4s 4 D4 f Ave cg( 4 2/. lra o, i8 , 0 0/ 2 gA, (4c) 4 /0. I rye / 60 "7'0' ci 20,2 (1 . ereS..rt 8 S /rJ'l�G� Sir✓ 4 6/44 ! 4 /e/a -nc 41 174/4142-0',/7-741.- ,� /�c%A�2 e..°1ec/7" OF ,, / al— DATE /6 / v 4 = .s e" >,87 a,g -- . PEN/ 10U SLy G4c.CJC.A -T{�lj F 1 4" kr4 .oa/2 (IY")(7 7.7 A 4 .w7 , /5.66 4- gc /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 ge-,47te) v7. 6glef440012-) • ,41- — • 00 2v =-• • coSo (15/ , f6/ = • s/ > • 04/ 4 `ti 0)905- JOB /4 Z" SHEET NO CALCULATED BY Spry OF DATE ot 40e/-2-001/4/77-4. /8" 6.c, �4/ . /4/44/4a(4 ities/rees,er 400-frtelaivf ' 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 inl PIA"-1-(c!‘' Ut/ W/Np 4../ SA4/G =. lb 4 / 1 V/1 Sos V1 i=A 73,3 i^JtA I, I , +3 ( t 9t - 11 EE. i`it v: (10$ *1 11 (22) 4L - SHEET NO. 4‘v CALCULATED BY ogTAl JOB -4ogI oT-. ,r- (e00) s44-0Kr L0A DIN , W .111 . -4- WEAK -As1s .bin. ?, 7710 -so, i 'rte, LiMity IA b 4 to fsF- r I. S ((SO F' LP) = 78 P WiIp M 14 ket )? 78 Pc (00t. 47 w1NU --� (s c F) (2)�6 ,p .s �P 23,4 e c. L1269z3Yl$$ -t4 /' 4, (2,1f6 ,&4fls OF DATE /o12/eie/. 7 El/4 ►3,`, C2) 44 r , 44 .3 on B 4 L T gc�EC� 5ioE C S i 3 t r og-oE,c.. - rb �-� f 4- - n - fE `STEA.i -- Si A tiatui I Ft'e.0 (1.1. - n - {E QEk(r z // z HZ • • w 6 - O 0 co wI W 0 2 co d = W H = z ZO 2� U � N_ O F- W W H W Z = o � z 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. CALCULATED BY /Vo, ,E.4 41 Eyvi " 2 /419A/T19L 130- t E-Arl 4 Alo 7 LOAD / A4F/ t • /G /k/me OF DATE /0//0 Off- , Q, 1 CI 4ev,,.. �S M ? 1 = 0 p:s - Cd -t)j = . 07 994 � 2, ( fr l + 6 4) )(1, t.ezt 4 =.es ��t p s; 3 0 32 501 \ in 4- 25.2,E K 9M ? M 5 > 64 K i EAren }- worie.5_„ FO -c.ES .4-A,EckJHTlr -l-1 P-ESlb i"IE.�� t . VJ E.A-i . �C t S $ En4Dr t4.44 , RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 • Fax 206- 324 -6248 rhudson@hudsonengineers.com lL /�OclTA-L. gam, / °•7z "- , 221 i-v m.stE.0 AS a4--A ! N _ TP-o tiL Ea 4x1.5 (x'-)( 1 V1) ILL = 3 65/ = 41 pLF E 7 E/2 /o,E' ,goo) = f 7Si ) _ boo pG� vi zz'-'J 11.1E. (PirUi2e) (A) (liso F,(5, 2.1') (174')0! Lb") SELF �E14l -4T J _ OD) (Ioo ') = low J► FL-co la LL ‘ 4(7 -1- I .1(loco) e7 6 4 / a n �L C VIZ r•! i LS 1 �CX tet - (�u � 2b9 (2 )z` . B 0 /e,, >_ /,4 '9 /4 /4/ /4.41/"./2 ibroz M.er. -4r.4 c...e-A4 E.A./77 o 0 A. ZE.v eL) .224 <. 511'404_ s++,t .18" /14421E/C ir SHEET NO. 48 JOB CALCULATED BY 6o , occ k,/ /L /D771 Fo /t (2.) / OF DATE /o %/o4 4 1.6eeik /, M ArN t nt . 1)L, (Mix) Ll_ = (on psg (.) Tv/ (m & )---. 10' Tai surAry N +. Tt 4 of Tol = ►O'- 0 + '4�. 0� D Esl Cq t j si--e erE.M -r mpg E . r4D Clt2 -LArrI Z 'O 81 , Ccao + bo 1 cb zwz4 - i% &pit = - K "y 7 " ok. Jg (g-) 613 L 71 3_ ©f°" 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 f\io raM 1E4 1 SHEET NO. 41 CALCULATED BY ETV) 14-/ �roi-- ez.EA/),e,l/T (fle,e ,) //1/,, y /eh ,3 44- Alps F{ s /78.1- 10/ . FAQ' 604.4A \4i _- Vt./ / 26gg ( 23 - �3/ o kPs 1,1 17.cte' C� FP-onA suppogr �vv = 0 00 ( -")( 56 ") 40634' = 46, I Kip, ZQ. x46. /29 k k /9.5 OF DATE 10 / -3 I 1 3) K 1 .-- 1 �SI /�, 4 . g3 S1 �_ K X= X1.1 6 ti .S 6,41 = \/tA@ d Fgoul cLoF Kili . S ELI --Ie. g6.41r-o/u_g.w e-vr * ✓cam /cfr - .01e 13/ /7-/ o z • � w QQ J o O 0 LLI CO Lt. W 0 g n u < co a = ▪ W ? � '1-o Z I- w U � O N CI I-- W W • 0 z El = O t- z inn RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn S1+012.1 E-12..tel Lc:A-DIN er 1 , /� 56 � . r - W JOB SHEET NO. CALCULATED BY 4 ,e/a0K/7 - 4- 1... =4 ,0oos _ =LA (190/95.,' I = pLf A l3(9)- pLP AttZ M kt\ k th I A„ k°() YV INo S 5 415/oic. (r7g se- YV K = 5' 2 }(/ 1 O'1)(1 %")(isopS RkI = (, C4(2$ / = 641 Mu = ( 4.5 e x44.01 ac�r -rtc.. t /S i/C fO/ 4es CoAirl7oc , /4. S,/o/ 7 70-'i t' La.4 4 4//G (28 4 )64 /fr"= (' /' a (7 ") () '9F / J OF DATE , = 4.4 .4 , A VA /4.3 6-3r4),--- /91. E 1`40 (11 Us 7 wom -0 8 tveys/ /o///olt- - -p • ____0 -- -o 4, 3 - Top Vfl RICHARD HUDSON 8e ASSOCIATES, INC. JOB /14 4 CONSULTING E GIN ER N E S SHEET NO. �� OF 1605 12TH AVENUE • SUITE 18 R SEATTLE, WASHINGTON 98122 CALCULATED BY ✓77t-? DATE / O / O 206- 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers.com 1 ,4ta - rrilew LW/ iu4 VAlio Af P LE2V V46.- Al4 ?- Mv1 (64gex pk /8 4ecriod) . - 4s ii? p# 0),1 m -;• e 9400.x att. /4/A/P4(14 6;thoEt240 it /S er 0 9&.M11 70 geg/sT S 0/5-••i ovzces, zz Q w 0 0 0 0 CD W � U- w 0 u. to = W 1- _ z � Z0 U 0I WW u' 0 ui z • = O 1- z :f 4-1 4 rUu ', JE.4 ei f-#T \Aq4%/, ( = gS4 = 1,43 (234.- 3 /i . ` . 4 ' c. 1 1\41 tA ...--- (Svo4i4Ac Ze:,...._ gatl.1 ti .r 'ivlyi + 9(1 )( 69, 0 )t* 2 . S5 1.! ° a1ic -6010 . I. V1 1 /i', 47k r.% it ( 2 �4 5-T ,rt ( . 1 M, Abb M AturclokikL ..� 20,2 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. corn ELEA 40- (ezeox) A(3)4k 13A-F5 1,32.5" 9 1)(1/1 ' 1 .1( ) :94 496, (540 04y, 11 (5)4 . 47 SAI W'644 FACE - , 2_ r4 Sb (4') 4f4 itp 4 (6) f(x wom, IL JOB Wo,eme it SHEET NO. CALCULATED BY 2576 OF DATE lo 1131ot , ' 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 1\104eir•O SHEET NO. OF DATE 10 13 0i-• CALCULATED BY • idui)11141. laWitatOokt,t,(.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 RIO EL E An £- -'7 Coc EGEoe76A147 • JOB ` te (Th ThIAL Cax..\►1\I �Ecrlotl (� fl) SHEET NO. CALCULATED BY j / e SPAS i2-E1- LEm EA r 04-OS - SERv Sy E_ Roo P �% _ b L, (4) (So3) 5. .5 L L = ( -13 4) (5o0) = 5 e ;< M ElaA -14 N q_ b11( (i L1. ( 0000) = //s / i d " TEi4 i q4l FA, 9 C.on =ESS F4 C.4 T/ /.s Co v&npt/ . DATE CodvMA/ lr � L m 9. 5i OF , /o ff,/ / dft. C xsrv s^ 84'5 .V,� /1/c' @* ✓0 ("f. QtrJ�cr� ntr PA-A4 L, cotkvslt.ie = ,6I4 � Q ME�7 z ' ~ w ' e 2 Jo 0 co w w S W 0 L �W ' z W O 0 O • -- O H W W H-- U- o w z 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. corn a L o#4-0iNU7 C onlTl,JJ S44o2T TERkA Vi 4 a Wi s/6 , YV = OZ. r 7 - w) (/OPT) / /,ce, F UN IfoRM • R x . 4 5 4 Sp ?3 R.�- D1.- g o F � t,�/ , /2)(3 ' S/415nt . _ $W34 f./1), g. 1.2 (SD �x _ 1 g� I . 4-- + ,� _ _ 3.3 * SpAtNI�IR .L D - (rlz j 25 X2 E ; 1 .-( S (fix 1 (, 921)(5482`) JOB CALCULATED BY L.32 I SHEET NO. ISop . A/o,eM.E-6 2Z OF 3.56 o p 3.5& LL VL - 11' ,,•• Ccc.vm1N1 t)L (0)( " * ?•�*ro� E = I.2.Nos) (k ) _1,2.(.911)(23e0/1) 3.53 'te_c. • ti' rt v� !1 t DATE 0� eCC E,tI`rnicrn/ MEezoiLW /A/E 0 , "W 4 Cove `6. (Y1 = , X =F (Po s 1 v E ec.E. 1 c4 - 6D + 5. g K p�_ 5. SKL.L ��2 II�S�r wrf 5,03 2.3 Di. �- — 2= I — — K — —--� 1 7, o� 53 LL Men.Ar41Nfi - ry 1 2 I tE \ ki s b AT , A 5soca (4.rE.t Li v E z ,J o 0 w Ili 2 g a = ▪ W z1.- zI- ww 0 0i- w 1-r- L o ,z 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 /4e4446 a SHEET NO. CALCULATED BY e J E,z Le s 14,4 Cook/ l T1 J-s, co CO e ACC ir4TR• I u 1- (le Em e AZ,C -TD Derep_ oOf ., : A(4.0JAiSciE- cowNele4 M 0 n A EKt - r UKtrfoittai 0i( Po i krr 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 General Information ILoads limemminism 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 Separatel Column is BRACED 4- # 5 d = 14.000 in 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 Toads to ultimate Toads within this program is according to ACI 318 -02 C.2 Dead Load Live Load Short Term Eccentricity in Axial Loads Applied Moments... @ Top @ Bottom Lateral Uniform Loads #1 #2 Lateral Point Loads #1 #2 Summary Normed 11- West Elevation vertical elements at deep beams 12.00 x 16.00in Column, Rebar: 4-#5 @ 2.00in, 445 @ 14.00in Applied : Pu : Max Factored Allowable : Pn *Phi @ Design Ecc. M- critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po* .80 P : Balanced Ecc : Balanced 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 ^2 E I / (k Lu) ^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta 14.000 k 17.300 k k 3.560 k -ft 3.560 k -ft k -ft k -ft k -ft k -ft k/ft k/ft 0.115 k/ft k/ft k/ft k/ft -2.500 k -3.530 k k 2.500 k 3.530 k k ACI C -1 49.01 k 305.89 k 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 Elastic Modulus ACI Eq. 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 Title : Dsgnr: Description : Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ACI C -2 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 3,605.0 ksi ACI Eq. 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 Job # Date: 10:31AM, 12 OCT 04 Start Loc ACI C -3 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 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 End Loc 22.250 ft ft Location 11.660ft . 9.660 ft Column is OK 0.850 } z z tY 00 CO W O LL < = a W z = i- O z 0 O N oI- WW 1 O .. z W U =, O~ z L 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 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 Title : Dsgnr: Description : Scope : Job # Date: 10:31AM, 12 OCT 04 0.750 Add'' "1.4" Factor for Seismic 1.400 ' 0.900 Add "I "0.9" Factor for Seismic 0.900 - 1.300 0.00 in DL =14.0, LL =17.3, ST =0.0 k 22.25 ft 16.00 in • . • • • • • • • —0 1 Dst Ld #1: DL =0.0, LL =0.0, ST =0.1 k/ft From 0.00 - >22.25 H Pt Ld #1: DL = -2.5, LL = -3.5, ST =0.0 k © 11.66 / e/k~�r ...10 0 42 0 1 0 ° C6 3 4 Pt Ld #2: DL =2.5, LL =3.5, ST =0.0 k © 9.66 IN 4014 •J1 f'sPit' 5 Mtop : DL =3.5, LL =3.5, ST =0.0 k -ft EcGEr-A' t .i e IIII, ye 7 Yu.Mu (tq 9-1 Pu,Mu (Eq 9.2): Pu,Mu (Eq 9-3): : 490W17 • 14.7k, 8.9k-ft 12.8k, 9.0k-ft 1 i 5 1 1 1 l i 2 10 18 i )7 43 -i 7 "Tarz-1 ko<litto . 21 ....dk COt 2.0 3 U..0 62.6 7 .1 8 .6 10k1 11i.6 12. 555.21 499.6 444.1 388.6 333.1 277.6 222.0 166. 111.0 55.5 Axial: Pirphi (k) Moment : Mrrpni (k-ft) • .2 1 • • Rev: 580002 User: KW- 0601345, Ver 5.8.0, 1- Dec -2003 1 (c)1983 -2003 ENERCALC Engineering Software Description Code Ref: ACI 318.02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Width 12.000 in fc 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 General Information 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 Axial Loads 14.000 k 17.300 k k 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 Title : Dsgnr: Description : Scope : Rectangular Concrete Column Normed II - West Elevation vertical elements at deep beams 12.00 x 16.00in Column, Rebar: 445 @ 2.00in, 445 @ 14.00in ACI C -1 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 AC! 318 - 95 Section 10.12 & 10.13 Actual k Lu / r 74.167 Elastic Modulus 3,605.0 ksi Beta ACI E. C -1 ACI Eq. C -2 ACI Eq. 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 1- Moments 4.183 8.772 13.690 in Design Ecc = Ecc • Delta 4.183 9.371 14.277 In Job # Date: 10:45AM, 12 OCT 04 Page 1 normed ii.ecw:Calculations Eccentricity in Column is OK 0.850 z z cC w 0 0 fn U) W O J u. ? N d . = I- _ W Z1- 1- O Z i- W U 0- w IL-O .. to H H O z Rev: 580002 User. KW- 0601345, Ver5.8,0. 1- Dec-2003 Rectangular Concrete Column L (c)1983 -2003 ENERCALC Engineering Software Description Normed 11- West Elevation vertical elements at deep beams 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 Title : Dsgnr: Description : Scope : i $4 ° Job # Date: 10:45AM, 12 OCT 04 Page 2 normed_ii.ecw:Calculations 0.750 Add "I "1.4" Factor for Seismic 1.400 0.900 Add'' "0.9" Factor for Seismic 0.900 1.300 (7) 0.00 in ( 5 ) DL=14.0, LL=17.3, ST=0.0 k (?•? 22.25 ft L L 2 1 Dst Ld #1: DIZ=0.0, LL=0.0, ST=0. ' Dst Ld #2: DL=0.0, LL=0.0, ST= -- 3 - ' Pt Ld #1: DL=-2.5, LL=-3.5, L 2 Pt Ld #2: DL=2.5, LL=3.5, S ' 5 Mtop : DL=3.5, LL=3.5, ST=0. \ • • • • From 0.00->22.25 From 19.00->22.0 11.66 9.66 ev • • • • 7 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 5 4 1 i i2 to )8 37 55 I I \ . � . I . - S 555.21 499.6 444.1 388.6 333.1 277.6 222.0 166. 55.5 Axial : Pn'phI (k) Moment : Mn'pnl (k -ft) .2 Z • Z U O NO cn J • LL W 0 g w I 1- ILI Z L... F- 0 Z W U � O O -- 111 W H U' U- 0 W Z. N 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 VV .To * - A01 -01l fr - / o s a - 5 - - 11.0 + 25o Pt f LL = O pc .F Sect /o.c./,5 ut d p�'� f DI' 1115 Q 41 / -11 1(P - 4 4, ov, �j. n w 1 �, _1. t sl_� . , z / T r --- `' t ✓'� 8' X = . 32) if: / C i cc yeP 40 /ix = 47. iIf 5r/ ° II -5 - i T7 1 I vfv e,,/r a/i,e-loiz•10a 1-o/4 fa 4 Jr ' A' . 8 4 " 4 152,0 ,,...1 ref f �.G 4//73. 390 209= 7 7. .4K+ Keo.4 5 g Rcukttp 4 9 K JOB SHEET NO. CALCULATED BY OF DATE '1 .0 @ 8' _ f7. 57/ 7K Cie-ewe a,c Ad/44497V �/1 Q #2,E„/* >S 41E4 Soc...ve rag. U,J ► ¢-o t '-1 LoN Low 1,vl Of - 8 2(5)_ 3SG pc' ( (k) 14e. awe 2 4 . - J� /44 o, 4 .$70 /17fi Wn.. 4ec/r-ei 3 ok /a �s -«r- S / sec-1104, l U z w 6 J U O 0 • 0 W J H CO u. W 2 g Q CO = W z WO W U 0 oI- W W � F w z co 0 I— RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengincers. corn SHEET NO. t JOB CALCULATED BY OF DATE It ill I 0.(._ :. CC 7o1 ST `T'tS r .) L= a /.4 Igo trD - tfigLe 2R. r M � • H -- ,i . ,$(8V(-6 4,31 sMqs Q,3�x � =3,2 Ii I 2.c Vv/r -ox,t--, LSD i34-664 uo! 4 o pa /17 x../ 7'0 4C-CA , nrr ,IA0 • 8 /G pp Ac.I? Z0.4 -10 *-= 4,4 ' 6 /'e = re k c 4-0 M r N V 410 pr;F 1V8 /<6 `JO " fi 1,1 k t of,/ + 9 G a t i i 134CK•.t. e- P'OR. 0 Q0vtic ata Camt� _ J , ,I(6) ca�4 CFsj2- 4 / /QA- 1 ►�I c R-S- 1- t o 1 I. I c / o FIZ V■ ld k6 (40I- Auk( 4 /9 . co 4- <-1•445. 4//i4 k / 41,E 'rz? CG -cis ter• 6,4:"1-7 QAL -7-5. ' s OA/ .7 �DisT - 7✓4% #t/4 ' f • RICHARD HUDSON 8e ASSOCIATES, INC. 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V . > : f - (i4(w)= 46,0 2q •t c2 Sf+q'4 a -Va )?) / 3 I k.3 1 14 -go:Ars 60 10 OF DATE 1 I ls O 1 Dere\e -te Q 4ii o n1 or S Ig pew Fogx..c.n. -r of thAil O tilt \/ 2( = 13.1 : 400e is STlIZ ups Raw Irmo zotlE • 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 NlO 12.0E16 Z SHEET NO. 14 CALCULATED BY OF DATE it 18 440 Ig4 o. << I■O C /3 sue) 6 d, c, iAlrr+-I - 4vokr-0 IpS i /3 y P/3 j/3 loos rtfi , rt4 ,, IV/ ' > . 6P4A1.6/ (7 Ce tatt-aGow roidqokt)) (4/014 .4/6 - 7 - 0-6/ 0 c«a'nsd,.u,.t�n 04- SPAiktzec.. g �/J t'2"xt2,» 'P LA671-1Z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 • 206- 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonenglneers.com gsrLE 771J pL 2.2 rrn J L 4 rr r oL i �.1 a 777711- /DS MEst c aft .514 4.9 ccac_c, 1ft s A I�� • 23 21 o RE. 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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 t\10 PV1 tlb SHEET NO. CALCULATED BY OF DATE ilY1 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 • SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com L0 4-i iTz4 c-E. c,J064 LEVE.4.- rnybL 777 14- .6e /0 0 -‘5"- /t4k G4-- /eX /6 ge 5 ,cyo S PCOP iC ic 0 4 . F 7 A1• 1 1:12.EL tvissi SPA-NW-EL JOB tlO) 1e1 Z SHEET NO. CALCULATED BY 6o I go # 1 2: ot-oel • 4 1:35 - 1A;JF oF DATE lo I 1 444.1.64,11.4.14 0+ t 6 an wres■ LeAlr-1- RICHARD HUDSON Se ASSOCIATES, INC. • CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn Poo F 5 PA- �t3i7 -�,L. M E4t. 16 6 `` JOB SHEET NO. iqopesa 81 OF �f CALCULATED BY 8 DATE ! 0 118 J T r' 0/7.4s, 4. ': i.3:+1':L:,'�i✓J:iiiJd:::liwij: 14.14 - 6.33 - - G Richard Hudson & Associates Date 10/21/2004 Time 11 :47:55 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 d Normed II 206 - 324 -6160 IPanel 9- partial base fixity with roof load 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 Wall thickness is 6.25 in. Tributary width is 3.5 ft. Reveal depth is .75 in. d pos (inward) bending = 2.75 Jamb Reinforcing is 2 #5 each face_ Jamb thickness is 6.25 in. aariiti- widthis 2 ft. The jamb steel is the only reinforcing considered. I f i, 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.) Loads - vertical CONCRETE WALL DESIGN 1997 UBC elevation (ft.) 22.25 ft. -5.5 ft. Left opening 6.75 3 0 d neg (outward) bending = 2.75 # of design segments 5 Right opening 0 0 0 2 Loads shown will be multiplied by the tributary width Jamb width ez Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. inside face of wall en (in.) LL type snow load snow load snow load snow load eccentricities are positive inward from Dead Live Wind ecc Ledger loads (klf) .06 .125 0 2 Concentrated loads (k) 0 0 0 0 Concentric loads (kit) 0 0 0 Canopy loads (klf) .012 .025 0 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 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 • u-1 J U O 0 CO 0 WI F- W O 2 g Q = • d I— Ill Z = I—O Z • uj D p U O — O H W u.l u- O uj U = O~ z Richard Hudson & Associates Date 10/21/2004 Time 11:47:55 AM 160512th 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 waII98 ver 1.11 page 2 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 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 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 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 % 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 Mu Service deflection / phi *Mn / L/150 11% 0% 23% 3% 23% 3% 22 % 23 % 14 % 12 % 25 % 23% 28% 3% CONCRETE WALL DESIGN 1997 UBC Horiz. Reaction © slab level (plf) Horiz. Reaction © footing level (plf) Vert. Reaction © footing level (plf) 33 % 28 % 34% 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 487 283 2,384 3% 3% 1% 1% 3 % 3% 4% 4% 3% g33 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 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 • Wall thickness is 6.25 in. T re 2 ributary width is 3.5 ft. 6 = Reveal depth is .75 in. C.) d pos (inward) bending = 2.75 d neg (outward) bending = 2.75 0 O 0 . Jamb Reinforcing is 2 #. @..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 D roof elevation = 22.25 ft. 20 c0 a footing elevation = -5.5 ft. 5 - = Z !— Left opening Right opening Jamb width Height (ft.) 6.75 0 Z (— Width (ft.) 3 0 2 ILI La 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 H Canopy loads (klf) .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 fid press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = -5.5 Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206 - 324 -6160 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 9) .9D + 1.6H - 1.3W oad case 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E oad case 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E oad case 16) .9D + 1.6H +1.0E oad case 17) .9D + 1.6H - 1.0E Summary of 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 < =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% Horiz. Reaction @ slab level (plf) Horiz. Reaction © footing level (plf) Vert. Reaction © footing level (plf) CONCRETE WALL DESIGN 1997 UBC Normed II Panel 9- partial base fixity with roof load R &L jamb @ man door wal198 ver 1.11 page 2 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 / phi *Mn 16% 31 % 37% 31 % 37 % 20% 21% 35 % 39 % 45 % 46 % 47% 46 % A level of 100% is the maximum allowed Service deflection / U150 0% 3% 3% 3% 3% 1% 1% 3% 3% 3% 4% 4% 3% Maximum wall reactions at service level --- Absolute values / tributary width. These reactions come from various cases and may or may not sum to zero 487 283 2,384 Date 10/21/2004 Time 11:48:02 AM Sheet 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. ul 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 u_Q Geometry elevation (ft.) # of design segments = a 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 Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. O a l = 0 Loads - vertical Loads shown will be multiplied by the tributary width 1-- I- eccentricities are positive inward from inside face of wall u. O Dead Live Wind eccen (in.) LL type Z. Ledger loads (MO .06 .125 0 2 snow load U c Concentrated loads (k) 0 0 0 0 snow load i= I. Concentric loads (kif) 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 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 Richard Hudson & Associates Date 10/21/2004 Time 11:37:11 AM 1605 12th Ave Suite 18 Sheet Seattle WA 98122 Normed 11 206 - 324 -6160 Panel 3- partial base fixity with roof and canopy Toad R &L jamb wal198 ver 1.11 page 2 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 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H UBC 1612.2.1 & 1909.2.1 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) UBC 1612.2.1 & 1909.2.2 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) UBC 1612.2.1 & 1909.2.2 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) _ UBC 1612.2.1 & 1909.2.2 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) _ UBC 1612.2.1 & 1909.2.2 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) UBC 1612.2.1 & 1909.2.2 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/2) UBC 1612.2.1 & 1909.2.2 8) .9D + 1.6H + 1.3W UBC 1612.2.1 & 1909.2.2 9) .9D + 1.6H - 1.3W UBC 1612.2.1 & 1909.2.2 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E UBC 1612.2.1 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E UBC 1612.2.1 16) .9D + 1.6H +1.0E UBC 1612.2.1 17) .9D + 1.6H - 1.0E UBC 1612.2.1 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 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 % Horiz. Reaction @ slab level (plf) Horiz. Reaction @ footing level (plf) Vert. Reaction @ footing level (plf) CONCRETE WALL DESIGN 1997 UBC 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 Mu Service deflection / phi *Mn / L/150 21% 0% 43% 5% 47% 5% 38 % 49 % 27 % 24 % 50% 47 % 53% 65 °/q 52% 58 % 5% 6% 2% 2% 5% 5% 5% 7% 6% 6% 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 454 285 2,089 tri Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206 - 324 -6160 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.) Loads - vertical CONCRETE WALL DESIGN 1997 UBC elevation (ft.) 22.25 ft. -5.5 ft. Left opening 10 10 0 # of design segments 20 5 Right opening Jamb width 10 10 2 0 Date 10/21/2004 Time 11:04:41 AM Sheet Normed 11 Panel 6&12- partial base fixity with roof and canopy load CM , 7\ - 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 Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. 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 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 sN V+ iid4L.N'i.NR.J+l`+?u1i1:5iw4N�: �.tr.etva.iuiL ' ' iW�M 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 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 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% CONCRETE WALL DESIGN 1997 UBC 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 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) 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 477 301 1,942 Date 10/21/2004 Time 11:04:41 AM Sheet Normed II Panel 6 &12- partial base fixity with roof and canopy load wal198 ver 1.11 page 2 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 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 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 loads (klf) .06 .125 0 2 snow load Concentrated loads (k) 0 0 0 0 snow load 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 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 z z . '~ W U O U 0 CO W W _ W OO g J u. ¢ = • d W z = I-- H O Z I-- W U� O - • H W W H T- u. 5 z W • = O ~ Z 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 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 UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 1) 1.4D + 1.7Lf + 1.7Lr + 1.7Ls + 1.7H UBC 1612.2.1 & 1909.2.1 2) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H + 1.7W) UBC 1612.2.1 & 1909.2.2 3) .75(1.4D + 1.7Lf + 0.0Lr + 0.0Ls + 1.7H - 1.7W) UBC 1612.2.1 & 1909.2.2 4) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H + 1.7W) UBC 1612.2.1 & 1909.2.2 5) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls/2 + 1.7H - 1.7W) _ UBC 1612.2.1 & 1909.2.2 6) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H + 1.7W/2) UBC 1612.2.1 & 1909.2.2 7) .75(1.4D + 1.7Lf + 0.0Lr + 1.7Ls + 1.7H - 1.7W/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 Design is okay 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 % CONCRETE WALL DESIGN 1997 UBC 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 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) Mu Service deflection / phi *Mn / L/150 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 467 282 1,999 If Date 10/21/2004 Time 11:12:09 AM Sheet Normed II Panel 6 &12- partial base fixity with roof and canopy load R &L jamb wal198 ver 1.11 page 2 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 Wall 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 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 elevation (ft.) # of design segments roof elevation = 22.25 ft. 20 Left opening Right opening Height (ft.) 0 5.5 Width (ft.) 0 8 Sill height (ft.) 0 13.2 Jamb width — tri 15 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 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 page 1 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 :i i c tia s 4i.'4;., 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 wa119B 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 (kit) .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 Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206 - 324 -6160 UBC 1914.8.2.1 UBC 1914.8.2.2 UBC 1914.8.2.3 UBC 1914.8.3 UBC 1914.8.4 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% CONCRETE WALL DESIGN 1997 UBC 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 9) .9D + 1.6H - 1.3W oad case 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E oad case 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E oad case 16) .9D + 1.6H +1.0E oad case 17) .9D + 1.6H - 1.0E Summary of Results Design is okay 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 Date 10/21/2004 Time 9:11:57 AM Sheet Normed II Panel 15 jamb L wal198 ver 1.11 page 3 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 / phi *Mn 26% 53 % 48% 47% 50 % 19% 33% 46% 47% 62% 67 % 63% 69% A level of 100% is the maximum allowed Service deflection / U150 1% 5% 5% 4% 6 % 1% 4% 5 % 6% 5 % 9% 6% 8 % 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 q4 z • Z re W QQ � JU O 0 W= � W uJ 0 • } gJ u- Q = • a F. W z ZF- W • W 0 0— • F- W W u. O .. z W co 0 ▪ ~' z CONCRETE WALL DESIGN 1997 UBC 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 elevation (ft.) # of design segments roof elevation = 22.25 ft. 20 Left opening Right opening Jamb width Height (ft.) 5.5 0 Width (ft.) 8 0 2 Sill height (ft.) 13.2' 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) .312 .650 0 2 snow load Concentrated loads (k) 0 0 0 0 snow load Concentric loads (klf) 0 0 0 snow load Canopy loads (klf) 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 9 page 1 5' 4,„ 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 fid press pcf / ft = 250 Elevation of the backfill on the outside face of wall (0 is slab level) = 0 6/1/4,4-1. 1 z re w 00 0 0 co w W _ O }} g J u_ < cn = a Z I- E- O W w U � ON w W " .• til 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 W U O co 0 U) 11J J H N O W } � t— gQ Nd . = W Z • F— O Z H. W Q . O c o 0— O H W LLO .. Z W O Z Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206 - 324 -6160 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 9) .9D + 1.6H - 1.3W oad case 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E oad case 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E oad case 16) .9D + 1.6H +1.0E oad case 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 Mcracked / phi *Mn oad case 1 35 % oad case 2 35 % oad case 3 35 % oad case 4 35 % oad case 5 35 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 % 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 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) Vert. Reaction @ footing level (plf) CONCRETE WALL DESIGN 1997 UBC Normed II Panel 15 jamb R wa1198 ver 1.11 page 3 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 / phi *Mn 29% 51% 62 % 44% 66 % 18% 39 % 44 % 67 % 50% 70% 51% 69 % A level of 100% is the maximum allowed 178 3,797 Date 10/21/2004 Time 9:00 :56 AM Sheet Service deflection / L/150 2% 15% 25 % 11% 37 % 1% 10% 11 % 28% 9% 53 % 13% 26% Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206 - 324 -6160 Geometry elevation (ft.) roof elevation = 22.25 ft. Left opening Height (ft.) 5.5 Width (ft.) 18 Sill height (ft.) 13.2 CONCRETE WALL DESIGN 1997 UBC '7e) 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 # of design segments 20 Date 10/21/2004 Time 8:34:23 AM Sheet Mid 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 page 1 m Right opening Jamb width 0 I_ 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 0 .1 w w WO 2 g< co 1- W Z= H W U O N D I- w W ▪ 0 • • Z. W U N O I- Z CONCRETE WALL DESIGN 1997 UBC 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 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 (kif) .20 1 , 0 10.66 floor Toad Horizontal wind line Toad is applied in both directions Wind (kll) elev (ft) 0 0 99 z Z 6U 00 u W : Horizontal Earthquake line Toad is Multiplied by the seismic factor and is applied in both directions _i H Earthquake (kif) elev (ft) 0 0 W O u. co = 2 Z i- O Z F- W U N z Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206 - 324 -6160 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 9) .9D + 1.6H - 1.3W oad case 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E oad case 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E oad case 16) .9D + 1.6H +1.0E oad case 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 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% CONCRETE WALL DESIGN f p0 1997 UBC Normed II Panel 14 jamb R &L wal198 ver 1.11 page 3 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 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 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 %-4 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 (plf) 176 Vert. Reaction © footing level (plf) 3,766 Date 10/21/2004 Time 8:34:23 AM Sheet r Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206 - 324 -6160 Materials Concrete 3,000 psi Reinforcing 60,000 psi 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.) Loads - vertical CONCRETE WALL DESIGN 1997 UBC elevation (ft.) 22.25 ft. -5.5 ft. Left opening 0 0 Normed II Panel 13 - partial base fixity with roof and mez. load wal198 ver 1.11 page 1 d neg (outward) bending = 2.75 # of design segments 20 5 Right opening 0 0 0 Date 10/21/2004 Time 9:24:51 AM Sheet 1 ' C lal Weight of door / glass in opening = 15 zero means the hole is open thus no EQ or wind force. 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 (kif) .312 .650 0 2 snow load Concentrated loads (k) 0 0 0 0 snow load Concentric loads (klf) 0 0 0 snow load Canopy loads (klf) 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 —446' lei," Design strip t1 r El:f fort. 4h}c 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 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 ...^.YQi. Richard Hudson & Associates 1605 12th Ave Suite 18 Seattle WA 98122 206 - 324 -6160 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 9) .9D + 1.6H - 1.3W oad case 10) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H + 1.0E oad case 11) 1.2D + 0.5Lf + 0.0Lr + 0.2Ls + 1.6H - 1.0E oad case 16) .9D + 1.6H +1.0E oad case 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 Mcracked / phi *Mn oad case 1 77 % oad case 2 77 oad case 3 77 % oad case 4 77 % oadcase5 77% oad case 6 77 % oad case 7 77 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 CONCRETE WALL DESIGN 1997 UBC f �� 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 Horiz. Reaction © slab level (plf) Horiz. Reaction © footing level (plf) Vert. Reaction © footing level (plf) Normed II Panel 13 - partial base fixity with roof and mez. load wal198 ver 1.11 page 2 Mu / phi *Mn 22% 32 % 34% 29% 36% 15% 23 % 30% 37 % 40 % 47% 40% 49 % 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 625 287 4,675 Date 10/21/2004 Time 9:24:51 AM Sheet Service deflection /L/150 0% 2% 2% 2% 3% 0% 2% 2% 3% 3% 4% 3% 3% • RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn «r-t- op Pc.a » SE i SMit. - t.. 14 ! b �: ti 1 ii SEI. i c. JOBA SHEET NO. v ' OF ► CALCULATED BY ! 1 DATE `O g (- v1 e.C-r t pl.!. 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 • Fax 206 -324 -6248 rhudson@hudsonengineers.com $664 o 7.214 t •1 4 L )0) s6i! as. . a er t000 8"iroon+( ttr) /8. /4' 03 4 40/oco //6 4.4 6 lot _ 9/ OK\ MI A � oar or r-ouLz PA 11-, 10 t I I 4 1-1 IJi E-L 5.1. Em Ear, JOB (`� O 1� `� f 1 �•++� SHEET NO. r7 CALCULATED BY 'OP Sf'-A,JLR..t.-l..- • 3 ' 3000 1(64')(U") ito / Ca _ 3 t. 51/2_ OF DATE i' v441 11L' FOR in si��l DL _ (345)(1 ) ( b1/4. ) (Ito) .TOUT 3 A t "T u. S Ecnht -1 6R 3'- $' /",,' (z6g4-1•AF = , a" .,r 4 (5)-#5 , 4 is g- • 95 tH1 Z . 4- w oC 1 O 0 W I u. w 2 S.O. u. a = F^ Z F-. ZO w U0 O - o � [Liw o w z o I-- 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 C4scx cst.tr o . 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CALCULATED BY . lag 4,40e41,46 Ir // 2 bi g1 I) • a/3 Pteuto L ,.o s 1 X40 , 3to SP OF DATE ±I0 - 17ELA 2 0 e37 1 � g-7 K 1 9b" 02. Q6 I' 0 ZZ 94.* ray 5 . ►r 4l 1 (i 4 o 1 3 10 Ii 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 = 16s -1' JOB SHEET NO. CALCULATED BY Aht/i4E-6 2r its &TY) 1--04P s e Eg.acc.ez .PRA'MES - tZl p �t l _ 13RAc . FFAMES •lcn" t\l .b Tc, R.Es' r - R+, MA sES3 o -t4E. 1 i1/4I,.46 @ ()(Io(IEo) a ,2 ws. .r OF /��j DATE 1 t� f 'e4 / 6 - ,(70.L') /iKs 146.E K I46,7 4 Frr- A,e%Ea pzJ'penpun W`d. 1Z:01. 1700Z `gZ Jegofop 9'9Z- L9[.. swawala Jejsuali aweJj paoeig - 19/ral 1-9p► S )ISZ NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR - THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 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I (3) en L 31 aol s wisald Steel Code i I3 t th, AISI 99 1.333 Allowable Stress Increase Factor (ASIF) 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 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 N6 Reaction Reaction 3.59 N4 Reaction Reaction 8.22 N5 Reaction STL 1 SEC/ TU4X4X4 STL 3.59 1.2 1.2 8.22 1` 8.22 SEC2 STL 1 1.2 1.2 1 I 1 SEC3 STL 1 1.2 1.2 1 I 1 M1 N1 N2 SEC1 STL Y 7.25 M2 N2 N3 SEC/ _ STL Y 7.25 M3 N3 N4 SEC/ STL Y 4.25 M4 N4 N5 SEC/ STL Y 7.25 M5 N5 N6 SEC1 STL Y 7.25 M6 N6 N1 SEC/ STL Y 4:25 M7 N6 N2 SEC/ STL Y 8.404 M8 N2 N4 SEC/ STL Y 8.404 M9 N5 N2 SEC/ STL Y 4.25 //?-- Company : Richard Hudson & Associates October 25, 2004 Designer : Benjamin J. McCann 10:41 AM Job Number : H0439 Braced frame transfer elements Checked By: Global Materials (General) Material Label STL Sections Section Database Label Shape_ Joint Coordinates Joint Label Boundary Conditions Joint Label Member Data Label Set Young's Modulus (ksi) 29000 X Translation (k/in) X Coordinate ( Member Label I Joint J Joint Rotate Steel Design / NDS Parameters Y Translation (k/in) decrees Material Label Shear Modulus (ksi) 11154 Y Coordinate ( ft ) Shape / Section Set Area in ^2 Poisson's Ratio .3 Rotation (k- ft/rad) Thermal Coef. (per 10 1 '5 F) .65 SA SA I (90,270) 0.180) (90.270 Joint Temperature F Material Phys End Releases Set Memb I -End J -End TOM AVM AVM Weight Density Yield Stress (k/ft ^3) (ksi) .49 [ 36 in^4 I (0,180) in^4 End Offsets Inactive I -End J -End Code Length in in ( ) 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 (ft) (ft) (ft) (ft) RISA -2D Basic Version 5.5b [c: \RISA \untitled.r2d] Page 1 M1 SEC1 7.25 0 N1 L 1. 1. l N2 L X 25 N3 0. M2 SEC1. 7.25 0 1 DL 1. 1.. -.715 0 - 2.809e -4 N6 0 0. M3 SEC1 4.25 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. N1 L Y 0 N1 L . X 25 l N2 L X 25 N3 L X 25 1 UBC 12 -9 (c) y j 1 DL 1 EL .715 - 1.356e -4 1 N3 .049 0 2 UBC 12 -9_(d) y 0 1 DL 1 EL -.715 0 - 2.809e -4 N6 0 0 -5.141e-4 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 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : HO439 Braced frame transfer elements Steel Design / NDS Parameters (continued) Member Label Wood Material Parameters Wood Set Label Num Section Set Max Depth Min Depth (in) (in) Basic Load Case Data BLC No. Basic Load Case Joint Loads /Enforced Displacements, Joint Label Section Set NDS Species Database Description Load Combinations Description Length Lb out le out ft Category Code [L]oad or Dlisplacement Env WS PD CD Joint Displacements, By Combination LC Joint Label X Translation Y Translation in (in RICA -2D Basic Version 5.5b [c:\RISA \untitled.r2d) Direction BLC Lb in le in (ft ) Max Width (in) Category Description Factor Rotation (radians! a ?nwa±ai Min Width (in) Gravity X Y Category : EL, BLC 9 : Earthquake Magnitude k. k -ft , in, rad BLC Factor BLC Sakc +151. 4F October 25, 2004 10:41 AM Checked By: L_comp Cb Sway le_bend K out K in CH Cm B out in R 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 Max Code Check Min Code Check No Data to Print ... Load Type Totals Joint Point Direct Dist. 4 j 1 I Earthquake I EL Earthquake Load Factor BLC Page 2 Factor 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 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 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 M3 1 .155 .361 .692 2 .155 .361 .309 3 .155 .361 -.074 4 .155 .361 -.457 5 .155 .361 -.84 1 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 Company : Richard Hudson & Associates /19 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_ff1 Storer 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 STL I TU4X4X4 Member Section Forces, By Combination LC Member Label Section Axial (k) Length (ft) 58.558 Shear (k) Moment ( - ft ) Weight (k) .715 RISA -2D Basic Version 5.5b jc:1RISA\untitled.r2dj Page 3 z Iz C4 111 J o O 0 J 1- W LL. W O tL Q i W z S I- z 1- U � O - (3 H W W t1. 0 .. Z W = 0 F " z 1 M1 5 -.155 .361 -.692 1 M7 1 - 30.409 -.043 -.253 1.2 -1.2 2 - 30.409 -.043 -.164 -.093 .379 3 - 30.409 -.043 -.075 .4.879 -093 • 4 - 30.409. -.043 .015 5 4.879 5 - 30.409 -.043 .104 M2 M8 1 30.409 -.043 -.104 2 30.409 -.043 -.015 -.442 3 30.409. -.043 .075 -.379 .379 4 30.409 -.043 .164 -.093 -1.2 5 30.409 -.043 .253. -4.879 M9 1 0 .479 .961 1 .043 2 0 .479 .452 2 3 0 .479 -.057 4 0 .479 -.565 -.216 5 0 .479 -1.074 1 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. -.093 ..1264 -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 1 M3 1 .043 .216 -2.022 2.022 2 .043 .216 -.903 .903 3 .043 .216 .216 -.216 4 .043 .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 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : H0439 Braced frame transfer elements Member Section Forces, By Combination. (continued) LC Member Label Section Axial Shear Moment Member Stresses, By Combination LC Member Label Section Axial ksi RISA -2D Basic Version 5.5b [c: \RISA \untitled.r2d] k) (k) ( - Shear Bending top Bending bot ksi ksi (ksi 12o October 25, 2004 10:41 AM Checked By: Page 4 z w 1 Q: JU 00 to 0 W I F- 0 u_ W g< tn� = W Z = H 0 Z I- 0- o I-- W u O W Z = 0 Z 1 M1 1 .049 0 NC .218 2 .045 -.008 NC -.479 .479 3 .041 -.006 NC -.026 -.74 4 .038 -.001 NC 0 .287 5 .034 0 NC 2 M2 1 .034 0 NC 3 2 .038 .001 NC 3 .041 .006 NC -1.651 4 .045 .008 NC 3.137 -3.137 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 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 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : HO439 Braced frame transfer elements "' Member Stresses, By Combination, (continued) LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi Member Deflections, By Combination LC Member Label Section x- Translation y- Translation (n) Uy Ratio in ( ) RISA -2D Basic Version 5.5b [c: \RISA \untitied.r2d] in ksi IN October 25, 2004 10:41 AM Checked By: Page 5 rr 3 8.471 -.026 -.218 .218 4 8.471 -.026 -.479 .479 5 8.471 -.026 -.74 .74 1 M9 1 0 .287 -2.806 2.806 2 0 .287 -1.32 1.32 3 0 .287 .165 -.165 4 0 .287 ' 1.651 -1.651 5 0 .287 3.137 -3.137 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : HO439 Braced frame transfer elements "' Member Stresses, By Combination, (continued) LC Member Label Section Axial Shear Bending top Bending bot ksi) (ksi) (ksi Member Deflections, By Combination LC Member Label Section x- Translation y- Translation (n) Uy Ratio in ( ) RISA -2D Basic Version 5.5b [c: \RISA \untitied.r2d] in ksi IN October 25, 2004 10:41 AM Checked By: Page 5 rr 1 M1 .311 0 .006 0 H1 -2 1 1 M2 .311: 7.25 - .006 0 H2 -1 M3 1 M3 .105 4.25 .015 0 H1 -2 17.668 1 M4 .072 0 .006 0 H1 -2 21.6 1 M5 .072 7.25 .006 0 H1-2 2316 1 M6 :105 0 .015 0 H2 -1 2.233 1 M7 .423 0 .002 0 H2 -1 .435 1 M8' _ :.523 > .:,8.404: " :002 0 H1 -1 1 M9 .132 4.25 .020 0 H1 -2 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 ` 2316 2.3 .273 1 M5 17.668 21.6 23.76 2.3 .273 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 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : 110439 Braced frame transfer elements Member RISC ASD 9th Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. ( ft ) (ft ) Member RISC ASD 9th Code Details, By Combination L LC Member Label Fa Ft Fb ksi (ksi) (ksi Cb Member NDS Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc Eqn (ft) (ft) 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... No Data to Print... Member ASD AISI 99 Code Details, By Combination 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] RB Cm October 25, 2004 10:41 AM Checked By: Message Message CL CP Member ASD AISI 99 Code Checks B Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. Message (ft) (ft) Page 6 '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 $.AC b 92Arvl E. I ND r✓ rrt/ lam' c4Ect< WI* ge.140t461 off- I2F SP 11/4.1 094E4- WE. To Blake -gyp FP- E. e £C.C.F-4-l'Ttz i (-.ITy • V.4. 1 J . = - ROOF STRUCTURE es SEE STRUCTURAL 41 JOB ' 1 \4 \ 012.64L1) SHEET NO. 1 V S OF CALCULATED BY 1171 DATE 0 12 = 28.2° '/ = 1ST sit\ 12� = ? 7" e/ = i - 1 Cos c y 2 '' y q — O 4 1/4° ' sTizsA6 • b � Sete-vi i. JV-c -. - 13.8 6 , z U) lo l 2sl o9- SKYL z 1 z w 6 U 00 (0 Ill UJ Nu- W u_ = H W Z 1-- F- O Z l-- W U� Ow I- 111 W I-- U. O ..z w U = OH 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 ENO op uu I i ,i // I � op M -- r . (3E 1 a So�sT . • I L I I 11 JOB _ sr L. 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com 2 8(7 -Tk, klea ��oisr rig :C'os R /S.3 � � P YP DES I G Ni Oe flyr VA. 3 x_ 371/ te -P IS.3 JOB 1 V Q&M. SHEET NO. CALCULATED BY n Cove— C - 4ttrt'. -�� S6.9 4 UsE,,. Pu C)ES 1E40 �o \l, / F / OF II /J'(� // �� jj 4 DATE l I v, ( `� I y4 r r \ Co Kgt .e /2. S v -fi -e • 1 . _ 4 ° 5p bamr 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 "Dss 2 SING (- Ar4 r JOB L Opeso SHEET NO ! �! CALCULATED BY i — 2C c ' - Y g+ ‘3(-73_. (-i3)3 3 8016) e( 1243 10i-0 = 21.1 6 4 30 3 8 C g c3 I -(1u? 7 1 - � SE 'icy- OF DATE AI Sc 5 -42. s � / 2 - E = - 2 - (7) (9 E Ps �) F 1 C36 � coo f s 1) . 7 3 d 124, >,.. : , .c.,....,..,.R'r..J....... 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LoAlos, , v • v�vr� • ti 4 . q 3 10.0 20.0 •)- , 4 ./ 2 1 i i it 49 :0 iy,¢° /0, k COM 1 .4 q, 3c _ _ / s MU A LE coS I r 4 Go s I -. 4- go Go S • \k r1 cm... 9.8 sin ! 114 5.1 /6.5 Sin ��, �{- _ ? 1 1,1 d goPIS-04-h 4Ppc.l ckr(orJ LoA. 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 SPk.,DR-E.1— l 15- *in Ci Vtil , � 1 nLtstr Suva 11/44 an,41 � �Ep (C3 � S�t Ek.64 �eE_ EL�M JOB o SHEET NO. 3 CALCULATED BY 1 19' — o3/4" "> 3 h osS, F3, c -\fav' 15 '-0" OF DATE e = . 3404 qg Ps to 126 I nq- 1144 bv..' ,� ; . ... . , ,,.{yda icwatwwi,ti: ,e6is■ •... BeamPro - version (6.4 - 32 bit) V D v= 15407.1 19320,00# 15407.09 19.75 2 - 3912,91 INPUT FILE NAME = = = => DATE ____> )MMENTS =___> = = = => = = = => = = = => I as c:luntitied 10/26/2004 10:27:50 AM S-011,41, ( (S I - 19320.00# !\ W v=- 15407.1 ( #) Y 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 au irt tfk- JOB kALJr.. 1.1 SHEET NO. CALCULATED BY t VE.SIST BIZ-ht-f-13 lkset 1 .7@ 1c: _. CONp T ;& @-j•4., z Iro. 2 i5. cos 2 Sri WA- — 5,1 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 liA+1 • SHrt 'Ie`+J, JOB • • 9,'4 i /"6 2z SHEET NO. CALCULATED BY 1-0 * f cF-ME.t ; :F F • SPsIE. \w u � P 28.2 -; $(.91 (1, 0)k." = 542 4 4 - 542 F W4c.L =RnM P . w avail-Aw r To 4 "PPLy 141-is --rb C_o &.1 c4.ET'E 1%t./vi214 i� Win4 .5rize.0.14 m' ,L,E ✓EL- AJ, Pocf Spkr4 t.1E.L, L LE A ei.rr IIIIJsr ,/4-1/E. Itae tv SrA.5.14fn4 7D , .5 /g7 rtfrb D. s,, 8, , , k%cc.. ./.004-A Spik-r iDIZE -L-- E.-&1 E- r, 20t./S/a6 .4-r 1o1✓ o r P ,=oflc� ,e E'' rEp .r vo /W WO-44i . s's & .,o ,e.✓0v. 1 � = F +F -- 542, + 202 744 x g) • t (I,o� 1� = 202 , A 3' 24")(0)(6044P)--- 2 z c 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 (6) WC Sotie Spi.1-,v412.4. JOB SHEET NO. CALCULATED BY • • • • j' :1,1;4 4 4,."';".." • • 15-0Y8" M Wit o 8 n > 3/iL A4/2-M,E.40 ' 140 1 03/2" 044-c7-01,A,s At/Opext "fioitreAgi occesviyuc/7 BAle..tot, 7 Locdc"reeraS" , RICHARD HUDSON & ASSOCIATES, INC. JOB / "`i 1, -U CONSULTING ENGINEERS SHEET NO. / X OF 1 � 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY $J(? I DATE 206- 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. coin of Fools 40c6.1 E-4T 0/$14 = 37 8 ,E cif BAK 4 s ✓o, c ( /2,e) 48 4/4 m z (2oz+ )(2o . 39.2 8 ev( > MN 59,y >i9.2. ok. = 002+5 2 o Vc = (5,g-' Y 2 1/4 y4o I\No &f EA . snra4Wps gersmrzEz, * e / 77/ (/`1:4be.40.?V'cpkf, 1 <r- al V tee mil► fPye > . 9;0 Poic /6240,3.1 d = <3 -K Ye rT/ze 4o✓EC.A.// ;s,/ Ks. 3 k Ax /9Z 7 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. corn (4; ”.b' (5)4 6 go-n,1 m o m 4p4w/ wed. 7 .f / c J r �/ � �/ s �� groti, Tv\ ref JOB 4 SHEET NO. /4* CALCULATED BY t. 1 , 7 s / ). vim* ofilf-c -454 p x 744 4 Ere&, 1 N Ego `rtA 4 X4 X 4 E-GEpAieddtr @ EAc.i!- END OF- ' iktL -i'b Svppora- '� RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com M 5rXesoie,rk Uvez. 744.00#/lf 5725.33 10.00 8527.3 -4521.22 (7072.17 JOB SHEET NO. CALCULATED BY z_ 744.00#11f A6/44404 c7r /44 Bpv) 2773.25 - 6855.2 1 24 4,44,--70/1- p--,40/4 FfiefrPNE- --r-cg-ev74727 Co..177tex-e.-- g**, =Pir M r:O -5151.31 OF DATE 744.00#/If 10.00 7.30 l o 2714.96 v= 2009.9 C 817es 59'000 (ft- , , , • .. • • -1•••■■F ' • pZrweag aua8 6£boH II PeWJoN Wd ZO:6 iOOZ `LZ Jago }o0 )l1-'Z weae fll wee i ZN SOS`d '1 01 J04 s�lnsaJ pep' peed `Z 018 : speoi l�ICO' se epossy'S uospnH pJego! Ni 6£170H !II pa uuoN I uue3oW -r ulwefuae 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARTHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. X -- o---H PZrilleaErlue13 Old ZO:l. I 1700Z `LZ Jeqopol wee g ni luee 6EVOH =11 pew uueoovi *p upefueg sempossv is) uospnH piet4 30SV '1- 01 J04 swiseej pep! aPtillooH `1, :spec 10£90- NC" NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR YHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. SEC1 TU14X4X6 STL 12.6 A 1.2 1.2 Er 3 • 267 SEC2 Redesign. Sections : E STL• ... • P -Delta Analysis Tolerance 0.50% 1.2 1:2 1 SEC3 STL 1 1.2 1.2 1 1 Steel Code AISI 99 'Allowable Stress Increase Factor (A F). 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 N1 0 0 0 N2 5.69 3.53 0 N3 23.16 3.53 0 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; H0439 Global Materials (General) Material Label . STL Sections Section Label Joint Coordinates Joint Label Boundary Conditions Joint Label N3 N1 Member Data Member Label I Joint Member Label M1 M2 X Translation Reaction SEC1 SEC1 Young's Modulus (ksi) 29000 Database Shape Wood Material Parameters X Coordinate ( ) Material Label (ft) 6.696 17.47 J Joint Steel Design / NDS Parameters Shear Modulus (ksi) 11154 .3 Y Translation (k/in) Reaction Reaction Rotate (degrees Bent TU Beam Y Coordinate (ft Poisson's Thermal Coef. Ratio (per 10A5 F) .65 0.1801 (90.270 Rotation (k- ft/rad) (ft) (ft) (ft) Octo 2004 1:10 PM Checked By: Area SA SA I (90,270) Joint Temperature F Weight Density (k/ft ^3) .49 Yield Stress (ksi) 36 (0,180) Shape / Material Phys End Releases End Offsets Inactive Section Set Memb I -End J -End I -End J -End Code Length Set TOM AVM AVM (in) (in) (ft) 6.696 1 17.471 M1 M2 N1 N2 N2 N3 ) SEC1 SEC1 STL Y STL Y 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 1. 1. 1. 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 ^3) No Data to Print ... RISA -2D Basic Version 5.5b [C: \...\Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d] Page 1 0. 1 z • z re w 6 J 0 O 0 N co w J N w w0 u- ? W a = w z � F- 0 z F - w O • - O 1- ww O z w U= O F" Z 1 Roof live load RLL Roof Live Load N1. L 2 1 1 2 Dead load DL Dead Load 1 1 1 N2 L Y -1.3 N1. L Y. 0 1 ASCE 1 y 1 DL 1 ,- T I 2 .�.. Roof Live load y 1 RLL 1 L 3 ASCE 2 (a) y 1 DL 1 LL 1 RLL 1 4 I ASCE 2 (b) I y 1 DL 1 LL 1 SL 1 I 5 ASCE 2 (c) yI ► 1 DL 1 LL 1 (R) 1 6 I ASCE 3;(a) y . 1. DL 1 WL 1 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; H0439 Redesign Criteria Section Set Max Depth Min Depth (in) (in) No Data to Print ... Basic Load Case Data BLC No. Joint Label Joint Label Member Label M2 Member Label Member Label Basic Load Case Category Description M2 Load Combinations Num Description Joint Loads /Enforced Displacements [L]oad or DlisDlacement [L]oad or [D]isplacement I Joint N2 Code Direction Start Magnitude (k/ft, F) Y 1 -.03 Env WS PD CD :t Bent TU Beam Max Width (In) Category Description Joint Loads /Enforced Displacements Category : RLL BLC 1 : Roof live load Direction , Category : DL, BLC 2 : Dead load Direction N2 L Y ( ) Member Point Loads, Category : RLL, BLC 1 : Roof live load Member Label I Joint J Joint Direction M2 N2 N3 Y Member Point Loads, Category : DL, BLC 2 : Dead load J Joint N3 Direction Start Magnitude End Magnitude (k/ft, F) (k/ft , F M2 1 Y J -.063 BLC End Magnitude (k/ft, F) -.03 Factor Min Width Max Code Check Min Code Check (in) _ Gravity X Y Magnitude k, k -ft , in, rad Magnitude k, k -ft, in, rad Direction Y Member Direct Distributed Loads, Category • RLL, BLC 1 : Roof live load Start Location (ft or % Load Type Totals Joint Point Direct Dist. -.063 0 Member Direct Distributed Loads, Cate_goryr : DL, BLC 2 • Dead load BLC Start Location (ft or %) 0 Factor Magnitude Location k, k -ft) (ft or %j -4.4 10 Magnitude Location (k, k -ft) (ft or %) -2.1 I 10 BLC RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d1 ;peep elFeemseree 'i"...t •gr{..sn e. /qj0 October 27, 2004 1:10 PM Checked By: Factor I End Location (ft or % 100 End Location (ft or %) 100 BLC Page 2 Factor z re ~ w Jo 00 ( o J = U) a. w O � = w H = z � I--0 Z I— w w 0— 0 I— wW H � ..Z w U = 0~ Z 1 N1 -.073 0 - 1.914e -3 . 1 , ..' N2 0 -:118; • . - 1,31e -3 1 N3 0 1.972e -3 2 •`N1 : ` 0 - 3435e -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 7 1 ASCE 3 (b) y 1 DL 1 WL -1 8 I ASCE 3 (c) . y 1 DL 1 EL 1 L 9 ASCE 3 (d) y 1 11 DL 1 EL -1 10 I ASCE 4 (a) y 1 1 DL 1 LL .75 RLL .75 WL .75 11 ASCE 4 (b) 1 1 DL 1 LL .75 RLL .75 WL -.75 _y 12 1 ASCE 4 (c) .1 .y j' 1 DL 1 LL 1 RLL 1 EL 1 13 ; ASCE 4 () y 1 1 1 DL 1 LL 1 RLL 1 EL -1 14 1 . ASCE 4 (e) I .:y • :•I 1 DL 1 LL .75 SL .75 WL .75 15 I ASCE 4 (f) y 1 DL 1 LL .75 SL .75 WL -.75 16 :1 ASCE 4 (a) 1 _,y ° ' 1; 1 DL 1 LL . 1 SL 1 EL 1 17 ASCE 4 (h) I y 1 DL 1 LL 1 SL 1 EL -1 18 I ASCE 4 (i) y 1 DL 1 LL .75 RL .75 WL .75 19 ASCE 4 (I) y I 1 DL 1 LL .75 RL .75 WL -.75 20'- ASCE 4 :(k) ' �, y 1 DL . 1 . LL 1 RL 1 EL 1 21 I ASCE 4 (I) y 1 DL 1 LL 1 RL 1 EL -1 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; H0439 Load Combinations (continued) Num Description Env WS PD CD Joint Displacements. By Combination LC Joint Label X Translation Y Translation in (in Bent TU Beam BLC Factor Rotation (radians' BLC Factor BLC /S/ October 27, 2004 1:10 PM Checked By: Factor BLC 1342. / ger Ye: tevki okirrrA • Factor RISA -2D Basic Version 5.5b [C: \... \Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d1 Page 3 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 • 0 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••.: • -3.748e-3 13 N3 0 0 5.713e -3 14 "Ni ' =: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 4:914e -3 16 N2 0 -.118 - 1.31e -3 16 N3 0. 0 . • .1972e -3••. 17 N1 -.073 0 - 1.914e -3 .17 :• . .;N2 • • 0 • • -.118 - 1:31e -3• 17 N3 0 0 1.972e -3 18•• , 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 •0;; 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 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 N3 0 6.005 0 3 N1: 0 4.52 0 3 Totals: 0 10.525 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; H0439 LC LC Joint Label X Translation (in1 Reactions, By Combination Joint Label X Force (k) Y Translation Bent TU Beam Joint Dis • lacements B Combination continued Y Force (k) Rotation Moment ( - /52 October 27, 2004 1:10 PM Checked By: RISA -2D Basic Version 5.5b (C:1...\Bill Whipkey\ Desktop \Normed_ll_H0439_Bent_Beam.r2d] Page 4 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 O. s 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 :1& . 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 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; H0439 Reactions. By Combination, (continued LC Joint Label X Force Bent TU Beam Y Force Moment /k_ft1 October 27, 2004 1:10 PM Checked By: RISA -2D Basic Version 5.5b [C:\...\Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d] Page 5 z _,- w Q : Jo 00 N 0 tO J H CO w W LL.Q N3 d F w Z = ZI- • w U O N O F- LU H � LLO .. U= Z 1 M1 1 .899 1.449 0 Totals: 0 2 .899 1.449 -2.425 Y: 3.53 18 3 .899 1.449 -4.85 18 N1 4 :899 1.449 -7.275 Totals: 0 5 .899 1.449 -9.7 X: 12.558 M2 1 0 .605 -9.7 0 :19 2 0 .474 - 12.055 19 Totals: 3 0 .343 - 13.838 COG (ft): X: 12.558 4 0 -1.888 -8.533 2.019 0 5 0 - 2.019 1.705 2 M1 1 1.484 2.392 0 20 COG (ft): 2 1.484 2.392 - 4.004 2.019 0 3 1.484 2.392 -8.008 21 Totals: 0 4 1.484 2.392 - 12.013 - 16.017 Y: 3.53 5 1.484 2.392 2 ' ' M2 ' .. 1 . 0 1.515 - 16.017 17 . N1 0 1.705. 0 1 17 Totals: 0 3.724 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 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 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 21:.' N1 1:705 21 Totals: 0 3.724 21 COG (ft): X: 12.558 Y: 3.53 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; H0439 Reactions. By Combination. (continued LC Joint Label X Force (k) Bent TU Beam Y Force (k) 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 Length (ft) TU14X4X6 I 24.166 Shape Member Section Forces. By Combination LC Member Label Section Axial (k) Shear (k) Moment ( - Moment ( - ft ) Weight (k) STL 1.036 154 October 27, 2004 1:10 PM Checked By: 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 II; HO439 Bent TU Beam Member Section Forces, By Combination. (continued) LC Member Label Section Axial Shear Moment kl (k) ( - RISA -2D Basic Version 5.5b [C : \... \Bill Whipkey \Desktop \Normed_II_H0439_Bent Beam.r2d] Page 7 /5* October 27, 2004 1:10 PM Checked By: ..MMI..eP j`c 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 - 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 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 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. A49 -7.275 5 .899 1.449 -9.7 6' M2 1; ::: 0 :605 -9.7 2 0 .474 - 12.055 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 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 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; HO439 Bent TU Beam Member Section Forces, By Combination. (continued) LC Member Label Section Axial Shear Moment kl (k) ( - RISA -2D Basic Version 5.5b [C : \... \Bill Whipkey \Desktop \Normed_II_H0439_Bent Beam.r2d] Page 7 /5* October 27, 2004 1:10 PM Checked By: ..MMI..eP j`c Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; H0439 Bent TU Beam Member Section Forces, By Combination, (continued) LC Member Label Section Axial Shear Moment kl tk) (k- October 27, 2004 1:10 PM Checked By: 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 9 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 2.0:2. 3:243 - 16.284 5 2.012 3.243 - 21.713 10 :' : 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 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 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 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 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; H0439 Bent TU Beam Member Section Forces, By Combination, (continued) LC Member Label Section Axial Shear Moment kl tk) (k- October 27, 2004 1:10 PM Checked By: RISA -2D Basic Version 5.5b [C : \... \Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d1 Page 8 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 .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 -2.019 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 -9.7 116 • - 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 2 :899' 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 /53- Company : Richard Hudson & Associates October 27, 2004 Designer : Benjamin J. McCann 1:10 PM Job Number : Normed II; H0439 Bent TU Beam Checked By: Member Section Forces By Combination. continued LC Member Label Section Axial k RISA -2D Basic Version 5.5b [C: \...\Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d] Page 9 Shear Moment !k_ff1 .'C 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 . ; 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 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 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; HO439 Bent TU Beam Member Section Forces, By Combination, (continued) LC Member Label Section Axial Shear Moment Member Stresses, By Combination LC Member Label Section Axial (ksi) (k) (k) (k -ft) 20 20 . 21 .2 s 1 '. M1 M2 M1 M2 4 1 2 3 4 2 4 1 5 2 4 0 .899 .899 .899 .899 .899 0 0 0 .899 .899 .899 .899 .899 0 .343 -1.888 -2.019 1.449 1.449 1.449 1.449 1.449 .605 .474 .343 -1.888 -2.019 1.449 1.449 1.449 1.449 1.449 .605 .474 :343 -1.888 -2.019 - 13.838 -8.533 0 0 -2.425 -4.85 - 7.275 -9.7 -9.7 - 12.055 - 13.838 : -8.533 0 - 2.425 -4.85 -7.275 -9.7 -9.7 - 12.055 - 13:838 - 8.533 0 Shear Bending top Bending bot ksi RISA -2D Basic Version 5.5b [C:1... \Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d1 Page 10 ksi 'tf�T9M Ynh'ACn� October 27, 2004 1:10 PM Checked By: 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 -.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 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 0 071 . .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 _ .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 .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 Company : Richard Hudson & Associates _ Designer : Benjamin J. McCann Job Number : Normed II; H0439 Bent TU Beam Member Stresses, By Combination, (continued) LC Member Label Section Axial Shear Bending top Bending bot ksi / October , 2004 1:11 PM Checked By: RISA -2D Basic Version 5.5b [C:1... \Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d] Page 11 / G0 Company : Richard Hudson & Associates October 27, 2004 Designer : Benjamin J. McCann 1:11 PM Job Number : Normed II; H0439 Bent TU Beam Checked By: Member Stresses, By Combination. (continued) LC Member Label Section Axial ksi Shear (ksi) Bending top lksi) Bending bot (ksi) RISA -2D Basic Version 5.5b [C: \... \Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d] Page 12 3 0 .039 4.354 -4.354 4 0 -.216 2.685 -2.685 5 0 -.231 0 0 10 M1 1 .16 .371 0 0 .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 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 .16 .371 1.708 -1.708 3 .16 .371 3.415 -3.415 .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 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 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 - 12799 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 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 / G0 Company : Richard Hudson & Associates October 27, 2004 Designer : Benjamin J. McCann 1:11 PM Job Number : Normed II; H0439 Bent TU Beam Checked By: Member Stresses, By Combination. (continued) LC Member Label Section Axial ksi Shear (ksi) Bending top lksi) Bending bot (ksi) RISA -2D Basic Version 5.5b [C: \... \Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d] Page 12 { Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; HO439 Bent TU Beam Member Stresses, By Combination, (continued) LC Member Label Section Axial Shear Bending top Bending bot ksi (ksi) (ksi ksi /4/ October 27, 2004 1 :12 PM Checked By: RISA -2D Basic Version 5.5b [C : \... \Bill 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 4354 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 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 { Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; HO439 Bent TU Beam Member Stresses, By Combination, (continued) LC Member Label Section Axial Shear Bending top Bending bot ksi (ksi) (ksi ksi /4/ October 27, 2004 1 :12 PM Checked By: RISA -2D Basic Version 5.5b [C : \... \Bill Whipkey\ Desktop \Normed_II_H0439_Bent Beam.r2d] Page 13 1 M1 1 -.062 .038 NC -.763 2 -.062 0 NC 1.526 -1.526 3 -.062 -.037 NC .166 2.289 4 -.062 : -.071 NC .071 .166 5 -.062 -.1 NC 1 M2 1 0 -.118 • NC 2 2 0 -.164 2776.173 3 0 -.159 2098.232 4354 4 0 -.097 3085.711 2.685 -2.685 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 -.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 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 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; H0439 Bent TU Beam 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 ‘,2 October 27, 2004 1:12 PM Checked By: RISA -2D Basic Version 5.5b [C: \...\Bill Whipkey\ Desktop \Normed_ l_H0439_Bent_Beam.r2d] Page 14 z j- Z � w 6 -J U O 0 0 CO J = F 2u w 0 u_ to = z = zI- w • w O • N O E- ww H-- O w z • = 0~ z 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 21 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 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; H0439 Bent TU Beam 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 ‘,2 October 27, 2004 1:12 PM Checked By: RISA -2D Basic Version 5.5b [C: \...\Bill Whipkey\ Desktop \Normed_ l_H0439_Bent_Beam.r2d] Page 14 z j- Z � w 6 -J U O 0 0 CO J = F 2u w 0 u_ to = z = zI- w • w O • N O E- ww H-- O w z • = 0~ z Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; HO439 Member Deflections. By Combination. (continued) LC Member Label Section x- Translation y- Translation (n) Uy Ratio in Bent TU Beam in 1 October 27, 2004 1:12 PM Checked By: RISA -2D Basic Version 5.5b [C:1...1BiII Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r 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 NC 6 M1 1 -.062 .038 NC 2 -.062 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 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 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 -.159 2098.232 4 0 -.097 3085.711 5 NC 9 M1 1 -.062 .038 NC -: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 -.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 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; HO439 Member Deflections. By Combination. (continued) LC Member Label Section x- Translation y- Translation (n) Uy Ratio in Bent TU Beam in 1 October 27, 2004 1:12 PM Checked By: RISA -2D Basic Version 5.5b [C:1...1BiII Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r Page 15 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; HO439 Bent TU Beam Member Deflections, By Combination. (continued y- Translation (in) (in) 0 LC Member Label Section x- Translation (n) Uy Ratio 1:1 12 12 13 14 14; 15 16 16 M1 M2 M1 M1 M1 • M2 M1 M2 2 3 5 2 4 1 3 4 5 2 4 3 4: 5 2 3 4 1 3 5 2 4 1 2 3 4 2 4 1 5 -.147 -.147 -.147 0 0 -.174 .175. -.175 -.175 0 0 -.174 -.175 -.175 0 0 -.062 -.062 -.062 -.062 0 0 -.062 -.062 -.062 -.062 -.062 0 0 -.062 -.062 -.062 0 0 -.086 -.167 -.237 -.278 -.391 -.382 -.236 0 .108 -.103 -:198 -.282 -.332 -.467 -.457 -.282 .108 -.103 -.198 -.282 -.332 -.467 -.457 -.282 0 .038 0 -.037 -.071 -.1 •.118 -.164 -.159 -.097 .038 0 -.037 -.071 -.1 -.118 -.164 -.159 -.097 .038 0 -.037 -.071 -.1 -.118 9467.979 5917.487 6762.842 NC :NC 1150.812 862.021 1261.933 NC NC 7993.784 4996.115 :.5709:846 NC NC 962.897 720.519 1054.235 NC NC 7993.784 4996.115 5709.846 NC NC 962.897 720.519 1054.235 NC NC NC NC NC NC NC • 2776.173 2098.232 3085.711 NC NC NC NC NC NC NC 2776.173 2098.232 3085.711 NC NC =.062 • -.062 NC NC NC NC NC -.164 -.159 2776.173 2098.232 -.146 RISA -2D Basic Version 5.5b [C:1...16i11 Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d] Page 16 / October 27, 2004 1:12 PM Checked By: ,- Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; H0439 Member Deflections, By Combination. (continued) LC Member Label Section x- Translation y- Translation (n) Uy Ratio (in) -.097 17 17 18 18 - 19 19 20 20" ! 21 21 - M1 M2 M1 M2 M1 • M1 M1 M2 4 1 2 3 5 2 4 1 3 5 2 4 5 1 3 5 2 4 5 1 3 5 2 4 5 1 3 5 2 4 -.062 -.062 -.062 -.062 -.062 0 0 -.062 -.062 -.062 .062 -.062 0 0 0 -.062 -.062 -.062 -.062 -.062 0 0 0 -.062 -.062 -.062 =:062 -.062 0 0 -.062 -.062 -.062 -.062 -.062 0 0 0 .038 -.037 -.071 -.1 -.118 -.164 -.159 -.097 .038 -.037 -.071 -.1 -.118 -.164 -.159 -.097 .038 -.037 -.071 -.1 -.118 -.164 -.159 -.097 0 .038 -.037 -.071 -.1 -.118 -.164 -.159 -.097 .038 0 -.037 -.071 -. -.118 -.164 -.159 -.097 0: 3085.711 NC NC NC NC NC NC NC 2776.173 2098.232 3085.711 NC NC NC NC NC NC NC 2776.173 2098.232 3085.711 NC NC NC NC NC NC NC 2776.173 2098.232 3085.711 NC NC NC NC NC NC NC 2776.173 2098.232 3085.711 NC NC NC NC NC NC NC 2776.173 2098.232 3085.711 NC (in) 0 Bent TU Beam RISA -2D Basic Version 5.5b [C: \... \Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d] Page 17 /64 October 27, 2004 1:12 PM Checked By: 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 1 M1 .132 6.696 .011 0 H1-2 1 M2 .207 10.009 .016 17.47 H1-2 2 M1 .21 s 6.696 .019 0 H1 -2 2 M2 .40 = 10.009 .032 17.47 H1-2 3 M1 . 49. 6.696 .030 0 H1 -2 3 : M2 . • 1 • 10.009 • .048 • 17.47 • H1-2 4 M1 . 32 6.696 .011 0 H1 -2 4 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 M1 .349 6.696 .030 0 H1-2 M2. 6 'I 10.009 .048 17.47 H1-2 13 M1 49 6.696 .030 0 . H1 -2 ; 1 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 Company : Richard Hudson & Associates ▪ Designer : Benjamin J. McCann Job Number : Normed II; H0439 Bent TU Beam Member RISC ASD 9th Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc ASD Eqn. ( ft) (ft Member RISC ASD 9th Code Details, By Combination LC Member Label Fa Ft Fb k si Cb Cm / October 27, 2004 1:12 PM Checked By: Message RISA -2D Basic Version 5.5b [C: \...\Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d] Page 18 z '~ w re, w2 J U 00 J = 0 2 u-? d = W z E.. l-- zl-- W U � O N cp W W 1 2--O w z O = ~ z 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 , M2 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 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Normed II; HO439 Member RISC ASD 9th Code Details, By Combination, (continued) LC Member Label Fa Ft Fb Cb Member NDS Code Checks, By Combination LC Member Label Code Chk Loc Shear Chk Loc (ft ) 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. No Data to Print... Member ASD AISI 99 Code Details B Combination LC Member Label Pn (k) ( No Data to Print... ksi) (ksi) (ksi (ft) Tn (k) Bent TU Beam Mn (k -ft) (ft) Eqn Cm (ft) Cb qa Cm 1 October 27, 2004 1:12 PM Checked By: Message Message -- i RISA -2D Basic Version 5.5b [C:\... \Bill Whipkey\ Desktop \Normed_II_H0439_Bent_Beam.r2d1 Page 19 I it RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com •c., 0,44) G —C/04- is ie. Fro/2cz. _7 % s,0,e 7 -5 4 Re44i '. otg Tb --R 2.0 /�"r4Cfro (4 4-t' -7 +C 2.. o JOB SHEET N0. CALCULATED BY /I/e �C 6S 4-c-4 — E4- • Wee r - d S �S . /� / t 474 -mss C ' vizra 5.5(14-) /44 -ss@ 5,0- a >.2; 2 .11 ' • L Evec_. a r 1.5 _ /9, eCr c opji s, 1 t (2©+0 s) 2 rq S T 1i coC_ukois SP IJdi2/EL MOvE. MASS 1.101 I J C -LUA60 L K/ MASS TfOtr Fa4 nv1ES IeUsT TTza- 1 t @1, 2�� + 0 f dE4]= , 98 0� @1,2. = 8 t5gol +1 & Si 81.0 2 t.:56-7 / (?g 7)653/0 „Cr 49 -2p 2. 8 9 , 352 76,4„4,S # -7(716“— /(342Z-ET 2r/ST4 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 ' v . SHEET NO. ! h / OF CALCULATED BY 2G'1 DATE // ` 40 T L k 4-e.t.s Toroft. rls Q //✓G, 1 c ft.. SPA -140 4EL • 0 ' / . OP kApuz e /r-->4O I- _ ea-vex ‘g•hvae-oc. •IFZ _ Olc� --t M ' 4/ei4 4 / (469 C = 1 Coe k/ ( )(ti'J[tsb)(7o#11- ) cdt = Scg,8166 4 = l33Z 't ar2z g5# # E.te '' 'v¢,5 - /5;44 3 / kltcc. , -S/ srs S . Witt. r I u- T 64 -s✓#41e.4.- *SD L4 ([ SP* 4fir 331. -I— /.26 c frutsc r:C 0-- GO A ? ' /s/ore L0 n /ST , /a vraz 7V a -f a 7V S F,rt, - STr, 0c/CSSs' . 41/0 4 .5 t&oC• -4)41- 77e4 z z JU 0 W = j- w u a = I- w = ? � • ZI- W U o1- W 0 w - I 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. corn 3 -04-Ds 0 s : ( s. 9e 5. /A 5' = 2 1625 + 22, 2 3 *Ao JOB SHEET NO. AO( / OF DATE / ! V/ CALCULATED BY 29/"T /, 2. (9t9) 4 ss cc- WW/Atc & 4440) SSA/. 44 oln5s = � (// X XS SOP C /2J 2 /,464 -4 ( 0 0(+5)(1501) 46451 , 969 4. 4'1405 6rjC Wmt "r « W) =- 4/- rnK CD 6.6. 2576-26+ 27,•)4/34- / 59 4s.0 4so c o_ .3 ,2 907)( aiea 8 'I) 4ct, t<7* lb 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 4/C (r/ -SZ o X1.0 � = 2. JOB SHEET NO. CALCULATED BY //k / /�7/v Yrn '?7C4'. ,hePe(() h' , - 4�o•�'c► r ' ': 7;4 ii2E A i. Ls 77/E asr / . 7 / 1 / /.04-4)/Lc 4 © 4 ?WE. ve D &t,5 - orirz Z= 4 t.1. 4 .3 1' ; 01r- ./.././ ?2 " ..� piol = ' 1//' = "lo ? s (iP.„) A1410 " tom' v.! a 'J... (4r-w k/0/6 fr ,) /e i 6/41 t z2(ePiodtZ4 e. sr( /. #) 1 4/4 /1r = 97is L+/6 Coe, S . *3+ 6019 ent C .r mss (2/.4(7+ 0.4 } ) [z] = /7,5 = 23,99 -0 A DATE OF wi riit - 3. 40 004 SA z I o- ~w 0 W= 1.- U) u_ w g Q = ,_w Z = 1— o W I- w U C) ot- w W o w z 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 SHEET NO. CALCULATED BY •/45M /G / -At-Le ./1/K) /0 A/c-4440/4A; Whet-, 4.2‘.. � 4 44!-P 't -f-c •4/z/lele4 e s/ k/ (fir- Weer) Athx. ys <s. Sf97,0 /•2(• OF DATE v ' _ tro) z z w 6 U Q U) w 0 2 u_ ? . • a = ▪ w = Z � i- O Z i- uj U 0 O - • H w W U O W z = O ~ z 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 Lo4bS SN -wive. 1�c��c�c ( EAr WET 6S . OPP To cl Rib ( 254 ) Aso C .65,60 " S-re-W \ 2 .106 ', 31 o JOB SHEET NO. CALCULATED BY /14,-4146 1�3 4PKI ViAct„ Et.>Fm Ear atom E,.sr 2v� tc6l1 .-05-1 /9 C g Ars a) ,o6oI 20 C 2 Ii sio J - / SnE^t> Look* pis-of-mum e44. Due) in S ► M re.PcNitle s TIGGviaB ; -• 27.8 Asp 41.7 *g I 096 01,8 *SP 4/•2 04 • 096 /5 P1;. A P . ; ?4 "or nf)e �s x, S /9.3 ,o6f 19 • dgd- �- fir .5 tki Wfirct. ( A1= 4401310 5F. J7 Wi4A�YME3iSFY �t Mw SNM tE: st+Y nY sC Ya?.+f RSr�N�r� wa M�nmr na+e.. «m.«r+r yavn„retn.rt5*rmo!$n:y^aararmrry e... OF DATE oeI Y o / Ej),. cbtic, • tAlec000 cc/ at .1/05"1/t5 4 cis 3.82 ow # 0 14 ■(‘ YA.,) 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 fo,6 28G f 7b, “s A 2.o Asb JOB SHEET NO. CALCULATED BY AAemez .7r 87714 4-c DATE // //o coif RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com D S, e,A, s @ 9izro 9. & - / o / 1 J/ Aso . • JOB O SHEET NO. OF CALCULATED BY . J _ " • DATE // /O4 D. S. 8, s 4 -d,-0 - 772.1.71/Zr 4PS S ,a1C So wru kV4a PA.,✓E / ((b-'/4/ 3► - rb EA-c. S 10 E. or- A-Ivi x.10 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 n1 / .4it 1)/s-ro CE \. 0 4zoot." 740 o/= /'�19YlE 7b 8o77on' o c Siry i \ 5 2,0 e o,- .S',,y 6.4./.1r=- 60/44IE.✓s/o peg._ eft S! ' S6 � S•60 )l= 6,8 t 12 Ems. 6.8 1102. P•! 2 L o " Y. JOB /14 SHEET NO. CALCULATED BY ge7711 614 ,o/ op $o?loM of ilp • 4 B + I p � �� � •g ' � ��� • • 1 •.A, d • P � ' ; • I , , J •,�, Y • • • � • ' gyp• i • 'i d •• • O r • Q • 0 • 0' 1 •, • 4 , • O • , 0 , . • 0/ f1) c, ./ AAA-x-14 8E l ivG 4-Go. pot-sr •1Iti ° 4#v LeisE c . S� a SE /s / '2 i/ 7/EK/ AA/ =Zvlr3 ry 2 / It 5�.4 -t 44-A,/ E nv Q-r' /WV 0 sr poi4/ Oft /6,z. do4T/ls1-rq/L 76' LY/N• , OF t / DATE Ao 2 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 O iN / 44 CQn/Si���Ci 17cd-JS, AIL Psg4,4e. /IV 41 .F._. � v erb 4-TE.. 6 1i w 1 }(Z )( , 3?-3 2 D�— e+, 0'75 * Jr- 22',9/7 fi r Sot L. LEVEL JOB de Jr SHEET NO. / *9. OF CALCULATED BY DATE //? O el M N F�� = 34 a.-rtnna-rE. 1O,RcE -g i ta. ✓fcL 43.4 , rea .Mtnr4'.u.7::�,uaWie:ti :. �::�exua'xe•,.,urar5.:uxK:u 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 SHEET NO. CALCULATED BY OF DATE TEIt( OF Got.irtecrtoat . 3 t `cam WE1-CEZ I' i O l 7 r "\� �-t % PFD SrvDtS , . 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S = ,7 (F )( n 2cK'I" r' k 3r61K5 i (,6104.t fl 1 DATE 1S51tU:y'1: • OF I I S: D. o4 • i — . .(0/49 . r/7 // / L t vk , i`) IiiwY1 ran. t■lee-b z re u- -J o No W_ w O L Q I CI w z = w w U� N • _ o F- wW O w z • = 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 1 0 \13 .1 °l °\1 V B .. � ir\n 2<703 , , I ° I Z3 nlc l.} an./k� — to CofJC-ICIETM, S TS ✓ r ... BES/ . •c/ sio14 TUt.D 1u -A nicm--‘,R. s' s = 0.9 A6 tot gIi o, �)(0, Ow) 6,78 / 'A t k. -v R f L) P �P4 1 /&. L i o i21 4 viogAP,L 1E. rccz- 1a ow — 0, r ! „ AIWA" OF DATE 41-09, ro H E.a-o y (I.5) P wirf r.4.1 t- e0 SE_ 1144S foON nu't. • TO '71.1-►►J WitzL 133 - 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 0 . 7cAb Vc 0 600 icovi f),/ JOB NV/44 SHEET NO, ! O CALCULATED BY g� /SNP -Art 10 - 61k, = . 6S Vet /. 0 - 43oop V e," 57 C4Vc 17. `E- Fog �up. or( (2.,5 C K K K 711 1 .31=Acrofk\ = l o. °I •P� 9�� .q.6 ( 1, 3r--A-c-Tof' i 1 5 - 4 _268 ('2 .s-runs R4 � pc. = 8. = 29; (2) STUDS 1 NI TE4.1 S IQ I , o 0.4 ecl< 1,0 OF ► 1 DATE t &I l Of- 1,o C4:, 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 C ow► 81 nl EZ I E.i4s i O A - t+E-A- Z .6 \i/55 JOB C 10.0 c 13. SHEET NO. CALCULATED BY a 1.0 Niorz-mter) .31" ik2 RICHARD HUDSON 8e ASSOCIATES, INC. 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com e 0A /A/F6 7j/5 / OA/ 4v 7,7 (/.. = /4,g7 k � 4° CO Vo g Tvgs /�,/s VC = 99 AC r 7 V,rvoS /f iT /5 /Au 2 &WOK' 0 R4 /047 .4 /, a /8.1 JOB O SHEET NO. / 1r 4 / CALCULATED BY . 5 - 47 4 /.o k / o (V6 .516/ 7 )(i3 • � 1, D . 9�3 1-4 vsE (J c Av � 7 4 MD/ E © r as 1 la :7\ • f I ‘PCL 17 0 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn AS4 /605.4- R62 vir.E.0 /J / ;. /./ 4' ., P A w4 P .w4.6 - JOB SHEET NO. CALCULATED BY E m - - A E.,,, c. c. o �.✓ c. ST ,e;s's /.c/G 4. e ..I-s off! /..7 .4 4..e. ok4 Dts trutO t3ecA A �E GA,.1 GIL nevirDS. A ►�( c.rf- pMSS. S7 -JS 7'7115 Wafreez C /400.10/ 4./ OF / DATE F = . 3o F , l 20 � 4.o4 ce. 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FL o oj SPA-1,1 0/2IE,L 0#42 41E413 SPA-01)11-U_ (7 1.d)( 06) 0,57) (7 4'// 1 )(zr)( t /a-) Ciro) 0 . 059) Y75' - (1)( ( " 4- 4 Vitt. 4240E-Y2.10._2` 4.22 # Fr; = ( :i;.t.:J.:.ca':.ri s•»�.a '�k .:is4 M.' .biraiaf:: 7s.:uw+2�+i�'.N•'. itiast'+: r frnk'e' (I 04- z Z w - O W w g a to = z = Z O U � O N O f- WW u wZ co O ~ z 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 H 1 SHEET NO. /r9- OF CALCULATED BY DATE iso) `l'i73 L 6t, (Iatt)(z %.)080 Gtr C .J ( «t # C i')(►. c')(i s )(i = 563 f" (bA (ios'o) zai 9 l_.6 -4 rfri4 e Zo 5 ca m ;N e c,- -'..✓ . C 9 ruto (4)(14(.4cEY /ro) _ 653 gLQ0A /tot_ (" &%%el.$)(15.) 1°19 i2 Cac.t, (I O(Irc ( /2.Xis)) -. ¢v - 40,4%/6/1-64. 1)(SVII)(4s)(isz) = 5s7 y 12cor _ _-� 447 ‘ z A- 6 1 w QQ � J0 00 co ILI J w a = I- w _ z � W • w U � O N O E- w W O ..z U O ~ z :eY`:wc+tG::: : tentin::+:: rew:,'w w. v¢. ea+. 7t;. ii, aL7u': r1t�Sr {:;;a:6,it'.:ati:�i:anid•,e�! aatww�n;a�'+� " � pia •alt'' +w,wkri'SWaeb!` '164.2x4.4. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn SE /SotenG ,ec,e @ "tar Ofl IV +GC. /0 i Sp AlJaii,e Y2 tt . y y _ e . , 9wM 1Qsi ( a s s /o c VE #+ Sp,4-042 Co c.. vM 4.1 S Ya IzooP. 4 1 4 -T J Ca / 48. 4 o4-to S e cootefrx4c... COVeri% 41 goop 444‘,4 Y2 F.4. 5,44 1.4a2 - ��. Gac� v;M (2..) g-tr. 4 1/2.. t�DhJ , JOB A/0/2-44510 z SHEET NO. CALCULATED BY (41-2Y14/4S)050)e 2/46 , / > -33x34 11 -05( 2 ./(o..Yiso)= - a,00 I4-, $ )0501 g% 4 z : (i =d' (1'r'X 0° %)(:cD)r-. c$ 4 ..- (; 8,Y1.0f / (2( i ( / )(ic) c ( ° ($o9 � s - /� /) ( /J/ (s-) ft04- . veixeio,4-4 40,4,43/ta. ±05(o/Y/6 /0) 1A 4 . 2 ( (01.4 p/.z4.k)= 8 00to RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers.com CE itCre.544d66 3.5 sat 1 bM /74 774L 3C: c. e /z JOB_4(712, 12 F--16 SHEET NO. I r CALCULATED BY 7, 0,e frih, 9 ,2,6 /L E 46.041-01 6 ate. 4 spA kl o L i F�oo S JO,zLL e kJM Qt,3 4 rqI 9er ▪ E L osm-o S @ ∎C/O CoGvA- /s �►- s -is ✓s. r-oo r 2- LooK spn -►.ic ite-L Cpl tt-Is4 • So .t 2 . - I - 0 ( :) (I) 8)04 ')O. (6' )(I -b)`• 1360 ( 14 4 0. c ) 2)< 15- OF I 1 DATE 14 I 1 4t. (4 ( 9 657) ) 4 yT, r� sh34t F . , B(1,oX11)<S /nle) (4')( ( )(1,e)(1-YA050) 24%4 2 ,,,‘ , 0y4-1)0) 30 = 26[Y, 1 At R72 Izro,c- f ,s6q01) RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com itsil 9 La 404 C a 7, — Co(_vi,✓ eve -r a,✓s, 2 ( t - 2. 5 ( c. C13e Aso /95 4 _. 01)(tyvA.31§0) 33.4 r. 00,k J'�� C2 2 .�� ( ►3.$)(�s0� V OS 7 #- Coc. v nn n� JOB 0Wir -' 6 SHEET NO. /90 CALCULATED BY 21 OF 1 i DATE O (g2 4. tyic - Is °) = /o v'E�2F 1 �pA-N�2E4 ,4 i t c r /)(/' X' ) L 2-"b 4. CS 0.4- tao) = snr /8,89c* Ccpc..i.met ,�.�,s Sot L. �2 � o£z ; - t' t40 F (.1.AvE-c- 8 (9 2 9 ) ( /�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 110 /N V SHEET NO. CALCULATED BY v 1419r \ Itcco ' V e t 12146 30 10 94y t 2221 eo 1 >J.� _% ..- 04tF -N1 Loco, 3841, - t 836o f 856o 11 f �j evr A3/... r / 4. H t--Q'1 l 9/ Brivi 7› 9 ioria i✓ 4,fia OF DATE It 6 o4 21/ 50' --� 490# /or S`9g 4 // o Sd‘ z I I- • iH W QQ • � JU O 0 0 J H W 0 LL (.0 = W I- _ z �. H0 W 2 U 0 O N O I- W I- O iii • = O ~ z isi.: �Fve�%, w 'tiJ +7Juiv.L..si:Y"N.�+'�w�.,in ai: Iw1: �1. 11J}` a, YIAUau1Yb. �Yr +.tiwiu.+L ✓.VF4D:n,�itJAli4Y+� tSii.Y. •1�..s.11Ylt.Cu'�)iiw�: 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 v= 12705.0 12705.00 v= 12007.3 12007.34 40.00 598.00#/If JOB �0 CO SHEET NO. l 9 CALCULATED BYM 747.00 # /If 598.00#/If 37.00 DATE 4fro/ork Ge,vteA SNvw./ 747.00#/If OF I t t otf n v v= 14195.0 ( #) - 14195.00 v= 11161.7 ( # - 11161.66 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 V v v= 12146.3 12146.25 v= 12221.1 12221.07 747.00#/If 598.00#/If JOB_ t'IO SHEET NO. / 9 OF CALCULATED BY .Q DATE I1 v /04- 40.00 35.00 598.00#/If i v 747.00#/lf v= 13263.8 - 13263.75 v= 10943.9 (#) (# - 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 6i11 B•4'p 44 ,M 4/4r. 1/4 d 4/17 ( GAO `('Jf f 411 l9 907 b4S 904 2 VISo 1 vprn -b A t)nt t w-o rLM Latta X3 40 + /616 + '706 4 P � 4o _ S�'5 2 60,40 . S f /or a 60/ fic� c..,t,icit ro (12-) 4 40+2. 4S° 7E 4 a triotteti & R //7441/ • � r/ et tei 1 I6 C�'34 JOB A/OAAW SHEET NO. / 9 4I CALCULATED BY vJ sLL xre y: ‘446..\4.8441.14.144.4 .. :. rS io . U AL Sto 1QtiF_t_, /434- my / # .7o Al z 1 z QQ • � J U U o N O J • = F • u w 0 } J u_ I • d � z = � z �- w • w U � O - CI H w I r- LL- 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@hudsonenglneers.com V v= 18512.7 16512.73 v= 27130.7 27130.66 1658.00#/If /14ptig6 c74 SHEET NO CALCULATED BY 631.00#/lf 52.00 35.00 742.00#/If 742.00#/If' v= 17409.3 - 17409.27 ( # v= 19907.3 ( #) - 19907.34 Z Q J0 O 0 NO W = • u. W O u Q = . I- W Z = • I- O Z I- W 2 • p U O N. • I- W W -O w Z U N 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 NOR/0E4 x SHEET NO. /9,6 CALCULATED BY It 11 DATE 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 v= 1797.2 1797.19 eqk SHEET NO. 1 9 � CALCULATED BY 40.00 639.00#/If OF DATE u/ P 0 Z\ v= 7787.8 ( # - 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 4 &1 - V ST } r•t� ra• rr ra• I ISM Of r-r r-r 7. r-r —4 r-r JOB SHEET NO. CALCULATED BY V= ,^ • K n e,, .1 9 ��4s, (e ` A x I' )(5 Ia a 4110) 857k i - 55 MMIOWIMM 0 0 0 IQ As a ilopo /1a X14 4 4 r-r r-r . x�st ,,,yM.m ,r. r.. vM r. ,, .a+r,r.,.r..r.........�.�.... _, r.r ra• r-r sus = a� K 5, • a u aaa PIN KNWIRRNMAKMMMIN I1420101114MMIOMMAMOOM iipE : iimiiii iimlii 11111! pspipvinpripmwinpgpspguippinnpupginprn t. s nISiliiIii - ■■marte■ r< ar z _1- ~ w 0 co a W � W 2 u__ w a = I- W _ Z f.. F-0 W F- 0 N _ CI W H� u. 0 .. Z. W 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 r EA- sr - -VJ T Arolkh.is us - E4z- E ,4 a E 1 c 9/2 4, 2 viE/0 rr- or, { e �� � () 94 2 B o "PS 5 pA-tJ t REL =1 ( In / = "2/S 50//7 /( lormr 4.... 56, 2/9* .412_ 9,0 '744 4E- 07 5 .57-12e,Aic 4 -6" 1'0o f VnT /51 V777 No 7 -6 .45 40/A__ JOB 444,60 SHEET NO. CALCULATED BY 1*1 14 / = 1104* - 'J / r 9A-Ao /,2 i/ ,,, L. .3445 .244,*/ 5 9!x/0 %2-2,5' AS sli=t4 ' CI /pSF 152 = kJ / t -s - 9) 051-444) - j 44 ov 4 gri2-E-ta 6,14 G,...; ,. + : .:,15 �,dr ut;.iitiW.1144 • r 1141,4,;44.4..4.10.4 s...- *4::441,Nw44, 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 *7.-10s, a 1240, • CY° 0 I 0 f if otor 494 1 24 Aso 2.1 4- 26G 3N 16K [ 22•-107 TYP. • GRID 28G 3N 16K 21' -814'] p 28G 3N 16 • /'(21' -8W1 ' -2 15' -0 JOB r p ,(o SHEET NO. CALCULATED BY 07 07 (21' -8W Wo,e-men 71' St (21 36G I t 414 16K 36G 4N 16K 8T /11 1 � o P(... F 4� 3 ROWS OF BRIDGING rfr 3 ROWS OF BRIDGING ! 24 */ Aso 36G V 461 4N 24 4 23.33 [21' -814 e r k 14K 2 ROWS OF BRIDGING 36G 4N 16K 36G 4N 16K ' -{22'— 0'] 24' -0 - ] [21' -8Vi 36G 4N 16K 19' OF DATE /J ` 1 1 1 %. 5 Y A. 5,14 z < • z W U 0 CO 0 WI � W w 0 LL Q - 0 w z ° Z W u j o N w ▪ 0 W Z 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 26285.78 v= 26285.8 494.00#41f 480.00#/lf 455.00#/lf 469.00#/If I 1 1 1 110.00 JOB 1 10 pMt SHEET NO. 14 1 CALCULATED BY v= 25627.7 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 A-x7w 61(#4-4P_ LoifoS 64s- L rn gSts , ie/e/ 102.(!2 psF) V 7 ,7 'sm I 5-8 Poor vt/ oklui JOB SHEET NO. CALCULATED BY /42. E-J70 i22.1 _ ( DATE 246 fir I'/-1 .40/1 RICHARD HUDSON 8e ASSOCIATES, INC. JOB l 4/04",/6 .. CONSULTING ENGINEERS SHEET NO. 20 1605 12TH AVENUE • SUITE 18 r. SEATTLE, WASHINGTON 98122 CALCULATED BY By ) 206- 324 -6160 • Fax 206- 324 -6248 rhudson @hudsonengineers. corn 11, r F n 1 A SN 16K SPECIAL • a% 0• Cr 36G 5N 16K SPECIAL i N N 36G 5N 16K SPECIA \[24' -0"] r = \--(x10 OSB HiWG a/ EAT a/ 36G 5N 16K SPECIAL 36G 5N 16K SPECIAL 2x6 DF -L /2 7• 24 "OC TYP. 00 / (2r -6N" 36G 5N 16K SPECIAL "- [24' -0'] 4- / U a (21' -614 I I' i 110 0434 4 i l / /ri III I V 74M 124 - /I 4r 15'-0" tz4 110 N 1" Z W 0 W � LL. W g Q =d ,__ W Z = W U co 0 F- WW H0 LL 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 PR467 Q D■24c9rafir4E-=- r2-3 R = As Dig 40 5/2e4 - fF (6-74-e72)(-2.)05 _ ' ‘9079 /45a Zooms �L<�f� Ave sE Aye 4�s /4./ f,0S r L}r cvdk/ JOB /1 /DE[J SHEET NO. 2a4 CALCULATED BY c 4 d . C... 4/‹/Ec.,rva / E' / Ga>✓ vsz. ';-::7V „t �r sass /./, z� e7O)( r 't1t-o . viee-a) gki”. 3 ( 0 7 )(10) (1,7 FAcrviz,) 4 3 Xit 3e4" HMBzo 7 . /4 88, 3 k . ` d /J � = � (4 7 i,t)=- S; g6.7ks t *)15-1) z Z w 6 0 co CI • W W • u. w g Q co = d w ? _ I- 0 Z F- Ill La U � O N O H w W L I 0 w 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.corn 5 roef i r /2-/I3 5 coati; 14 fiti,e) 70 /0 9.106E6 IA (416107i19.)( .7) evtat /"A Nt4- .1 JOB eD SHEET NO. CALCULATED BY 7.S3 6 /irs 712 fr Z IL/ -I 00 W W .J )_, u_ W ° u) w z Z ui c o 0 - C3 I- W u j w z I 0 r _- ra 2 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 IriX1 41 p 32G 514 18K SPECIAL I 2.44/i ASP 8 A a 20' 07 07' p -D' I t 15 -C o t 74 #// JOB I40gt.mf.) SHEET NO. 5 CALCULATED BY 631 / / b/ 5 [21' -8W 7 32G 4N 18K SPECIAL 1.21 ' -8H"� I In OF DATE II J'f ;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 al.tr,Foiw JOB 1\11 OM/Vl r x SHEET NO. CALCULATED BY 2oa- �Jl��+tl6� 57:5 k,01/4. (�- 4 C � /88 rW - !' 2 PooF ( 45 spAtozot- 12 Wpt *6� s; Id/ Ssvr,_ /7644/ 2E8 1. ,r. RICHARD HUDSON & ASSOCIATES, INC. JOB / OW & Z CONSULTING ENGINEERS SHEET NO. 2.1( OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY DATE 206 - 324 -6160 • Fax 206 - 324 - 6248 ..// rhudson @hudsonengineers. corn v= 15224.4 15224.37 385.00#/1( I I SQL , $01 75.00 399.00#/If 639.00 #Af I 1 v= 18814.6 ( #) - 18814.63 163,K l/b 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 A/te = ov Sou alt 3 1= 4 JOB SHEET NO. CALCULATED BY 2. .0 AA,p., 2r grAho p ifrw 00 J = w g Q. co = � Z � W I- w Uca ON O 1— w W i— H .. 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 E�/e,d-/ C Sir-40 (71 c. 3 � 6' 0/ . 5 b'ea -(am � y , learS JOB kl o tug i b SHEET NO. 2/0 CALCULATED BY ( I � / f 8 "0 A325 S . , c44•Lg Srf,E.4 -jZ OF DATE II /D. 2 F/zoA 7"A-ace, / - 74eivIr 4 /.7 Alcroic /O.2 07) l9.31t /s To /4/ F4 &cTS CAS -p.4- -o • /9. . /r /. 2 '? 5 /e c 6tfs'7" p4f etc Sec.7 a yo. 4 (i) 43 / 4 -ns s4 3 4 e/i a- r &-rs /A/ s.4 s ue• , K/fa 3 //6 1 ' ee/cc.67 I,c// g7°XX 6GEc_re - ot.36. 41) t. t; ttoL3 3 ( 709)( Yi4.")(0/<si s mol t = 2.78 4165 /ik&Al 4 4- a6 4 1.1 . ml .rl % 7 /s/c ,-,E4S'E t�/ , . 98 (1.1) = 4 7 �^ C4,4, f-V . .! ,,/9. * // W A-/L 4ricIF.c , R w = , 3 ( 1 . 4 0)(7o = <3 es ' 4 /4" t3.2( /.9)T. 6,g `i°' _ / sr' /5" op / /fp /e-cer k/fc 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. evA/deer/DA./ i',7/4 fir./ C. 3 / 47# O/LL/4'f £ . .4¢ j('im'6 - 4* (26) _ /5. k CO4 4 pa74e4L 6 - ��./0G skies JOB OF CALCULATED BY D 11151 DATE (4) 4 - 6 gAes, d , �6 - 3 C� .4 6 ig dE4e3 z 4_z re al QQ � JU O 0 c 0 w � LL W O 2 L a _ • ° w Z = o Z I- w uj 2 • o C.) O - O I-- WW LI w Z U = Z c - 9 $ pz,r pangun WV Le:01. tOOZ 'V JeqwenoN olvoGO -1, 14 IC' 4'4 C 1 ,7 0. vift '1W rA 'r4P ir NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. uueom T upefuee sampossv uospnH 111840D adolanu3 :uoRnios„ 77.6k Loads: BLC 3, Earthq Solution: Envelope Richard Hudson & Associa.. Benjamin J. McCann H0439 uake Load Normed_II Drag strut design November 4, 2004 11:21 AM Normed_Drag strut DL LL EL.r2d ti • t -.25k/ft Loads: BLC 2, Live Lciad Solution: Envelope Richard Hudson & Associa.. Benjamin J. McCann H0439 Normed_11 Drag strut design 2 November 4, 2004 11:21 AM Normed_Drag_strut_DL_LL_EL.r2d - .12k/ft Loads: BLC 1, Dead lo Solution: Envelope Richard Hudson & Associa. Benjamin J. McCann H0439 ad Normed_II Drag strut design November 4, 2004 11:20 AM Normed Drag strut DL LL_EL.r2d 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 SEC1 W12X58 STL 17 1.2 1.2 107 475 <i STL 1:..:, 1.2 1:2. 1 1 SEC3 STL 1 1.2 1.2 1 1 Company : Richard Hudson & Associates • Designer : Benjamin J. McCann Job Number : Global Materials (General) Material Label Young's Modulus (ksi) STL Sections Section Label Joint Coordinates Joint Label Boundary Conditions Joint Label X Translation Y Translation (k/ink Lk/inL N2 Reaction Member Data Member Label I Joint J Joint Rotate (degrees) L M1 I N1 1 N2 L Steel Design / NDS Parameters Member Section Length Label Set M1 Wood Material Parameters Wood Set Label Redesign Criteria Section Set SEC1 Database Shape X Coordinate (ft) (ft) 40 Material Label NDS Species Database Fb Ft (ksi) (ksi) No Data to Print ... Max Depth Min Depth (in) (in) No Data to Print ... RISA -2D Basic Version 5.5b [c: \RISA \untitled.r2d] wM,�aw,`r nIsra s r e.r! *Vevms; m x s Shear Modulus Poisson's Thermal Coef. (ksi) Ratio (per 10 ^5 F) 11154 I .3 I .65 29000 N1 N2 0 40 N1 Reaction Reaction Shape / Section Set SEC1 Lb out le out (ft) 2 Area in ^2 Y Coordinate (ft) 0 Rotation k- ft/rad) Lb in le in (ft) 40 Max Width (in) SA SA I (90,270) 0,180) (90,270 Joint Temperature (F) 0 Material Phys End Releases Set Memb I -End J -End TOM AVM AVM STL JY I L comp le_bend (ft) 40 I K out Kin 1 Weight Density Yield Stress (k/ft03) (ksi) .49 36 i n ^4 November 4, 2004 10:43 AM Checked By: I (0,180) A End Offsets Inactive I -End J -End Code Length (in) (in) (fl Page 1 40 Cb Sway CH Cm B out in R 0. 1 Therm Weight Fv Fc E Poisson's Coef. Density (ksi) (ksi) (ksi) Cm Cr E mod Ratio (10A5 Fj (k/ft ^3) Min Width Max Code Check Min Code Check (in) j 1 Dead load DL Dead Load { 1 DL 1 2 Live Load LL Live Load 1 3 Earthquake Load EL Earthquake Load 1 2 I 1( UBC 12 -7 ' y i I { 1 DL - 2 I UBC 12 -8 (a) I y 1 I 1 DL 1 LL 1 RLL 1 .-. _ .. UBC 12 -8 (b) y : 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 I 11 DL 1 WL -1 6 I UBC 12 -9 (c) I, y 1 DL 1 • EL .715 7 I UBC 12-9 k 1r i 1 DL 1 EL -.715 { 8. UBC 12 -10 (a) y 1 . DL .9. EL .715 { 9 I UBC 12 -10 (b) y I 1 DL .9 EL -.715 { 10 • ' ` UBC 12-111a) I y 1' DL 1 • �LL . .75 RLL .75 WL .75 { 11 I 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) ; y 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 12-11(f) 1 y i I 1 DL 1 LL .75 SL .75 WL -.75 I 16 I UBC 12 -11 (q) I y 1 DL 1 LL .75 SL .75 EL .536 • Company : Richard Hudson & Associates • Designer : Benjamin J. McCann Jot, Number : Basic Load Case Data BLC No. Basic Load Case Category Joint Label Description Code (L]oad or Misplacement L Member Label Direction Start Magnitude (k/ft, F) M1 Y -.12 Member Label Direction Start Magnitude (k/ft, F) M1 1 Y I -.25 Load Combinations ' Num Description Env WS PD CD RISA -2D Basic Version 5.5b [c:\RISA \untitled.r2d] Category l escription Direction X B End Magnitude (k/ft, F) -.12 Gravity Magnitude (k, k -ft, in, rad) 77.6 Member Direct Distributed Loads, Category : DL, BLC 1 : Dead load Member Direct Distributed Loads, Category : LL, BLC 2 : Live Load End Magnitude (k/ft, F) BL Load Type Totals t/9 ovember 4, 2004 10:43 AM Checked By: Joint Loads /Enforced Displacements Category : EL. BLC 3 : Earthquake Load Start Location (ft o r %) 0 Start Location (ft or % Factor End Location (ft or %) 100 End Location (ft or %) -.25 0 100 Page 2 ' "4.:4 C r ;.et"' nIrvms :. i niv1C;'r!- +: '!: sr : , n: rc�ra'7i!r}s r;Y.. .,.".....�,. —.•` . -. z � JU O 0 WI 2 w W 0 co = W Z = I— 0 Z f- • W U � o S i H W • O .. Z W U= 0 E. z N1 max .054 6 0.000 8 -3.011e-3 8 1 min -.054 7 0.000 2 - 1.031e -2 2 N2 i max 0.000 . 6' 0.000 8 1.031e-2 2 H min 0.000 T 7 1 0.000 2 3.011e -3 8 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 14.8 ' 2 55.484 ! - 55.484 min - 55.484 6 4.32 8 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 3.7 2 -16.2 8 min - 55.484 7 1.08 8 -55.5 2 L 3 max min 55.484 ! - 55.484 6 0 1 -21.6 8 7 0 1 -74 2 4 max 55.484 6 -1.08 8 -16.2 8 min - 55.484 7 -3.7 2 -55.5 2 5 max 55.484 6 -2.16 8 0 1 min - 55.484 ! 7 -7.4 2 0 1 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Load Combinations (continued) Num 17 Description Env WS PD CD UBC 12 -11 (h) y Envelope Joint Displacements Joint Label X Translate Y Translate Envelope Reactions Joint Label X Force (k1 Envelope Drift Report Envelope Alternate Shapes Section Member Set Label Replacement Redesign Not Performed... Material Takeoff Story X Direction Number Joint Label Drift Lc % of Ht. (in) No Stories Defined... Material STL Member Label Section 1 in Lc in Lc Y Force Lc (k k RISA -2D Basic Version 5.5b [c: \RISA \untitled.r2d] BLC DL 1 LL .75 SL EL W12)(58 40 Rotate radians Moment Lc (k -ft Factor Shape Length Weight (ft) (k) 2.314 Envelope Member Section Forces Axial Lc Shear Lc Moment Lc (k) O ( ) Suggested Alternate Shapes 1st Choice 2nd Choice k Lc Lc BLC Factor BLC November 4, 2004 10:43 AM Checked By: Factor .75 3rd Choice BLC Page 3 Factor -.536 z Z w J U 00 w I al 2 g< to d . = W _ z �. I- 0 z I— U 0 O - O F- W W - r u_ LL Z U = O t Z 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 , . 6 min -3.264 7 2 .591 8 0 1 0 1 1 -2.024 ( 2 0 1 0 1 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : Envelope Member Stresses Member Label Section Axial (ksi) Envelope Member Deflections Member Label Section x- Translate Lc y- Translate Lc (n) Uy Ratio Lc in) (in) M1 1ilmax .054 ' 6 min -.054 7 2 max .041 6 min -.041 7 3 max .027 ; 6 min -.027 7 4 5 max min max min .014 -.014 0 6 7 1 0 0 0 -.322 - 1.102 -.452 - 1.547 -.322 -1.102 0 0 1 1 8 2 8 2 8 2 1 NC NC 1491.77 435.435 1062.886 310.248 1491.77 435.435 NC NC 8 2 8 2 8 2 Envelope Member A/SC ASD 9th Member Label Code Chk Loc Shear Chk (ft) Lc j M1 (1882/ 20 '12i .141 Envelope Member AISC ASD 9th Code Details Member Label Lc Fa Ft Fb ksi) (ksi) (ksi) M1 1 12 14.109 21.6 13.139 1 1 ( .85 Envelope Member NDS Code Checks Envelope Member ASD AISI 99 Code Checks Member Label Code Chk Loc (ft) Lc No Data to Print... Envelope Member NDS Code Details Member Label Fc' Ft' Lc (ksi) (ksi) No Data to Print... L Label Code Chk Loc Ifl Lc No Data to Print... Shear Bending top Bending bot Lc (ksi) Lc (ksi) Lc (ksi) Lc Code Checks 40 2 Shear Chk Shear Chk RISA -2D Basic Version 5.5b [c: \RISA \untitled.r2d1 Loc (ft) Lc Loc (ft) Lc Fb' (ksi) Loc (ft) Lc ASD, qn. Cb Fv' (ksi) Eqn ASD Eqn. Cm Message November 4, 2004 10:43 AM Checked By: Message Message 1 Page 4 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : • 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] November 4, 2004 10:43 AM Checked By: Page 5 - RICHARD HUDSON 8e ASSOCIATES, INC. • S +oR-r SEA MEAT'S . RE S ISl rslcj MOM ENT M Fb ,‹ 46 F S X 12_ ! a. = I'2 = 1 0 , 1 0 lic-= 2.s -6 CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 -324 -6248 rhudson@hudsonengineers.com 1;./p-iv ' = /2p5 i LL =25ps Tart/ _ /d / 0 u id -t�`� I1- +zS a c�X )C ) MSC 10,"1 M 2.5 -v-I xo PA94kc.. Abc t S x uramsmosinsim 611=111120111M110 11111911111110111Wil n / JOB 1 `tllEt SHEET NO. V/4 CALCULATED BY ) i a 7 4` Ep c-rio&1 7.1-K a. b. o d � 3 C � 6� 2 (t0'• ' 3 4 6.25(2.69��') 1 0 44 l 3 tSeci-to'4 w 2 (44,) _ th �c r a M,.a F".1 r.,.r. ,.,. OF A 1 DATE sr'�4 l c s, Zr 0 f / G e Fk- oVEic / secri otl Fog XIAL YV12,‘.<5g C P E. b If k (1 V( M 4 ki M =3.1 IF � RX� '- BY 921n 61,31 la WEa4 Toe FL 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 I2.>(5B Copt P- r os 4 CLSIber -AT10 -11-o s ► o r 1 24.EE Q To' . sT) E ss co. E.14s or I.1 4u00/EL. </‘/2, / Z� C, f =L- (3.; A cq IBC - E ) 2 ( ° I. 4 2es I O I At A 6444,444' JOB /\ A 1 UZ Ito SHEET NO. �jZ2 CALCULATED BY Cote pop_o 5s t o4 E LA./.41 en1T �.� Tom p „ • be vs E 1.7 p--,4-e 7-4 7D #4/C/4"--.01-5 EL 0+-I -1 ELL MEM_ kg..C.- AlEt-ptnSEi W El0> ( ELE.c7 oaE Y 4 i Ff LLer 3 () c9)(70.I ) e/As4 I STRESS L&IC4Z -VcS 1E- 3.1(1:1) _ /4 /n/c -> d� k/x44 ‘,7e t.i E-EeI . ` 1 Ske.44 110Z. �:a�R?! tAf.7,.1YS?EK 1;71h*rt ^T.4 w4.. RICHARD HUDSON 8e ASSOCIATES, INC. JOB I\"'1`' 6" . CONSULTING ENGINEERS SHEET NO. f4 OF 1605 12TH'AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY DATE 206- 324 -6160 • Fax. 206 - 324 -6248 • Lig./ o p/ t. t; 4_ ,) 5C , rhudson @hudsonengineers.com 44.4.01e-/4-13G/F... - 54gAiZ. •i/r,.t �Cr' VDU CopED eselcrievi Cods,06 / 2.477ads ga 'F - . <36 4 s) r 1 4' 4s,' 7 d.s ki A ..yg ./(g 9 i z- t ti l..... yi Et,a Ts ate Vi/ Fe 34, lei • t 3 r6-80 7 ▪ 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 JOB A SHEET NO. 1/ 1 CALCULATED BY z • z u1 JU O 0 C o CO U1 W N LL w 0 2 LQ to o = I- W z= �-- z l-- w U � O N O I-- W lU H - u" Z W U= 0 z RICHARD HUDSON 8e ASSOCIATES, INC. JOB A/0/4006 .74 ejkr 4 CONSULTING ENGINEERS SHEET NO. OF 1605 12TH AVENUE • SUITE 18 .. SEATTLE, WASHINGTON 98122 CALCULATED BY 107,1 DATE 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers. corn C-010/241 ACEs./. 34 4 6o Ks; A ■c • 34 I" .c coe k-rt BeamPro - version (6.4 - 32 bit) D v= 26286.5 26286.47 494.00 #/if tot INPUT FILE NAME ====> DATE _ = = => )MMENTS ====> ====> 480.00#/lf 110.00 6.50 455.00#/lf ?0,4/7-- a/E./tie agloftn - 1542.6825 c: \untitled.cb 11/9/2004 3:53:48 PM 469.00#/lf T v= 25628.3 ( #) - 25628.28 (ft- #) (in) z z W 6 U 00 CO WI u� u. W O }}. g J !L Q N Da I ~ Z' Z � F- O Z 1- W U � O — O F_, W F=- H . L W U 17- 1-- r ESeamPro - version (6.4 - 32 bit) v= 15224.4 INPUT FILENAME ====> DATE ====> • 'MMENTS 385.00#/If 75.00 399.00#/If 639.00#/If c:\untitled.cb 11/9/2004 3:41:38 PM v= 18814.6 (in) 1 et W 6 00 WI -1}— • u. W O QQ u. d W Z F- O Z W P O —• CI Ii— — • Cu O . .• Z W U= O H Z February 2, 2005 Dear Mr. Brazil: RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12 AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 EMAIL: rhudson @hudsonengineers.com 206 - 324 -6160 FAX 206 - 324 -6248 Reid Middleton, Inc. 728 134`" Street SW Suite 200 Everett, WA 98204 fitL- 64:x B Subject: Reply to Building Permit Plan Review — First Submittal '— NorMed Shaw Building 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. RE4: We have revised the note to Hilti HCKB Kwik Bolt Concrete Anchor Per ICC 5224. 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. 1304-4i tY Of DING Rick Hudson, P.E. Chuck Morris, P.E. SOD VIEWE FOR 490nOl lI : SEP 1 8 ZUU5 VI SION 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. RE10: 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 z z u.1 2 J U O 0 N 0 • I w 0 gQ = • a Fw Z = I- 0 Z I- w w U � 0— ( H w I- � .. Z U= O z Sincerely, 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. Benjamin J. McCann 3 STRUCTURAL CALCULATIONS FOR THE PROPOSED NEW NORMED II BUILDING 4310 S 131 St Tukwila, WA 98168 -3200 DESIGN CHRITERL4: Roof Dead Load: 12 psf Roof Snow Load: 25 psf P =17.5; C =1.0; I = 1.0; C = 1.0 Wind design data: Basic Wind Speed: 85 mph (3 second gust) Wind exposure category: B Iw =1.0 Earthquake design data: I = 1.0 Seismic use group = I Mapped spectral response accelerations: S = 139.3 5, =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 =236 (133W —ASD level) Response modification factor R: 5.0 Analysis procedure used: Equivalent lateral force RICHARD HUDSON 8e ASSOCIATES, INC. JOB AlOg ✓J� 1 CONSULTING ENGINEERS SHEET No. / OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY DATE /D /¢ 01' 206 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com P&S /t5 G /r g /4 - . 200,e 4E6/E1.- � 4-o LQ 4L gip ,e/r /4 4 " 2X16 0 .t4" o.c , STL zolST a I0'- 0 "O. SPI2iNIILEI. ( Er) agiumki MSc. 25 PSP ,. JOB Wate.et4) - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS SHEET NO. a• OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com /9- :- (TT,: 120th SI co A \ *I , Vi. 1 . • 7 12! 14 W41th St 416 .\ .11. . to i Go4)-,.. • p. , CO 131st .31 , r S AL 1, 71 ti,' c s1 itivaiton 30th S t 4310 S 131st St Tukwila WA 98168-3200 US 40; 12. I 41. ii \ AilloVetiown 11. —r--7 0) , ! I , • 1 1 I gis ; <I .._ I, S12511i St ■ S rrE Loornot4 0) 300m • I r oft . • ! ; 471 te ■ I : 1 • af !. . 1,. .. , 1 VS 1351h St g; __,... 1 t .21 1:46 73 1 37th St 'N. •,,.. ..... VP 416 ,s1/4.. \ Ilbstcr Getf It* Link* 1 •• N. \ • . .•0 1 I 0 1 1 11 0 4 • — I S 130Ih $t ''.. 1 101141.1S , •••••■■••■■••••■....J g a; IC \ E 4 1 1 .4 'Ta?:".AZI II 1: 'iii CL 1 'if 140th St 147 CO qC ), g OS C 2004 MonCttniot.com, Inc.; 2004 NAVTEQ • 1AL,, .ftstettelgtt===========zuf........-___ 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/0, SHEET NO. t.3 OF CALCULATED BY /�! DATE ID / ?AIL 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 rlrng.org • RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com /9 1142le e) SHEET NO. OF CALCULATED BY t " I DATE it /7 /o.f JOB VE.R..Hey eCt25 I Br_ sk 1Sr n/L Lotira S I9°1 ()Br SE.i lG LADS 2005 /6C. (40.4J/ ) /4/4. / .64;e7W6 E L o4IIS - VAA/E,l -G, i/ YE/L y S 7 4-M6 p onr/od./ S.444C 4-s .4 /h /-✓/MaM / BE- D A/ .4✓z /cre- T1' , S/S7 71g . .A4Ecrs pF- E#J / ke._ 407arnitVa /4A / 4SS,E7n/E4 4 SEASM/G i 5iOA/ G 'ii'orey ALS SET Foe" //✓ SeEcrs /G/4.3 . • • /ZoM http: / /egint .cr.usgs.gov /eq /cgi- bin/design- lookup- 96.cgi USGS Earthquake Hazards Program 47.485772 Lat. - 122.279564 Long. The interpolated Probabilistic ground motion values, in %g, at the requested poin Maximum Considered LOCATION Earthquake Ground Motion Ss, 0.2 sec SA 139.30 48.15 Si, 1.0 sec SA Normed II 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 f gookfi YE o•4/ L / ..S.6/.5. /G 0,ESi 4. .1/ P.4- ,.4 £7 /z iI SE Op Enl r4 LE R P tC - 0 I — 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 1BC2003, EARTHQUAKE LOADS (Sec. 1615 Soil 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. Sass = Max Considered Earthquake Acc. SM, = F,,.S1 5% Damped Design S os = 2/3(Sts) SDt = 2/3(St,,,) Building Categories Design Category Consideration: Seismic Design Category for 0.1 sec Seismic Design Category for 1.0sec St < .75p Since Ta < .8Ts (see below), SDC = II, standard Redble Dlaptraym V V JOB SHEET NO. CALCULATED BY 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) Comply with Seismic Design Category D per ASCE -7, 9.5.2.2.4, 9.5.2.4.2, 9.5.2.6.4, Equivalent lateral Lorca procedure BEARING WALL. SYSTEMS Basic Seismic Force Systems T.95.22 C 0.02 Building ht. H„= 23 or need not to exceed, C,= SD' - 0.464 (R/IE).T Min C, = .044SosJE = 0.041 Use C, = 0.186 Design base shear V = 0.186(W) Control + ec__rsP - - - vzzs- - 0.22q(w) Table 1615.1.1 ( Default =0) = 1.3938 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 = Seismic Use Group I Table 1604.5&Sec.1616.2 I spedd concrete sheer wall x = 0.75 T- 9.5.5.3.2 ft Limited Building Height (it) = 160 ter Sef 0.488g Table 9.5.5.3.1 Approx Fundamental period, T, = C,(h,J" = 0.210 sec. , Eq. 9.5.5.3.2 -1 5 Gu:'Fa. - 0.252 Use T = T, = 0.210 sec. t 0.8Ts = 0.8(SD, /SDS) = 0.420 Control (exception of Section 1616.3 does not apply) 1 I Is structure Regular & S 6 stories ? Yes I la I ASCE 9.5.5.2.1 I Response Spectral Acc.(0.2 sec) S,= 1.393g F. = 1.00 Response Spectral Acc.( 1.0 sec) Si = 0.482g F,= 1.519 (815% Damped Design SD= _ %(F,.S,) = 0.929 Eq. 16-40 SD1= %(F,,.S1) = 0.488 Eq. 16-41 Response Modification Coef. R = 5 ASCE7, T- 9.5.2.2 Over Strength Factor 0, = 2 foot note g Importance factor IE = 1 Table 1604.5 Seismic Base Shear V = C, W Eq. 9.5.5.2 -1 C, - S°5 Eq. 9.5.5.2.1 -1 RAE = 0.186 Eq. 9.5.5.2.1 -2 Eq.9.5..5.2.1-3 arl (46 46 ) 1/= /r6 . /53 W Aso /. //0/2,tet OF DATE it / ('] /D 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/Litoteli SHEET NO. CALCULATED BY Seismic force for Architectural, Mach and Eloc components per 9.6 __ 0.4a p S03Wp(1 +2z/h) Eq. 9.6.1.3 -1 f ° (Rs/ srs= 0.929 a = 2.5 R = 2.5 Table 9.6.2.2 z= 10 h= 10 I 1 f 1.115Wp Bearing wall, Shear wall and anchorage Category B,C,D,E,F f 0.40IES03W 9.5.2.8.2.8 = 0.372(W) or = 40050S1E = 371.47 lbs per linear ft of wall Anchorage of Concrete or Masonry Walls (flexible diaphragm) Category C,D,E,F F 0.8S0sIE(W Eq. 9.5.2.6.3.2 = 0.743(W) Max Seismic Load EM = OQE +1- 0.2SosD Eq. 9.5.2.7 -1, 9.5.2.7 -2 Where O, = 2 0.2S03D = 0.186(D) Deflection Amplification factor C 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, = SDel/R = 0.310 Min C, = .14 So 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 Six I Eq 9.14.5.2 = 0.279 V = 0.279W DESIGN RESPONSE SPECTRAL CURVE To= 0.2SDr /S0e T,= Sol /Sos = 0.105 sec. = 0.525 sec. 1.000 0.900 e 0.800 0.700 0.600 0.500 0.400 0.300 V 0.200 0.100 0.000 S , = (.6Sos/T,)T + .4505 (1642) s.= S (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 OF / /� DATE / Y ‘7041 - 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 /D 6 a / F ., / x/11/4 Loot Les./E.z_ lo4- Gon?.4,e/so.r/ . ViE / R 9q7 &' C. = /3.8 mss,= = - ') 2oo3 /8c 7 Az /6 /A01/# 4s4.4) For .E Ate s s.5 r/AA17 5 yyre:" i 2pA/E:.1//s t deor o /'% P P .s9 - JOB / Y OX M.{J SHEET NO. CALCULATED BY EXJ /997 (Jt G Wm/ L P,�SSV As 4- As &c.EV r,od _ . X'i.4)( /) = it. (4 .6 o -rs') ti�1t1.AiiV. w.:i:d i�w w4ra:JJiVMi+niJ �r'.i:�J✓.� A wi.U'w1� Si1:�u�VA� OF DATE AD /4 /0f �.� /prsoe Met; ■A/ ✓in/p �Olc' F 2E S A-57 ,SysrE.y> 4S5 G f Oe 5 lELEi✓i ^1 Ass /E,r 0 79 pgo vv•.� E -5 /G-r 4i V' S 7'443/'�; y �o /Z P /E. o Vie IGC ..377t aIcrri/re Tif. Sy EA/As-f' 4'C- /7Ec. re. / S W/n'Q Lo4f 'A.' jf "-7 .4-7 04 E T//A - n/ 0A /6_ Soo- 4.4c.6 . o M p p n. /�i✓rS 41%./ � G 4' D 1a / ,./4/ &G,Ei✓J Ofi- 7 E G3v /!_.4 /A/ ' EiJ✓Eeciov 771.4 , /o? 4)LA4 -e /may A 5 /o4 of : 77/de / /-/ W%A //n GQ /1CAS / /ST / �./FJ S sr�M . • RICHARD HUDSON Sc ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn 2.r JOB ,€ SHEET NO. 8 CALCULATED BY OF DATE FE4 Sp.✓/ �/¢ . do#vc,zTE W,4LL Is fA/L7' O, 71/8 /44/^/ bc/ �o ecE I S/S7 /''' Sy Sr -', 71/V4 TE"c.•ii✓/con 'Sy 1)g /-/i7' /oA/ S.eiDvGO A/or BE Les /0-1/E6 ! 4 Co,,n,eo•✓E•th- 5 1 Ct�,00/,c/0 Ec..E.1"e,1/r" /46 /. / 4 .vE ra V.V.sy 6 re /c4- C,eo.ss SEcT /O - F.4 / -S coA/6 /7' / o ti.I /4v, /MpG /G /e/ 4.,/m/s !S ME4r.g -iGO 1 R5 v 7 " use_ s E A s 4N1 D13oo1< O1✓ 4 of I D SoLVT co"I S M ETA oDoLo / I~ vii&I6 DESIC: 04 •../S 7 -4 Sc 7Q136-6. 401,r Ales Tb`oo 9/Z<I/dh/ /C F i■1 1 .0 j 1 . 0 (= kd S . g-) A ssw �rSM I ?SF BUILT NTO SE.Avt/ PEA /605.3 /.BG 2003 3 SEcoN GrUST E_ASIc. 'lrn1D SPEND V = $s mPH- � i"5M .. _C Rks 2.8.2, PEA 1669.2 /6c. 2003 gAidLo�y j / 74-Gc -ci e./G4.OS66 � � Op ,t/ 4 EILLos g.D STRoc CRsti Fi 4vle.I..S 8-4-Er 4 3--4ED Fog E.N CLOSED PA-RA pers Cp r = 1.53 CRs,e _ 1 ►.1 our A,- gr VE WWI) A FI 1 Ri=.S RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn Rapid -Solution Methodology" CLADDING Coefficients - C,,., for ENCLOSED •1.0 .3.5 .3.0 •2.5 .2.0 •1.5 •1.0 .0.5 0.5 1.0 1.5 Figure 3.8EW Field 0% of width W but a minimum of 3' -0" a = smelter of [40 /o of height, h] ' [4% of width, W, if W 75] 10 20 30 50 70 100 10 0 30 50 70 100 Effective Wind Area (Square Feet) JOB SHEET NO. CALCULATED BY Edges 500 1000 500 1000 1 Aemeo 2:1" /991 t /i% / A0.5 /Bc MA/6 6� /2RfrAso.✓ �oIV F rQ(Z 3 -2- VeLocrry EoSOZE.. Coi .Fle.IGIE -Nrr K 4=.1- Io F I g2 1T ' ors fi r, P 4 I//a- -/ g4S /C khx/6 / (S e s - /8.5 NET Cam►poNE r 4. CLA-OD IN1Ea PPE.S.50 4E. Co> r<I -ITS C t .4.o 4 . �I ` WALLS • .3.5 .3.0 .2.5 s.0 .1.5 .1.0 •0.5 0 0.5 10 1.5 SEAW RSM•03 OF DATE / ot CRS . EDctfES 4 �r ELD CdNv 6/ > To -11325 '' EFFEGT/ V6" 4,e-g4 ? 5i = i 1 LT -OP C oN c l or.] E PIZeSSue_ _ Et t 7o. P Rs SSoR -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. corn z I q9 (Mc_ JOB SHEET NO. CALCULATED BY �S S /L5M 0 Res M ' /0 psc (4E'cv1/frt EO A Soo 5 /8,s l . 64-) / 53) (P pg.r /A/) P = /9, 5 (. 4) C. q-¢> cJ,v7/ T, t pc y .Lf /A zz� X3,8 X3. A/0e4.6e �z /0 OF DATE /979 Vog / X00 3 /BG k %AM 67.,ev,0? o,,,/ a/T VA Es Wrr- /_ a = .( /B.S Psi) @ E � ` 825 = -'9. o PSF 7 ' - 10 Ps (Eo�ES d ) 4/74,4' 'v 22 1 4& v raps = /8 , // ps ,� //. /.3 ,47s. "ec-V PAnh— PA-A ET ii,/ ck77 0003 1 8( /o /0 /I./ 1/./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 --� 1\10 p,r4 - I-1 thJ1/4-4/l ii s ,, \A; Fo o Tac 1 o ) i (j2 pS r ( / ) ( ' / ' - ( ) ra) I5o pGF= �31, RooF :l ui U.S - - 7 7 21. 52 LF) I50 pcF = 44, 7 /M:.c.s @ c-tP._ID"A IZES2.5r Mid Mk-s5 YVsPa�iplZr,L e = (��4 � �`b Pc F EA 12- -i QUk-E. GP- \ %- JOB / x/,41 SHEET NO. J / OF CALCULATED BY 1 DATE 1 ( I 3 1 No' E!I Hil it A ■ I1 IIII1II1�111I1I1�111 !111111 •iii/i / /i %dii %i11irai /■1 4i uuaiwd ■nirramliilul•ma11 u -- ■7■i uumui ia i u n 0 / 1 / 1'' f• ( 1 1, I ; V icr , X36 EC,?cJn//. r" tA/ O / u 8 g/ZGfc!>U/Z/r sc.'s.- / ® ;r_f Torn t. (IttAmti k pc r) _ ',< 12 lw jlia S t� 5 351 C�krtYi "'�1. z ~. z re w 1 0 • 0 w W a g a i �w Z = zI- U � o F- 111 w ui z U= O H 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 /a8 2 W — rc rA.t. 0 = gs,Or Love L. V ICr 4/i /Q = 52L JOB SHEET NO. CALCULATED BY Vi _ E 2. )(121 = �,5 l oo � 23 W(J loud = S, � ( (151 Up. s 61612- .L- _. ( . 11 )( I' o'>( 9 /1F) ISa (q6) 4,1= . /b6 (5k.) //0.3 OF DATE ` 1 /FU v(zz. _ (iii) � 4o� 2c'r'SF) = d e e Akt∎Iff� ON1Ly 12 S1 S 4r Porn (. °F. FoS5!(�c (PA rTI M- W _ (�'14)(5�''�( 2)( I5Opc,�� _ r sw q ua e.$ 2.2 Ko. tr.b(2 5 .73 RICHARD HUDSON 8? ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn / e) JOB SHEET NO. CALCULATED BY 1\ 0 g -i - Sc t- rt-r'i -I G E.. LoAi - 35, S�1 SM c. M m.SS L ip_" " Q� W 1200.r- (1s - ')(45,500g,) ,5q, \\ `I :SQL /E �kCL ( 12 : 1 ) () ( ) (J - /03. nic W upp,a _ (%)(2)( ) pc'r- /3. le Sp�1 DIZsL 'A! ,2''x lay = (4( (Ioc) \&I ley( 43" = 1.0 I4 Cowmw \4 Lo& = (? t '' (' )(i °) PA-rJ D(ZILL. \ (�1.. / IC �I- >• -�,�.. _ X39 L - 4 1St + IS.2 V utr • /t6k/ = . /t6(4 -.c) et ;1,3 OF DATE ire 4.4, ; �l':..,.e..:.;::b'.}:S:t`i:u�: - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE. WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn !1d 1\1 rL -4- — jrn4 Erc;r4 cwiorLIE 1-0A4 s. Sirsnnrc.. MAIL 4z — E4scs1 [51, 9a.7 k Aso n \A/A- = (4 ( . )( 0410 \ J �I 50 pure) o fi /3� zo,k Tcrr.. L Sn4 /G 4-9 c / //f W = zo(49, Wrxine.6 _ r2 JJ =J =' le C� f 2 r D F JOB A /0/ /14 j SHEET NO. �4 CALCULATED BY /-.. / 14, 3 x (lvo) i7, 1 I I 21/2-) o poi 2 a&`r5 t W/2e9= (50) ( (/) =. 1 /5:4 k ViiVA-CC / 1 S .k Ws i 62 E� ��4 S i 81 )(/opF) vi ' 5 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 N O le (�U SHEET NO, /5 CALCULATED BY S• 1 VV(.T = . 186(+j21 , 9 45 • 0 h( 6112cl'A.e . IX16C 66 = 12, 3 K //0 OF \her ... — • 496(168.5 -= V 5 k *tic, il if VAT' — . i.S'eo (el iE) = 7 te \/ut..-r- _ _ . / /( 00 4 z /g.s 4/0-16 " F" DATE 110124 — Born -4 t .-n4- Q)pc-Lf- Lokos @ z-i o S E.- , F 4 M M YA-CZ■ s v LT = . 1 8 W C - • / B 3 I Y ucT • • /k ( /re) = c S /Y " i1 � etd4 k:l 1 i 1211. (oy- 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 Rezv A/0 L e c--o/l (ver Att.c..E.L6•4 ear. - ra - r Ft_ LEA org 51-z. 3(,3 41rt 24,r' t1? 2C 10, wtgt :O. 4I1 L g 27 4/v wyk y 27,( 34.1- ,'r5" 216 l< 3 (o JOB SHEET NO. CALCULATED BY T °A7 ff @ OhLr) 1 tftvg /5,7* 37 /;,7 X S-rgc S.tft M I X ME c . 2 , d7 �o /5.9`` ,o272 ,0212 2 0 270 OF DATE &-to) /04-2 • /0 'WT37) o r 7 (-.,4 -r/ 4141C Ie Sl x /91.. G '�ir ..�. AI E"' .!f r(, /1 Tir c,/ G-oa./6F /( 7 /P , 4 +:.: <t: :ik .. Mr :rc.4tt:r-`."� ►i.f <w ✓.;na+ri, 6:�.:s'lit - 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/z„4 �� .7Z� SCI s nn 1G f_C.I . - ro BE. D124( To 54 EAR . 1 —kr pct,_ F'o tu.ges - r rzoUA -4- Cor 1 azErE Roo 'Fb oti • Ec.4.80 rzSs /.S7 A / 9444 Qrt,! C g / . go0F 1- 6vE.L. Sp4-iJ uI -L (#24;\ 3'_gy2. LP) (ISa PC-F) OF DATE /2/<1 /U 1/=./861V CtT gopi x/r 1.4-7 /moo / 2G, filo c-evar/L (45 cg 9) �1(I IZEsrsTez @ I * , 25 MAnN I2.00 F UpP 0 rg1211:1 Ron [(55 1 )(/3/)+ 5000 + (204 0+2v)(2,r) ] 12. pSr = l01 b 4 1cX 14A-c1.., ( . 5c-. " )( Uzi 2 } n � y'4«v 22I �o x 2 IIg T K_� Pius, (5 12 (�- �( ) ( ) a • S PAcizt RoOtZ, �;/�I)(21 6'1)( So'+ s01- r ? / /S0PC = 2� l.evfL SpP& u,zEL. �itip S /1 4.2 P4,Ltrq,, ,Ex`r4,v'o' : (772...9:43.")( 2. pc ) = ‘,3 a->✓I 4 €L tyc A (64 or< .5.04.7.✓4 c s p 1.1v. :n V1,u,t31 trvek•j1:N• z '~ w 6 J U 0 W = w 2 LL..Q co = w Z W W U ON 0 H w W IL wz co 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. corn JOB SHEET NO. CALCULATED BY d4-/L-T7/ a? 464-30S E4-57 xe5lS-rlF..0 14 ,• 25 . Raft - r /, &r Zluf� (Ld(,9(IR (L' S pPrnl ►J f t tE L � "' Crrtic OF DATE ©'9 I'a x i& ccx.unr p4C:., 6,. 12 �2 )( -') (? (isopc�. (5 � = 1 Z, d4 4 - 2")C 2 .4'' coc, Orris ' ?�') ( Iz " )(1_! ) )(No 12 #71 a owe eozweAxe 4 LCo v<44- E . (e52e,teX/o ' ) t(4C)600)t °p5r- _ �9. elk — T - Peirrtt. X39 / 5'6 14/ ./y6(339./9 ‘3 // (1) 2' sk/S G Q14,/0 S Res I - , , 4.,rar , ia" 4-f(. ,te'/ -s . [(C-Al$ ( 12 p5r. I `' 4 J 4 „ 4 ,,,, S � Q4.,o A 4 N - riko% WA-U. S = (s.�+ 47.f 1- 4o ?)(e J( z2 � IS ) i$Z.b + 4a)/ 4• 1 1 4" - n+icf< P i E n s ( 5 / x /P4 ) ? i ) ( 1 5 0 ) ( 5 ) = 3 e 7 ' (sr# � 6 2S _ K 2oor 4Vec_ 5�1o+'tE.c, ( (314/z)(9 ?sue ')(I10 txf - 29.E PAf.'1!K. Roo IL LEi (V)( e XSO)(6 0 pc) SI�nMpflf'cl.. L.; ' zs = 17, 4. z Z � W 00 W co = � U- W a = z �. I- O Z ~ • w U O 2 O I-- W W u" O w z z - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn c L ,M JS S+4oK -r til6 "064 ` Low acole- Zl 4- %2Y Pc;rvite Megshr /6,46 4 cco►ebl✓CE 4 1o' ( 20)(20K) (ie ' o 7 0,4c E <-4 i f).e. C (6 5 'colt S/)' 0 C, ,JE 77- ) gests-rei 4417-1KE4 SHEET NO. /7 f JOB CALCULATED BY �hJ2y4�OJtU � Fr Lod c meat �(!F?�_ OF ( )(►so ig(s)(3 )(2) (5) (% PSF) 4 100)(S F ) 1 z'W?.s �) • - ( /9ti /2 ©5 4)(5)(q)(1,..)(7 )( - 42/0 (80) (Iso) �nl Dk,� e/ztwkr. 1 _t;o/2 = ( (2' CX al ,1 Cr) (1 So) L �/4 4IEc. PAILivicL Ef t. to'L - C !i (12)( `) (KO (z.) rt. 50AtanaEL. A t c ri- 4L = 4-9r DATE / /0 /or Eci« ' . / rrr (49/ . 9/, 3 k /9z 3r 7 k • ,. • RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 -324 -6248 rhudson @hudsonengineers. corn QOAAt_E Lo4p5 scsr - WF.sT` . A/iv/eve 'ie-eskie_ArE C t . Ae.. _Q l/ cam . 4o'(Lo')(0 ) = 16 1W r2.xig C 12 )(1.4 Cols JOB x/(74// SHEET NO. 240 CALCULATED BY B , t�J 2,00 frS'z")(d2-7) m4z1 Poop LEVEL ( - a 5-44;)C /06 )(/So, P P4I er' ()(.L(d)( 77GF) ( 15o pc�� LLJET L 4 c ( ) (IST)( 3 � � zz � ( )( X lso)(�t s Xisf 417.. ::.+:44 4.41. 4 :i.:w;kf c'.:y.S1r.N:w 'i.i_,�x•::r OF DATE / /LJ /or I .s s rr_D c s @ C1 er c to cis 5t,i /43 C. r 4 ke - nkiuC (43( Z g)( /50p64) �6 . f k 4 A u.S SOIL @ ( i (4)41) 100pc,6 ( i) I4 2 L. ovJE/Z roc S .Siosh1/4,/04 -EC -49 / 0 /US'3 TV!) By t.c%iZC @ el�O 4.Y / 35.Y" - 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 Alfiee le4 SHEET NO. CALCULATED BY 17$1 1\i_t_0014WC.E. C;11 let-okeJEKI E.. e, 20/05) OF DATE ./o/or . .• . , • .. . . . - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn q / , /o 41 9 9 263 JOB SHEET NO. CALCULATED BY max = 51.4 EA lt4 CALL x 5 S+4 A -P - 2- 20 l , 4 Ai= 4o, silo Woff/e/g,0 2s/ ?✓C>/ 1 .4 -GTDD - g.4 -s-r TEST 5Q44401.4-/e j. ETOTp-(. L.e),t ern4 g t kT /o ' /o g (48,6. ti% z-- --- -,r err .o& 625 S" 53.Y 33.6A , oir i DATE OF ! f F• 43 63` -fob 23,3 3 � 39 /1/4z be / yq - s a .✓e u / PD / SSA / . //c ,;? / / - 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 SHEET NO. CALCULATED BY G 2/0 / - 1 7`i 1. 2 (� ��L) 8 352 000 _ ,'„r'' 1 % " 1 (10(/g)) /62 °coo A/0/2,14 OF DATE / 0 ` / 0 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. corn 0 • 0 0 0 0 0 14A to r-r r-r tee' ./ JOB A70,44t6 SHEET NO. 24 CALCULATED BY 87/ (C )( 1501 7: " \ acc/*/ V. = /* 8574- 4%o Asa M WPM RMIUMAPIRMNIAMINNWINNAMM ' 11011104114~60011444 cmilmumaimmulmum mu. I raE- ra�ra�r_-- rr:ra� -- i •:"— �ra� a�rala 1111144111111011011111101001rOPIUMPI IIIIIIIMINIERna , A r r r+ 4f ••• ,r-v r2 er-r 5.,,- = , 9 zc1 t�, - 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. corn X 99 ?4i-I 4-opiczc E4sr -VIEr -4 IN4A. si DerE42-1iNi .44E-1 Viale? i+ e 9,4 , Vie/6. A/7 oi a ' 8 " /gx/67/ (a.) 74 2 / 0 fl' ts14A-1Z-EL= e)(4./y/n) = ,7/s-* ..,5-0,2/,*=._ / 7v 4E- m A . •2_ /6 -tom f2OO F \ . MONO /o / 12 ( Ps _ ►c24ll = kY/ 1 4, 9/2_/a /, 2 - 3 /2o o,- Gvr /r. (/ 131 01 -PSF) (! 3 -s *so JOB SHEET NO. CALCULATED BY 44/24/,66 7/ 25 16114 /33 6644 ' = 21 11 461, i..0 ».∎.u4' 4A_ . - 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 zoo CO►I41 41 FRottr G/P-l& 1 'Sou as $ IZoo. - {22' -10" 1W. • GRIO� 7 d” I Z/ Aso 21' -814"] � e ! r 26G 3N 16K ' 26G 3N 16K \ Y 21.-81 "] 28G 3N 16 • GRID ® TYP. 7[21' -814 "1 z 15' -0" 14 rtiu::.+a,r:Srn.u:�liS.tt JOB ' ' 9 P 4 g' 0 SHEET NO. Q4 b /� OF j CALCULATED BY L7�! DATE / / ! �¢ 71 071) //D [21' -8W}- [21' -81 1 360 4N 16K ►l� x. Aso /^ 36G 4N 14K 360 4N 16K 22'- 0"] 3 ROW OF BRIDGING 3 ROWS OF BRIDGING 24' -0"] 360 4N 16K mrirdmi 360 4N 16K _ 36G 4N 16K A.s.A ftbi L 19 [21' -814" 1 z � Z re 1L1 00 w= u gQ = • a Z • = ZO w U C) o1- W 1 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. corn meAA, v= 25293.2 25293.17 474.00#/1( 460.00#/If 2*6 / ' e C eE ' '.✓ 0A. 64,44 25g6 2 *-6 d1 l 0 a6 . 252_2_13 id6 # // Pm*/ 64/44 4/1-1 0E /l 4 4, //z Deveipti to JOB SHEET NO CALCULATED BY 110.00 443.00#/If 447.00#/If v T v= 24668.8 - 24868.83 • 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 202 JOB ' l6/G///iI- SHEET NO. � CALCULATED BY v I / OF DATE ` 0 4. 5 1. 6eMic Lo. s Esrsr- u/P--sr A✓`kra . ce/2/4 102..(1p5F-) 1 9ZICZ ® \ "sr- I 42 ect) (its+) = 246 171 */f 5 -8 5.5 IMF u/ onlcci 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 44Z 6 SHEET NO. 27 CALCULATED BY 2STI I2.4 M t A 1 p I {24' -0'] 36G 5N 16K SPECIAL 36G 5N a# 16K SPECIAL (21' -8H' [ 21.-8 W 36G SN 16K SPECIAL 36C 5N 16K SPECIAL \{24' -01 \24 - 0'] 4'x10' OS8 EATH ;0 36G SN 16K SPECIAL 2x6 OF -L 12 O240C TYP. o 2:— 36G 5N 16K SPECIAL 4 1 1 1 Y .it�:b.:i ks 212/i 4113 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 204 A 32G SN 18K SPECIAL 20' 0' JOB 010M6 SHEET NO. CALCULATED BY 631 244/I AS D 07 32G 4N 18K SPECIAL 121' -81V1-N JI/I I '� } o # / ({ t24 1. 964i t / OF DATE IS/121 87 /044/ l� � /� /00�� c z/2� s -io � ,2Gn u / oNi y 5��✓ LEd6 iv X77/ = /5/ As z • • I z a w QQ WV O 0 w 0 � w0 2 Q tO = a I-- I-0 z w 0 0 F- LU w H � IL LLi 0 c o H 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 log JOB Nog V l riot z SHEET NO. ij / CALCULATED BY" U,Jto,1 L.oA 4C Entr12knA.E (a 4 i8 Sqr � P-ooF (72!4)(1.GY31.3)(150) Af5 SPo'cliDI2EL 12 l+il 55, $6f * vi/ 5cosc / 6 / 3/. 3 V (,1 f7)0 1 /) e 1/777 2525 4/ 4 51. h I � A-51). V 777 = 14-5p - RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com 01( 4 gorid /0 v= 15224.4 15224.37 385.00#/lf 75.00 JOB SHEET NO. CALCULATED BY 399.00#/lf 639.00#/lf 1 v= 18814.6 -18814.63 \ c� Fo.>> Kr, _ / /de .Sa I r 1290 Ato< L /Acv I V'WT #' .4n s • 774 2,f) Alt 1 4 " OTC' A I I oti/T 5, c'S < N H ;2 - RICHARD HUDSON & 'ES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 248 m TvB smez. cv ✓ter 4s * .7 1?00 1 211 41244 //2 r Sc le //2 JOB �J SHEET NO. / 02 CALCULATED BY asr-tde_sr pimp 01404. 1 /'S'2/ Coevieagezil / a ll oA t r- tri /WI 13 (4s (Asp) • 0 - 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 Cw F1E4nE.ir ACES/ JOB A/ofroxe) SHEET NO. OF CALCULATED BY 1 � 1• ' ' DATE bol <s; T= 8.34, 4 4_, .6, = 34ie-s; ASD C v BeamPro - version (6.4 - 32 bit) v= 26286.5 2 26286.47 494.00#/It A ' 1 INPUT FILE NAME ====> DATE ____> MMENTS -___> 480.00#/If 110.00 455.00#/1f nek/7 vklue-ic ametn .442 ■IMU5 - 1542.6825 c:\untitled.cb 11/9/2004 3:53:48 PM 469.00#/If v= 25628.3 ( #) - 25628.28 (ft - #) (in) 1 W re I O O U D to w W I W 0 2 u a = • a I- IV ZF I-O Z I- w • w U � O N O H W W H � . I. Z uJ • = 0 Z BeamPro - version D v= 15224.4 V 15224.37 INPUT FILE NAME ====> DATE MMENTS =___> ====> ====> (6.4 - 32 bit) 385.00#/If 75.00 399.00#/It 639.00#/If c: \untitied.cb 11/9/2004 3:41:38 PM v= 18814.6 (in) W U O CO 0 W= CO LL W O LL • Q _ cn d 1- W Z 1- O Z 1- 111 w U O N . ❑ 1- W • W r ▪ O W Z co O 1- Z - RICHARD HUDSON Sc ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com C OG.Cie-C-TD JEG.E,v7 1 ge. I -, Cot.C,LGettn< JOB SHEET NO. CALCULATED BY /6 zo . z• 6 /6 DS "4 /6/1./ T z SZ. . It frs.Nt s oKi L \kI c.o air - 7 - % KN►V w = • 3 -L F4 1.5 1 7, 1 '1 13 Cc(- 4sc i A/0/24/0.4 .14 tki qg 22_6_ , ,2,o • l a) Cdr B R . 10) 0 0 71, /. 2-6* 7 17 Ct o/( 6: 4 en, :/4 �, s4.4. 9.5. oc ,4sce QE - Lte-FSev o 401 Seismt.L r-Q (Lc- ors . n '° = 2 cL 2 , 2 ' : o re 4sGE Qic q.I /A/c .e.E --s 6 - J.. c 4 4-7 ell-1z Dsvaziain ce.v6, ' Jd c d 4 -0 Act 31 ' -02 - QLA, -re S / �> _ 4,64/ 3 ( �o( ic � 1 b ` 5 =. 4-t 4' 2 1 4 teAri ‘,E ofC. ye N . " (\) Czl, �� - 242 1-c.c_o v ak6GE, 1 41E,c13 @ ( - "to SM 6so, 12t . 3 001) (NY') l.7 S'"'/ n' K 2.� ") ( _ /0 6 ' tea. > Ito 4 • RICHARD HUDSON Se ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206- 324 -6248 rhudsson @hudsonengineers. corn �OGG e.To o f v /¢0sul Cyiy►. ca s t Asp JOB SHEET NO. CALCULATED BY kSD I Os; Q V' � ti' J0 P 22,r= i 6-�p r 6 3 4 0) k5o 1.4 S4 4 va c..4 6j 1I2,0 �2r p3 ,� . (N( ±Ls .0 41Tre Vv" CY1." ( ' ,K( 1,3C '1 -ItoJ L. 1,0 � 1.13 _ I. 0, KID 4 7" - S010-47/ ? 5/e N ASA = . qO = /i 4 OF DATE _rL = 2,o I z 90k Aso r- 0 ; 9d F1 (i0) F = 22.5' 12.E_ st s Trr-o . 51/ h ,,e - rtebLv. 14% \ = 00 p si -Z PeA-t) O S 5./ K /5-N I.s II 4 1, � = 3'` 4 - Eil'LIIQ f 12t✓: nv ci 44Q Imo) - TM) L /' L, , Use 4" kIu,S. G (ii/1.0,v6 frrrok fE f) //./ ) �1r RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@ hudsonengineers. corn - Bo c .rs G SAA, Drucei M = e•4� ie' 121 JOB A/01 K{4 F/'0 SHEET NO. CALCULATED BY a' 1 ive4 tx. 4O */1 DL 0 1 2- aOyrS . )1C Yttoc..-r k 325 sc. ok., M =C t)( 75 16o H 4110(51 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 ELs 24.0 K �D ofa 401.rie ANI✓ r �� JOB SHEET NO. CALCULATED BY 2e-0 K 61.typOZ4 Lok 12. E• 2,0 Le -t1- I � 2 r1-1n 'ho 152 - .tr.� � 59 z.‘64) _ _77 152 - (i 15'-4 (t/1 Klogm so C6 CAS 6 3 152 - 1SL 11'42( .592/1 59W I VA- �� 5 Y," 152 - w + is 2" + 2) -g''+ 1�� s�)� s°t �� J . %it 5 -;i1) OF I i DATE su � , 62 '- scoo /25 72"0 - s- / k ,4 7z6 /%i/ /I v - 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. corn • CoLLEc - row (Cohn - GP -� L 4S14 2S'7 3 /8 X 7 X 4 1 X A 6t/ i 4G K 33 3 � c/ t +0 11 Top it = . 6 5 ( 1/ 4 -- . 0 /► 1 b ` �, »t '" .4 /8 '/ op WE J . 2.,s u A n (`j " E4f/ -S /c j .i 4, d s os , i I gry ,, 4a-.. /¢ `c6 srvn • r I I I ;) Vo 4c JOB IY(� /GJ SHEET NO. 41 CALCULATED BY STivi OF DATE 05 y Lo4rp TAr at, () 4'] Cki' U sme1- 1-OCA -1Otl, � LoMt. TPdcrc @ - roe .. )(.604') 1 Y (I1 (Co K = 44; — 2 1-v T 4 Acc-r-anonS LC, L - 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 GC oy sis t Cai- ' t 6S, o u w ,0 1 7 /RQ t: S( .1; @ c i\`‘) e n C n % G k N cs- )% 'h` t ,P) JOB SHEET NO. CALCULATED BY Comc r2- e--ri X12 --k 00 STtZ�,•Jh - � 1) \a-+, `�. wD e V6 5 ;4: b C 0ki - r, , Ac 13I S-b2 APpe4 D 1X ANCt -4-oRs I■t SA-EAK S ST"I2tEN .1 O AN1c,t -k-oK Ikt Sir \ In - 4 (Tr ( (l sicoo 11+, 61 V ;\ -=. (oc g/,‘,14 v ' v/ ` 41.116c,50 (t z 63K G QA 3 /41 11 AJC4 k I1� s �}€t�2 b .2 ,&v. i sS(e4'' (? %y" = zbi m i °= /5( ?9z(3,62 3 A w , s T1 1 E-A- 1 6) tf )4 - rsizmums c Cc 1 ) .0- 21) C-14 r O ft AIJC. -S 3 6 IC ► - NiS •ey�. (le 2 Li ") IJ� Aq (:l c,)(g 2� 1 SC tqt t = 0, 1 4 0.3 3 = . 72, l s( g2. Vcz _ 01 w C = . 6S 6014)- '21 k • v' 3 _7/i UCIv> . 6314 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 JOB ( ecr 1,S(5) •7 SHEET NO. CALCULATED BY Klotgo,E6 43 B-jrv1 der .0 rotz 11 g,t4 s" 226 y 4- " (24`)(t (1,5 I,,c.4) 101 225 l-oki.GrL E ( 7 t 1 c r 404.40K "i D6, I 20 c ,Kci• 1\1 c C 0 S'l kl LE... 44Ci4o \L 43 z z � QQ � JU 00 W = �LL w 1 Q = w ►- _ z � • W° U o _ ff wW w U o U- 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 @ a MW-1 \(-' li trim Aric., 4�5 =.$/ 4 . z -. at//r0/.1 I _ � -, . ?1.; A T4 6 - • W 4. -k. - 1, %4, Goo (52' +35 (34 l)\ ) (/ • 9/./.37 4 u r = 6 44 R (E3 C 1 y'- Q 3 4 2z V " + ) , q 1- - Pi = 43 14 oc-r JOB tilo Owl *A3 SHEET NO. 44 OF CALCULATED BY I DATE r 1 to / � v A _ - �(i0Q' S 1. 1102 0)4 Vo (51 - (ty4V+231-8"1-11'-d) ciLi.s :e0(.7. A s ; 0 II ►� 7( (P) ck'. w1�(:.. L�. tibJ.: �u::. r- r rrec.:..` .i4`J:L:.e�1%•�i+'�:'.C.'�ri�.: 4:Li+S.h..'iu.l.��a'.0 z 1 re W 6U 00 u) 0 J = F- U) LL W O N ! - _ Z �. • F- O Z H- W 0 O N O H W � r- iii Z O H z - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com JOB St4-E s e t-- c& SHEET NO. 45 CALCULATED BY 8,0 i 5 C SPA r .c- k /8 Ohs, �►� 41 � + S A46 / s 7 6 0 c 6 s44-sA-g. iku,s kiao Can. _ OF DATE I, IoS 5gl c6 L),Nis, o" o.c s-rvio_s AJ) s / L3,44iS C4 sizA.s mIi) R (40 %0 =- 4 14 /, 6,3'` c. 3 o M /ec6 Biz, �f � /A. /. , tc /,C/,7 43 d,Ma Y2 )( % %, /</ 7 €./s/ o k/ 7+ = I 1 = 6F z- (v( Z6 K.5; 4. es; (/.'3) yK 7 i5, at e./2 /z 1X 3 /6 " 46561(44-77E, - RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com ail roan kb 1 ft -Ac r-orut= • PO JOB /l�O/LME6 SHEET NO. 4 6 DATE // v/ /D5 CALCULATED BY ‘11\3:V G+Sj' wa " .. :a � ' 'te • `ry: tf.• a ». OF / a 5 6 'i.r- 43.2 40(AX C 6iY 64- CZYX. *a . In= 49) - 44(1 FCSC KC..EXk$GE- nlA " 6/.4 - 63 .Si /0 9 / �(o�, - 4.3) 1 - 4o13 .112' (30a4) UNLIT SA's ( 1 1' ' - 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 Fo �U� = 90 ( t 1UU0 5 JOB SHEET NO. CALCULATED BY Wofiroso .7t OF A e o g = qq I c GS � E. g ( X404 )(,150] , I =1 �Sb —1-- 12 1 A 4— BActiu►IC -1 ocrr itt/st 4 - op w�cc,5 ini UN� Kr ► `n 61(m or Al \, --, g‘,0 � �i � s � srA� lc E _ WIrortm kD , 66 ' A — �H 596 2 - 2 30 / 4 DrMti :olete. I ��-1 A5° fefo'), 454 Unl h', si-I-Eatie., ►Zss ismn 8y S ftsA4rc_ klih 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. corn a 4 w ( geaci/ 4 e% 4 ( JOB / SHEET NO. 48 CALCULATED BY B (/)(l4' �3 36 n _ - 51 _----- 10 Icsi (s /4`x5) OF 2 Y j2,4 , 3(,ion)(5 1 J ._ 51 (j ./ L �� N it DATE Sr r Qo N �C•710 � � Sc E 7 9,572.1 , V o / Z S T c 4-S Z O c .4-7-/ O , s 7 ij) 112 Auxpti 418 us STiZ -E .s s 91anh11 its11 4 SC 7 q,5, 2, 7 , (-' lNcrz Accmiso 0 o 4 1– 2. 0-0441 Conti ki rioNis 3 4-s) ic= SZ, D - 0, 25 „t 88,2_4 `. dicS 6.1.4- f1:c 1< Go ki Ecr ronj G SEcf ()IQ t4- 2.3 fo TEALS Fo Iu1E . WELD vt/ - (,')01)( Y4 ( (i je 3 /4- ► x5 "x 119” 63 > 3y2 a 49) 04-So 24J j > (o,2 1- IC �� G1 3S<2■ oi‘ qvi . '3 (• «01)( 5 46 5.4 % 5. 6 '%/% (g'!) = 443 re 3 //2‘;'2/e,: p' OP (2)a6) c (44)- . _ 26/4 C &k .27 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 5-t,a r 0)61/4.1tirri01.1. 3 /6 1' x v " x c t � JOB ►V O E. to SHEET NO. CALCULATED BY ETtil 1A1' (ASO) 3/i 1 x 3 I' )(S " pw . 3 (.907 ( .2) 6, 2 y � OF DATE 1 \do rLs-r c-s E. 1_o CArr to CCN-sC le__ R.,4 5 # \c 2.0 1 0 Si OE. ± 0,2 S I9.6K C Gtc do KING 1 or•1 OF C- 2,3 be77 1_ I-Sn _ _ _ (I) / /c3 " O 4,2'5 S G = IO � 2 T om , 1 -D As r, OS (6)(10 4- 4 180c=r) r-- 61.2 19,5 < 61,2 ok vt e6b R w • 3(• 901)( ) 3,34%1 • /FS D 1/2")(101(X144-" S.341- (so") = I q. 014 016 'r o ` /2►'X 12 ")(64 " vkl (Arsr) I , _ . SC./0Y 3 l O( (l.7) = 0,5e/ I R: 7 7X 1/J 6 -ra g, 3+ = I9.e e z/ ;�aiii.ctw�i!} }ti T3 6prR. 6,7 4 /i y, (44) -= 2(0 1u )9g 6 , 6 `1/41 /woc4 6 , 6k 4 26 - S • (o) •" acs ttA 54/4 z /*2 /13 , , 9l, 1 E.- «7'< ,Q Utr 45.92k Loads: BLC 3, Earthquake Load Richard Hudson & Associa. Benjamin J. McCann H0439 Normed_II Drag strut design 412 January 21, 2005 2:51 PM Normed_Drag strut_DL LL_EL,r2d 1 Z I W 6 00 CO W= W D g J u. Z � W Z I- O Z I- W uj D 0 V1 t u j U. 0 w Z U =. o ~ . z .... z -.25k/ft Loads: BLC 2, Live Load Richard Hudson & Associai. Benjamin J. McCann H0439 1 Normedl I Drag strut design N2 Si January 21, 2005 2:31 PM Normed_Drag_struLDL_LL_EL.r2d ILI ui 0 = 0 Z Ili co C.) , 0 I- -.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_struLDL_LL_EL,r2d Steel Code W12X58 AS ISC 9th, AISI 99 Allowable Stress Increase Factor (ASIF) Include Shear Deformation 1.2 1.2 _1.000 'Yes SEC2 Display Sections for Member Calcs STL 5 Max Internal Sections for Member Calcs 1.2 97 Redesign Sections SECS Yes P -Delta Analysis Tolerance 1 0.50% Merge Tolerance (in) I 1 .12 SEC1 W12X58 STL 17 1.2 1.2 107 475 SEC2 STL .1 1.2 1.2 1 1 SECS STL 1 1.2 1.2 I 1 1 i Company : Richard Hudson & Associates_ Designer : Benjamin J. McCann Job Number : H0439 Normed II Drag strut design Global Materials (General) Material Label Young's Modulus (ksi) Sections Section Label Joint Coordinates Joint Label 0 40 0 0 0 Boundary Conditions Joint Label Member Data Member Label M1 7 N1 Steel Design / NDS Parameters Member Section Length Label Set M1 N2 N1 STL N1 N2 Wood Material Parameters Redesign Criteria Section Set .3 .65 .49 Database Shane X Translation k/in (ksi) 29000 I 11154 X Coordinate (ft) I Joint J Joint Rotate (degrees) N2 (ft) SEC1 I 40 Material Label Y Translation k/in Shear Modulus ( Reaction Reaction Reaction ) Shape / Section Set SEC1 Lb out le out (ft) 2 Area in A2 Y Coordinate (ft) Rotation (k- ft/rad Lb in le in (ft) 40 Poisson's Thermal Coef. Ratio (per 10A5 F SA SA I (90,270) 0.180) (90.270 Joint Temperature L comp le_bend (ft) 40 (F) 0 1 Weight Density k/ft ^3) in ^4 53 January 21, 2005 2:54 PM Checked By: /ISO ?z. 4 O 45 a / -/G . Yield Stress (ksi) 36 I (0,180) in ^4 Cb Sway K out K in CH Cm B out in R 1 i i i 0. RISA -2D Basic Version 5.5b [C: \... \Bill Whipkey\ Desktop\ Normed_Drag_strut_DL_LL_EL.r2d] Page 1 Material Phys End Releases End Offsets Inactive Set Memb I -End J -End I -End J -End Code Length TOM AVM AVM (in) (in) �ft� STL Y I i I 40 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) jk/ft^3) No Data to Print ... Max Depth Min Depth Max Width Min Width Max Code Check Min Code Check (in) in (in) (in) No Data to Print ... 1 Dead load DL Dead Load 0.000 3 1 DL 1 I 2 Live Load LL Live Load -1.031e-2 1 N2 max 0.000 1 3 Earthquake Load EL Earthquake Load min 0.000 1 0.000 2 1 IBC 16 -13 i y 0.000 3 1 DL 1 LL 1 0.000 1 -1.031e-2 1 N2 max 0.000 2 0.000 3 1.031e-2 ; 1 1 min 0.000 1 0.000 2 IBC 16 -17 2.16 y i I 1 1 DL 1 EL .715 LL 1 min - 32.833 2 4.32 3 3 IBC 16 -18 1 y I I ) 1 DL .9 EL .715 I j N1 max .032 2 0.000 3 -3.011e-3 1 3 1 min 0.000 1 0.000 1 -1.031e-2 1 N2 max 0.000 2 0.000 3 1.031e-2 ; 1 1 min 0.000 1 0.000 1 3.011e-3 I 3 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 54 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : HO439 Normed_II Drag strut design Basic Load Case Data BLC No. Basic Load Case Story Number Joint Label N1 Member Label M1 Member Label Joint Label Description Envelope Drift Report Category Code Joint Loads /Enforced Displacements, Category : EL. Load Combinations Num Description Envelope Reactions Joint Label X Force (k) [Woad or [Misplacement L X 45.92 Member Direct Distributed Loads, Category : DL, BLC 1 : Dead load Direction Y -.12 -.12 0 100 Member Direct Distributed Loads. Category : LL, BLC 2 : Live Load Start Magnitude (k/ft, F) M1 I Y ( - .25 I - .25 Direction Envelope Joint Displacements Start Magnitude (k/ft, F) ) 0 100 Env WS PD CD X Translate Y Translate in) Lc in Lc Y Force Lc (k) X Direction Joint Label Drift Lc % of Ht. (in) No Stories Defined... Category Description Direction BLC End Magnitude (k/ft, F) End Magnitude (k/ft, F) Rotate radians Moment Lc (k -ft Factor L BLC 3 : Earthquake Load Gravity X Y Magnitude (k, k -ft, in, rad BLC Factor Load Type Totals Joint Point Direct Dist. Start Location (ft or %) Start Location (ft or % BLC RISA -2D Basic Version 5.5b [C: \... \Bill Whipkey\ Desktop\ Normed_Drag_strut_DL_LL_EL.r2d] January 21, 2005 2:54 PM Checked By: Factor End Location (ft or % End Location (ft or %) BLC Page 2 Factor Z tr O 0 N O LU 11J H w O g Q = I- w Z = I— 0 Z I— ll! uj U � O — O I-- w • I - 0 .. W co 0~ Z 1 max 1.931 2 1 2.024 1 0 1 0 1 min 0 1 .591 3 0 1 0 1 1 2 max 1.931 2 1.012 1 8.546 1 -2.494 3 1 i -1.102 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 0 min 0 1 1 0 1 3.326 3- 11.3941 1 4 max 1.931 2 1 -.295 3 8.546 1 -2.494 3 0 min 0 1 1 -1.012 1 2.494 3 -8.546 1 5 max 1.931 2 1 -.591 3 I 0 1 0 1 0 min 0 1 1 -2.024 1 I 0 1 0 1 M1 1 max 32.833 2 7.4 1 0 1 min min 0 1 2.16 3 0 1 2 max 32.833 2 3.7 1 -16.2 3 1 i -1.102 min 0 1 1.08 3 -55.5 1 3 max 32.833 2 1 0 1 1 -21.6 3 4 min 0 1 I 0 1 1 -74 1 4 max 32.833 2 1 -1.08 3 -16.2 3 0 min 0 1 I -3.7 1 -55.5 1 5 max 32.833 2 -2.16 3 0 1 min 0 1 -7.4 1 0 1 M1 1 max .032 2 1 0 1 NC min I 0 1 1 0 1 NC 2 max .024 2 ! -.322 3 1491.77 3 min 1 0 1 i -1.102 1 435.435 1 3 max .016 1 2! -.452 3! 1062.886 3 min 0 1 1 i -1.547 1 1 310.248 1 4 max I .008 2 I -.322 3 1 1491.77 3 min I 0 1 I -1.102 1 1 435.435 1 5 max 0 1 0 1 NC min 0 1 0 1 NC Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : H0439 Normed_Il Drag strut design Envelope Alternate Shapes M1 Section Member Set Label Material Takeoff Member Label Section Envelope Member Stresses Member Label Section Axial ( ksi) Lc M1 Material STL 1 W12X58 Shape Replacement Redesign Not Performed... Envelope Member Section pfrces Axial Lc Shear Lc Moment Lc (k) () ( ) Shear ( ksi ) Envelope Member MSC ASD 9th Code Checks k Member Label Code Loc Shear Chk Loc - ( - - 20 2 .141 ( 0 Suggested Alternate Shapes 1st Choice 2nd Choice Length (ft) 40 j 2.314 k Bending top Bending bot Envelope Member Deflections Member Label Section x- Translate Lc y- Translate Lc (n) Uy Ratio Lc in in Lc 1 Weight (k) Lc (ksi) Lc (ksi) Lc ASD Eqn. Message H1 -1 RISA -2D Basic Version 5.5b [C: \... \Bill Whipkey\ Desktop\ Normed_Drag_strut_DL_LL_EL.r2d] Page 3 �JS January 21, 2005 2:54 PM Checked By: 3rd Choice Envelope Member RISC ASD 9th Code Details M1 1 .85 Company : Richard Hudson & Associates Designer : Benjamin J. McCann Job Number : HO439 Normed_iI Drag strut design Member Label Fa (ksi) (ksi) (ksi) 2 [ 14.109 1 21.6 1 13.139 Lc Envelope Member NDS Code Checks Member Label Code Chk Loc Shear Chk Loc Eqn Message (ft) Lc (ft) Lc No Data to Print... Envelo • e Member NDS Code Details Member Label Fc' Lc (ksi) No Data to Print... Ft Fb Ft' (ksi) Envelope Member ASD MS! 99 Code Checks Label Code Chk Loc Shear Chk Loc ASD Eqn. Message (ft) Lc (ft) Lc No Data to Print... Envelope Member ASD AISI 99 Code Details Cb Fb' Fv' (ksi) (ksi) Label Pn Tn Mn Cb Cm Lc (k) (k) (k -ft) Cm January 21, 2005 2:55 PM Checked By: RISA -2D Basic Version 5.5b [C: \... \Bill Whipkey\ Desktop\ Normed_Drag_strut_DL_LL_EL.r2d] Page 4 z • Z �w QQ � O 0 CO ❑ w J (.0 u. W 0 g 5 u- Q = a � w Z = HO Z i— uj co U � O — O I— W W 1-- U ~ O w z U = Off' 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 40_/.0 z;4,L ` /2ps,c e Tw' 1e - `i M me= 4..)(101-01)0,..+2.5). 7,¢ \ Sl+o)ZT S>:A tvlstoS RE S is-T nlGf MOM E.NT" r iSbia PA A Ax t s 0,E _\sel M , JOB SHEET NO. CALCULATED BY 4 - r) • 46F ,66(36,6(61.3) X12 1 1, (r) MOP`AgA 1 /! a 74•` r c. I OU 3 ,'_ ( 7 e .) it = (10" %)1 4 6. 25(2,6 11 io 44, II\ 3 1 seci-to►.1 : 2 (4(0) = 2111 S't'ic EL I oVEr< I2\c 58 C O P E. b srAer 1. zy--0 -R M 0 :. M = v( r" 7 (12)2.5 ..5'` Si pe. K? E . R - B 92.11) .. 41 X c I, Toe 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 22S WM/ 5 6 COPED eitlariDa CodS/06 2,4770A/S, 4i e.t.a ZfEAK 8‘, sTeet. \Ai/ j e 34 Its F, = • 4 r . 24 , 41 1 ).r /4.# les/ A arg 9 JOB K■ofeKet T SHEET NO. 14 - 7 : 4 1 4 c.c.ot•Lh4rde.A. CALCULATED BY r '1 • d-1 iz ...IA.( Al er Te4.14 *A) , /4 80 l i z.s. es id ii/c/ ek RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com �s 1,Stsn fotZ-cb-Jg 4-r - Ive oF q/Z/Di E L. 42o, 2 :2, i2.0o SPi L. %2. FLoo SPA PEL I /z coL. Q/41nl DUB 4604.13 Sp#- *,lo (tEL JOB NiorwE SHEET NO. 5 1 If l /04- Mc. l620.3,/ .F3Sp l�w CALCULATED BY D. es /E, Ss 044 (:4(124f 0A gs7 " pc,� . 400 IE 4rx ,aV1 (14 32 pt-F 9�4 Zz 4.a 4 9.8 vf4(211- 1- 0')( 1 . 4 )652) 'got= SnI4W6/2,64- 4101 _ .8 (ir)(.0.5)(ilseLP) loBPc.� , 9 ,-40 F1 ELJE- V4i . c /2 it/ /cg �c .c . t - 4.2 OF � DATE mss .9E9 w= 411)(18)(\!'X15°PCi = 8.C • (7 lid)( z2 .) ( /s) = ��9s ( 74iy / (21r )( --) c/) = (i')(I h') (459) _ y ?s--- (1)(20(%) <' x = / �- Y2.- %z.- z Fr; • 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 5 g./s - M is Lo. 946 /0 JOB SHEET NO. CALCULATED BY OVE.i2441 EA-a 4D iva /ZEL. N 7z' fo"--65)(0)(Ifi) ( r- C is ( 4 Z,Ee/AL (/L /4 P-oo F Sp■A p t2E t... y2 FL oo rZ. So Ar-kw4 /tat.. �2 Co 4.41. �n 1/ (. ��)(1.(7)(42.1 150) in ( ft (i ')( %)(1g0 = � (4. 1601 #- La] ( I )0' d(i 5v) IF = 543 OiroW CL 12 1' (.X¢. S)( /S -) ()( � (-01) ( t C ) ) (NO (±)(4)( ) � 12 - 653 = 1019 - - = 37 To P -Gt — --4) 44 c4 4 � 9 %Z To rtl 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. corn S,E /50v7 /G ASS & 7'8p Ole I i4L.L - /0 Gootdo S (ro Girt 0 1i @;6 pia2F Sp Arl bItEL . y2 r rt42E,_ /o DVE i4 EA SP Jc r2 . c / A 4a. 4o•4-n S e i��rlt 1 r Y2. 1=44)04 spsh/a/z., Ais JOB SHEET NO. CALCULATED BY Y -f izooF 4 - gicou Ceti 4111"/ 1; 4. •p774 (2) /Lein . 6/ s1 40 c.44T/0 ./ (A-41 1'X/4.660) e 2/4 4 ( 3r - 3 -01t ) (IL► 1 -0''( 0 -x►So) ` aoo ((& I4X° i 1 0 d, (i ) - s ; (; /.0y 78/6 ' (4. x.4) ')(6) - .20 � . )W) /.6') (M ( � ) 1 / 1 J ( C ° ) ft o VeitAio.4-4 (Aft )/Y/4 isz ) fru 4 (t)(Jiv °) , -tom r, ,� . // 2 ri 4 V2r 1IY. - 8$67# z • z - O 0 c w i (" Ll. w � = w ZI- Z° ILI • w O St- 0 w W 1-r- IL. w z. U N 1= H 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. corn A/mC 04 9,-/4 / E hoof-64 0 esWJ e /z Qte4 �f , s q 9r 4 E ed Cow •201.s gOr). Sp'r,J E L_ 2 F ioo1 S p�,.! D ►'LPL Coc_V! et Itereozeltic6 alt 3S;5 /19 - - __!>„ //� 3 7116c.4 3ct. /8 JOB SHEET NO. 7 o CALCULATED BY 2 g.coF spk orr.EL i FLoo�C. s lQrr -fir_ * kM J StoANOOMI- Nniz,mF.-6 � L2 B.Tn1 = .gc4c# OF � DATE 1 4 1 i on C X ,Gx � (it) = 870 i`') (6' XtVD) =- or4 (I b ')(<•s) N OP') M r ic -t*- t. ( l2'X( 'Xis-0) = 46yft fp . (4)( 0 24%-tt- (A )(2 ( )(1/N 4,l ��2 Sp, J �orz� -L A-vi)(aft) � 050 c 2?.. c1 , P) 2ba., / 4 kr /6') g6 4-/ rt."10-• " I 8 VO 0-6*'`I x., 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 9d _4 /s /c v/ZO AT" To 9.„ 95 t . LO 4-CS . deA/ /Z JOB SHEET NO. CALCULATED BY Pmr 4kitijV .— ark .J►J it- / L 2 Coc. v nr► n) ow ^moo 63 eoLVr✓ evri OF DATE 01)(tytyal _ \ ..n __ C 1 ) ,(I e iso s°) 33 co -:. � � v & Eiz M �pA- �vo2�.� i' ( z °�l 13 ' 5 )( 1 50 = /0 ,) z 141 So ►L. � z (20(4 � +,S l35) = c 7 ; - �2 � o� 1 D PA/1 F /E , 2 1 65/ (54 ) (4) 24( iSgs1 • 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 19/ JOB v * C o,U'/ E,It-TI 1.1(9 - `b 4 vt1 t -D (L14'1 1 ar ,Clot‘ 11,102 V -fhb 415 Ze7k/0.0./ 4 4,4 , Ssisaapi- 493+1 -, 12 407 OF 1 1 DATE 1 6 0 4 424 266 1 \ Itar) 4/ \ 4co /► ?qQ lee 12146 4os l 26( 20 2q/ 384/r t 8360 -f 83 - - V = 2 �9r_ 490 A3' -3" -f /3=8" f 22! 8 soy �7 490 /O r9c3 // io Scht Pin trtAG, 1 z 1 z w oc 6 U U O CO 0 J = 1"' N LL w 0 5 g Q = a I-- II = Zo w U� O CI I- CU u j w z w - • I O F- z RICHARD HUDSON & ASSOCIATES, INC. JOB ` ' Olt CONSULTING ENGINEERS SHEET NO. 45 - 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY 206 - 324 -6160 • Fax 206- 324 -6248 rhudson@hudsonengineers.com V v= 12705.0 12705.00 v= 12007.3 12007.34 747.00#/If 598.00#/If 40.00 37.00 4141440- 60/V&A Snvw,i 598.00#/If 747.00#/If OF DATE c1 I Y tt v v= 14195.0 - 14195.00 v= 11161.7 (#) 11161.66 z z fe J U 00 CO D WI N W W O 2 LL. Q cn a W Z � = .. E- O Z i- W U � , O o 1 W W H H • O W z U - F1- O z RICHARD HUDSON & ASSOCIATES, INC. JOB MUMS° r CONSULTING ENGINEERS 64 SHEET NO. ' 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY E3-n) 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com V V N./ v= 12148.3 12146.25 v= 12221.1 12221.07 747.00#/If 598.00 35.00 40.00 598 00#/lf OF DATE 0 4 - • 747.00#/lf v= 13283.8 -13263.75 v= 10943.9 (#) -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 /14 i rAip b4S 9044 .55 4o+ 1(516 + '70 4 gs 4 ¢� ! /, CoA/V/Eftnm: t 1 eoft.A/ C. To re) 3o ( 2 ) l 4- 04/"1Z (rz 3t - 4 3/ 1 fiwoor JOB A/ SHEET NO. 61- OF CALCULATED BY J3 7/0 J DATE // Se 4 41 ' 4 P4'✓ a 8A 7y/ ..�/ 4vUOS 9► to c 12 top.g/e. re5 Na SzSf /Ofd = 6 ,g/ "e- 4 41,1 /moo 1 = //74 c // 4* v Q, .314 14.4 / 6cuig /i ,/ u- S,o04e-EL /40 /obi / vvo ' // vw.�.���,:a.w.�w�r'a.w 'y.P-�jr 7�r�.: �Y��j..ti�...cYi+r•.- -�W.vu.w... /14 47:4 RICHARD HUDSON &ASSOCIATES. INC. 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 95 V v= 18512.7 18512.73 v= 27130.7 27130.88 1658.00#1If J0B 831.00#11( 52.00 35.00 742.00#/lf 742.00#/lf I 1 v= 17409.3 . - 17409.27 v= 19907.3 (#) ( #) - 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 /96 SMA tro SHEET NO. 6 / CALCULATED BY S,ig �igPM2ar�,vi 2,16 firmp 1111 91ge JOB Nor -Mel I .Be..r A/E ' : ?•S4. 3 I DATE i.....,.—.,. i........,:;.:..1... n: f� ,' ..:............u...�.::i:.... _t: ,. ... ..�i. .....e.iL .:y_,.'d d. `i�.....11.�: _ �.....i..J:.i,:>�'.:r.Y;.:`, 1..::v. RICHARD HUDSON 8e ASSOCIATES, INC. ''08 /1 /ox,,4, -eJ r . 10 CONSULTING ENGINEERS SHEET NO. OF 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY ?iJikl DATE i / r o 4 / 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com 1 2s3 4, *-E. 639.00#/lf A v= 1797.2 1797.19 40.00 1 v= 7787.8 # ) - 7787.81 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn • a� LL '777 DI- 777 LL 7277 D/_ A LL l (eii L . _ GE - r r 00 0 R-7 (0,4 EV,�L, / �Z (4 T i3 i g u 22 ! 8'r / g ! e53ii - - 741 A i!DIZEL /kIEV-7JE1JF 241k .k W spii,(p IZEL r faro zfaF GC.- ,) E....... • I ,..1• • Sp oral. fJC. r s_/ . Fl5? , $5 . 4 44f. /.3f• 27 d. JOB Q (?M . SHEET NO. ? CALCULATED BY 4 11 s DL gco pLF DI-- :IOC:i1 pcF C.L Sr " - __ .._ - 4. 68 -pc.F /ti$' / 0), A A tr\ 2.27 /, 3V //. 3 fl3 /.94 • OF DATE 7 4" p� 2� �I pL 711, t l`'.4a,pc.P SPA•JORr..L AL 10 i5l0gf— .1 if�cF cc: ]' • -'Zoo RP- DL_ I co o PC. (LC.0 = t o g if tit eeek4 LEvFL 4 7 13 `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 TT1J AL ?. 2 nn !.L 4.6 M E-v41.1e.A.Ig rrr OL 2 a ALL .!D•S� ABEL /3 tArektJ I E s .rD 4.1 � � I��g 5 9ii NA4s • I( N � U.. Iloc p t Siok*1QR-E1.- DI.. 4:6 JOB SHEET NO. CALCULATED BY I I .1.._ TRAcs '_To Foc .Lt AT on( LEvEr•, (ii 4,2) 23101' z�� o „ -43u LC. 4 Pc:f C.L 210 Al - N ,� 2 t .o pt� 04- `1%4" I*" X02 pu=.. �. - �.. SpMi bI2 PL- — 510/44o riz c.. DL a�. LL � 5 , o OF I DATE 2.3 70 E&/t ©F - r+hs pa,,� l C) 42 I_, CI 7/ I , •• t . i 1 1 '-$n 7/ j IO M a u e 41 1 . loa P 468 PcJF s iog. 0l„ ` �. I � , J-o#1 5c) W'I rerruc.*Z AtacuT s UrJr, • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com LOA r A E - rb FoctJn Ai - 1o+.1 . /1-/IS t 44- q Q n PLF DL 185 f'C.F l-coK(K/6 P &i To SY -gal F . 2 r77 /L /B SPA -Nl OJ& E L D ii 1/ �� n 9r2i0 C .■ Gr , 7 - 7 v1- .21 777 LL 1,6 SpA481 1-EL . Zr /6.S' / AA- 30 JOB -> .7 330 r6 SHEET NO. CALCULATED BY 1J0144E° ar 7 3 OF DATE 101(s o �- LoLJ (po Up goor 1-L /2,1(',f) e- 188 tac Q�C.� D1 - ' RICHARD HUDSON 8e ASSOCIATES, INC. JOB NI 0 / rrb 7 CONSULTING ENGINEERS "V SHEET NO. 1605 12TH AVENUE • SUITE 18 •-• --- ---- SEATTLE, WASHINGTON 98122 ' . . CALCULATED BY 21711 ... 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com Mg - To 5,0■100noli m-oz_ 7)7 /o,s -Vi•tri4 It 777 5 777 4- /2.0 t4 S G. 47t ..... if. r 42o ?9c 4.30A Di_ T S f.• OF DATE lo 11Y/0.k- +.• • L • • - • ••••••• • •••-•-•-,•••,•••- •• • • RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com m/ DL .$ 777 LL .6Z- ME t��l�. m b!- , /O 777 S pco. ' ■ct nieistrt,m4E.. 1.?'4* S•t spaiJO►•t-IL /Fend. .; o �, $ 3 , !0.1 1 // , 1 , 62! IL /0! 0 'l1 JOB SHEET NO. CALCULATED BY L04-1 I2 -r-E_ 7; ' n d Nlop-tyiEn OF DATE o I (J 04- ...,..,.. ,rr':c::•G;.r:�. .a,,., ;`_1:::ier'sri,w,�:aa: .:�.; �::.C�. :;: �. _._._.`afa.:.�t;'..v.u:.c:7:..; • 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 1 9.. sp.4(;uQ *I LL *eat_ *2. LL Me J iL .b3 "$ 1 1••• L 3.2" Roo F la ME 1E.mt. /11" u -ii Mc-L. .9/t . 2,o2 /.$) .544 3.2 9 , 3 � JOB f 2 1/ boo SHEET NO. CALCULATED BY 4r . 96 / K I 7.z! ofr 44-• 1st' (\log-ma 1r �6 gryi OF DATE 1018 04 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com lot _ (")(')(')(sp c..P) Sec,e wt . 12 299 P64c GJ« t (1F2.)(15 +6zX2s) (s iovi) Ft_exUg . tv1 _ = 145 2o) gay - r2t1 6 A ssvt-4/ /h e g Mir) ° 4,4 4/- a/) Ala . / , - ' // n>= 77e / 4 : . k ' > 5 7 1 ` / °A- JOB SHEET NO. tAtis ` • (W ��) (38 fX' � ti � 9 o.. CALCULATED BY 42 MA4 12 IA = 1.2D 4- 1,(L n-2) AG 3IY -o2 1.2(7+ 299) + I,(,( rap) = 1451 Lotol FA - c - t•o R S rs 'bi— = 12 p5F 5l2DA/' 4(46. 9(( �.L v - 25 psF s 1 5 /,)4 1/ ,� (0 &o1_ = (/ /(12 ) ' /2�C PSP) d 3c� 6w ('op) e= 4000 P si' = 246 p4c F = '0, 000,s; .1tvtio 01-& 86 /60, ow) .�� (10 )72 I kp) 0 0 3 M /Yget) , 8V 4 " /h 60, z D (''7 %1)(3b'`9 . 7 60, 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 1 4493 1620.24 JOB j 0!ZM E SHEET NO. 74 CALCULATED BY DATE l go o - pa... - 1, A.2 (- C cam. W41 4x. 5s/o tr TEiti�✓l Lr�.r�,,� . 1t�i.✓�. / u st 4 ., 1 w�.�o ( , ` - z to psF = Go pc.F b O I. 460 96 fir-- WA/0 c ra/L O, 1. OVE To k/ii/D 9 )= 4.5 I e /,rr5, vsez , 14/E 7rrr' i = (a 4j /z0(1 1 d (i )Oso Imo) = 8os 4/1 = • 4- t . S ck) = .4(1.o)(.9 lO.) .'3 b LI) 14) . s-)1 6, Nos 4 / i) /, EAien4 aft M E. -414- se M OF 3 1 05 1 15 , -A1 t -, rs 7 A9 11 2.0'1 60 ��� ` . 915 •��� •sr gfoco;(aor ") %/z .(5 1 OCO - ` /8z/ b �"I,a�o -1-6.0,600 ti ‘`P � G ti� , a ,ti Mn 1frj if/ 1 0 ° .0 0V) ,/ 1 0 e Mv1 OPts (61 = .7 (.01)(k,600)( 3, =43, &,„ , ( 2/ A4 •2` ok h . 9�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 /ei.4/ 1,eiveto; a 4G • 00 . 0020 JOB SHEET NO. "404 �9 CALCULATED BY (J456 420) /6 2 / , 4w° ( 3t!" Vc I 1\1\0a4 2EpJpcncrc_itte,tr Kar RacQuia.en. .14/r ievArnit ��F/Z77eAfC �G ?E.6 S IS .Jc stisAK e Sp° . C lu/kr ids k 4v =. &pit (ics-")(i0 = / - 2 #. " Wege 11 0,c . 00 ('W // ) .26✓ s @Ik"o,c, dpi o . d 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 Chi ceA rZ, tc,a6i6It 4449-Ai 6')/ = 2 �8 / 43oc, _ act PC z 5 �� � swow S �4 -G /,3' of /• g6 < Soo A mew- ,9164" ;U _`eefr �ll� �3 tZ 4K srE.E I �� / � l = /05 'F'' /33065):: /44 ,> (�7/a/ ,e7s ) X 44 It) = # '4?, �- ' / J ( 133) JOB 1 SHEET NO. 6 6C1 OF � CALCULATED BY 'ETV/ DATE (/t�nc /S) /0 (te/7= g, 2 cs yj / = �4 AT, = rev' E d le 20 OS 4a LA - Top &S ;- w r4 2 6 00 co 0 w. • u. w 0 CO V = z r • ZO O • - O I- 1 0 ' w z U= OE— z RICHARD HUDSON 8e ASSOCIATES, INC. JOB OWED -.I: CONSULTING ENGINEERS SHEET NO. 8 7 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY arm 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn P Spa- �IpI�I -L Smod 9457 V R1,141- Loa- D Ft..oe hll eTAt VJEg I KDE) IJ�SI qe-loS I a * 1,1_ ft. g Pi- 14 • - LL i o pt P= /4(2, 9)x/9(/4 - gss4 i 2/.8 MN= 32544- ,bytry9w.al . . w � 7-771X. 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn 'Poor �N1M i 213,4 ":" las �` OK. JOB { dfaM1E- SHEET NO. CALCULATED BY RIM OF DATE l01I5 (/ Rr Loki.) ')z-,0 Kr) M . ∎1 Pr-nl DP-E4- �ES I Ei �l \ e 6f eris 1.2 - ' P � 1 , 2 - 6 Ty (4) - S ¶ 4 P Ar's C S t i = , °I ( - 't' ) = 2-/16/, X C.(4Ece Fog Lxcri LE r L viz I- MODE BPS► I A = • 75 45 4 = . 8r ( o )( b ) ' 7. 42 . " ( }' s� E9 oar '24 44_, a 5- 56 1 :4-1 I F'"C 1 k T O , . 1 g,) '' Li R r4 1 A- o l� Do CT/ lam. Co.) 6171 (>1•0 , Use 64)44, SAK TE P 4 EraTok-e) M(AJ I M('M revs'dAJ gt_i4r-oretEriEdr RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 -324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn i ntf' L04-0 t=20 M M e7f2, \VE-r3 ?ooF S -tJD CL- basi ( 2tas 1.2- 4 E I• ige s Vh = ?rir = 6, Vj y ((4tL) 14.0 @c,1 egg_ Bf— Pp-o 29.9 ? a5 2 1. - 4 /f5 JOB Mii1 D :ii SHEET NO. 3 CALCULATED BY -' I ( Zi- S l OF DATE IOIIs STI (Z42- //tr/t. goof-As -1 o Nt or.J J2i t1 (c ot2[. Emt sor A let a 6/ 2 ol Fog = 50L_IYAIIE3 . 09 4 ti 4 so - js 4.J oI Gna Ve7 , (6os coo4 18" Vs G1 712-0E- SPA E- @ 6/ 4 Ei-s d 4- Pot z Z j w o CO ILI ( U- w 0 u Q = • a w 1-o z � UCI C3 I -- w • w �-o .. z co O~ z RICHARD HUDSON 8e ASSOCIATES, INC. JOB k10 r2-M 56 Ir CONSULTING ENGINEERS SHEET NO. v ✓ 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY B]nl 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com V/ >4,4' (-1142)(S6`) 2 �-` e X �6 k C1/2_ sP+� -I �i o k \in= \/ + = 16.2 -l- �.4�_ 60.0 ciVh . &S (60 � �• i� � - r' lz-tip I Il �-n 0 rJ of s#E4 cE i ki Fo gc�n� fir' Ti ey_n ► J A-rt n. tit, = 3 2. � @ V- 2(. sr)((z, 2) = 131 DV - �/ 3 " t 3 I -OO!esj S_?"Iitgups Raw I2 'Zo11E �'1dM M E-� �E/3 .C�� K p E� e !NQ . ,Z E �,2 g =rwMi M - r - t 4E! , .7l !- v EIS � rVi 1 .2 E 1.2 �- . OF DATE lb /S 04- 0 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 (\IOpIY1Eb SHEET NO. CALCULATED BY arm d' OF DATE 4 fr V3 1 to 44.0 Ig IJo ovarz � ►Jz�S ok C =- 3 stohJ c, k/t 514ps 4wL (eR ttrcti @c fwkP') (//.04 .4/6 -oxzvo1/4./ tee/x/pewt‘gx4Aotic f ,� `'M ,) puts S PI LJt s7'T -IZ J 0 Si ViEidr-ootexkit e ',fit N 1)r Pioord 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 Att*I5 . !_ow )20*1 tAL 2,5(►pSF) _ oepiA tAtz V912., c to ( Zo )z 'Lao P4= vIEr-0r WoL ( ) FLOOR Wt- t,J� to(Impsf) - ca 4 l1 t I , e. (706 4/;) f- /. 6 Oct° PL xv/Z4., JOB CALCULATED BY 14J 1 ÷ I. (o 1.. N e KJ A-ci 'Laos i-o - ric.-rogal Fel< Creg q,02_ 4 tsits)/ (10) 04, 4 fe.T.6 SHEET NO. 7 m4/1/044. 4 0' //ham/ P L 2 0 P5fl / 2 6 ; / 5 / AP Lot /A p. 1 G = / 2ps 6o,aao 't'p d= 4 0B*(l a g7fe 7 & - 76 p 307 • S , �� , ovof �o OW) 5 °v `� �5y' fr" L i ON • (1. OA( 5 •5 11 1 ,d /* 1// at. r Mid ,du /0. 1 Y5 9 /rS4T< Try/ gOailli.VJ moo✓ /: 66. OF j DATE // 5 • 6.i 4. lia, (9 % go, coo C'84 2,22 =. 13 g'S,(S'6 3,0 ), od3 r ,oy • 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 /h flME06 SHEET NO. CALCULATED BY 40.4A/40,e4 - 4,e (rip) OF DATE // /os YVi /C es /l to4'7y WA/6 ztj S I 6 11 �( m[S 4 n> z WAte 40- u/�, 1 6 0/7 per) = /9/ p�., crof o,✓ 1.<4/o K/iO4 /S /. 2) ra 2. �it//� . GT /O.tr.4i /1H = (i i)Yt0) ?' X•4G7v e , WAID 6/.5 /G 4 = '7 rio WIEIQft7 /1 = 5L 2" (( 0 i)( p.1) = .06 4 A Zoo3 IBC Lo ?,o.z.1 .4 he Sps Law • 39.14 kik @ cxr mui -=-- (114 silo jeitt kiti • 311.G(44641/1) v_ /344 , vdsk Aii ooh E, 3 /6 ' rP Viitgb POE-GES ez IMF lio sls Ze44,pitIGI, ,ii D' , • '`' h A (2) 1 -ie it ii 01 e/i 6wom e. tls v � a � g &/ 'y of � 1? v = (.0 2) (go, 000)(g. 6zS - ' /= l i9� = 16 2 4 to ' h = (g c f� acv / 1 �3 • 3 r / 81/ A A _ ,"`J °,/41 4. / 1° y, g k/ A5ovimi -, n7 ter, _ . 8&3 -$5 (000)(e d') Z w re 6 U CO ui LU Nu. wo u_ = d I- W Z = 0 Z LLI w 0- OH Ili w �� U- O z 0- O H z 11..:"i:= 1.t.:1..��t`i 1rl SC5i8l1.ti' &.'�.. it:.`:S':CY.+'��'�':t+^ •liw:in.'{. Pier,^" i 3 'lA +Gr`.k ".Lt,lw�- i..')::t:_ti ^. zM:.{u:K.An'.'.�.YL`HCI+•: t "u(.`i`.: ME M>'✓ VJ E Pbsr Aige - i/ / 'IE, <'L» /,0(2 &= -' KL- ,.o(,,)= // 7== 7/. r:" pat / /q. r" Tvl 1 , 2 q )C /q. T'4 7 "X '2 "/ 4- 0k 0 /4 MA/e 1 I 4 r\04-)e C, =' 'g(z.I4s 1 Ft r- 4.42 $I 90 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 NOPYWeb SHEET NO. CALCULATED BY E' I C am... aWM1n!. � Rao F 1b Fbuija Ast - - - -4' LAp.E r Low ® SEv1C.E. hAs c- err LL" 44 TL,= 7 /,r" '= I, I-EvEL DL.: ?� t4 L 1 y 22' J i,e AE. T vl 'i X q'xf '7 /p) cam U, NI. 6, OF 10 DATE 10 , ► 1' ,Q S /la. ; L. %L M44,)/ 4•.• . D L = $3.5 LL s 86 '` • 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 Y UC.c ST et I f D 1 /'1.10^ eP Al 47. ii7 S/ " =S2. 605 SFA- - 40 = 11.o ic.F D L + 25c2Pc.ff LL PC-F 4fr iAt r 32' -44 JOB SHEET NO. CALCULATED BY 1 .y WI }1 3,2 /Va/A440 90 OF DATE P0 Alnw, ? ' e s/oat/ _ /s/e � / 1 v- el? 2' MM E 5' = 17. 46L ,57/ k -.. s EEa Q` Rio, .an/ &_e4. SOC.k/E 'frog- 0)01 1-On.M LAO 40 � uume,L>✓ r u.) le -- 2(5% 386 pcF ,9' ( 370 /. a�3 /e4 o 4.g% Aye WTL . }k a-r /cam 7 26 4 /b - 39 -�/, 77 ec /Fy 3ok /0 s �olsr liq 114- sEc -i-10 , 11, 1 z QQ = J0 O O IIJ J N u_ al Cs a =w ? � WO • w U 0 co O — O 1— w H F L z w 0 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 Kin RA GL 2r SHEET NO. .9/ CALCULATED BY OF DATE of- :.l C �oIST (C4,T) 1.4 M -� L= _ 470 pc,F 1 l I?c,t� 1; per w M = $,2 = SMp ,3� x 1'1 1 2•c 28. re s c 6.0 4,3r C / /fl✓ - - ' 41413 t -se4 Gv/ 0 s /770A -/ 745 4- 46.i. • ty pO /4JT Z 64-a .( /8K6 - �-S IST T o SrAft) k � tt r IS. - !' 1. k ati -4 2, / Orel III "4(6) Cam eVkAti = 4 / /fit 37o�X)= s2.1(6) INCRF -4si . of 11,1 7 FDR UT l d 61 1 - c m 0.y s84. 4/9 cart mei 74448. LL 4 1--- C yr- ,) /Pr c1 /l E'./T C;; 4.. �,yyi /-,/ ., � 6 LL. ''P G,rr Z- o • 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 69- C IZf4'1 =i' o I S r (6711/0 c(0-tfr (cMJr sit qi R-bE1 2 -s. L 9 i ). t= ( r r) - _- —71 ._ . ' 161_ _ . t1 = C Si 39 21_ 3.2 ( Z.13 / /z e 7,8� Rovkloe_o (9 I s` JOB =S o/ SHEET NO. CALCULATED BY 01," mL.94 asa _ emu. emu. = 32" 1 I @ ter! IIJ . Z 24- /./�.v 4 edvv ter' ti7I i'1C/T744/ 70 4cccz. r" hlap.A4 92 OF DATE to (l4 104- /l = 63.3 t 02 = 64or mY- # 2344-eesct ✓6 $ $59 X� / 05/ /4/c/zo - E- o, / 7a D4 4/ it9e9- 090 *K8 38'7 4s U s 7 Fi'reti =at2 'ta'GS: t r.; ms 's " RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com 68 V O6 CP-A-p-r 71;s-r -- "Te; 1 sr ' (A r= zo 1"4 (1nn 4 10 4.2 ....01■•■■■■•• • — r I V ) tg,/1 14_ s+ NI/ L. a4 A i ,i-c).41;) 7 4-G oa/7" s- Chi. JOB MEL -Z SHEET NO. OF CALCULATED BY 4 1 - N1 DATE 14" s tilt ' ! , I ' in 10. P4= IV) =--• 77/ +.1/ et lithe: 1 26, 8 So thVE- M4D 52 4o66 47 3977-4 20 -514 LL tow,a' tt. It/ = 126.2- uPo..extr /.14.,004-sE. ofi tiZ VT 70 1 , 4 o lat Usti ic.o r24,4 RICHARD HUDSON 8e ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson@hudsonengineers.com �oc3 t � L CA-si-r i L E J/ e..K Ae1 318- 02 Lo A-t CoutalkJ ATtora.S , I,20+ I,6L Ff xEn �. EN9 (5+-25)( is) , ®9 /Z4 /V/. -( Di_ ` (24!)(3,4 t i L G L .9 1" / • 30 (e/ D . 4146 1' (1 �(5- 1.25)24 _ . IGI IGCF JOB I \{ `1 get V) .9¢. CALCULATED BY SHEET NO. J Fl.)((d)(12) w LL (3s1 1 d =- 4.4 P- EQUPrt. 4d opf'as rrt Si+frrz -E Co i pA'r! - t Lt-r 0,= A 2 - .G/OA T Ac_ -r-o )a'Ep Lc,4 c 1a�r-LEc-T r ok(S , 4c1- I ttc-i , AC041E- ( at NloNI - tim r -1: �1'S 4 ' , _ . oy'q , - . bp°9 " P=0 = '1 4 /��� (14_4011;5 e 1 = • 006 46k. = , Oo 22 P_ ? I 114 A '00* . 4 , 0025 1 3 r..or-p --› 4' t a , 002 A - , co 24 P = 3 a. _ '51, 1 �r' l Oilosegl . c = 3664 Soo S 2 svppon. egg &y (01 10.1756- ) /4 Er7 ile4■01-7 ,€ A✓,-o /GE..?A Lc c 7 OF n ., DATE l SO 0 E /15 t r . N$ (Ialeco) _ .24 4(2) r , 4s� . 6Z. or j'o / - ( 4,0s`) 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 0 ffli) SHEET NO. '75 CALCULATED BY 131ri1 g*cp -- roP evrtoki ActeckuelerE OF b 2o0 (11/4a0)(skt) to, coo psi .9ir Gi t , qc/(z) , w 9.1. I a,, 9 , t, . 24' ('I,3) .306 < - DATE l [ "W 1 05 ' * •62_''(dO, s 0c55 .fr 01, 4 (c/ /Z) .9�•6 Z)(6a, 000)(3 — ¥O "BeamPro - version (6.4 - 32 bit) v M D V r v= 11588.0 m= 38841.6 11588.00 -38641.60 INPUT FILE NAME ====> DATE ====> MMENTS ====> ====> ====> 9580.00# 370.00#/1f 14.40 -0.0043 -3300.00# -3296.30 (in) (ft C:\Documents and Settings\Bill Whipkey\Desktop\Normed_beam1_cantilever.cb 1/31/2005 12:02:14 PM z II z ce (..) W W -J u_ u j 0 LL.(. I F ._ w z 0 z 1— • co O — O 1— W ju I 0 1— u_ 1 • 73 7 • W o 'BeamPro - version • D EAf g- 784.00#NIf I I 5.00 T v= 7220.0 m= 28300.0 7220.00 - 28300.00 INPUT FILE NAME ====> DATE -___> • MMENTS =___> ====> ====> (6.4 - 32 bit) 90- Fte~ 8400 3300.00# (in) - 0.0024 (ft-#) C: \Documents and Settings \Bill Whipkey\ Desktop \Normed_beam2_cantilever.cb 1/31/2005 12:01:34 PM C 6 J U U co WI J H CO WO 2 g = W Z I— O Z I— al al OEn- W W I 0 w Z 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 Et.1-rtaki sp J r2- l.,_ @ -4, 2s i` 9.1S ' D/L JOB /`/V/QM SHEET NO. /v CALCULATED BY g 4 4 s4 t3• ' 501 C2 .sr`x /) <1 0`1 n .10'10( ( , 4) V�� = 1,s ( 4- /, 6 (.'H) M = (1,'/I)()11 5-8 8 _ 4 ? ri M . ss ti " 41. (d--)c) (er)i 04 (4 8 3 4c/ 1/6- 02 n = /. d �f eFfele.,fri 7- OF DATE 3/ as 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 IVOrZME SHEET NO. 97 CALCULATED BY OF DATE I 2-2 z - o`k . It PI E.12 EU i tai415 g 91 2 .40 T(PIC.AL CONCg. TE. LATERA -L RE5 s n!61 k4 = 4,3r +5.9 -" 0k, 9 c c., ,P,_. 5o'') < 6, o oh eve, U✓ tr PER 16c sEcrIot4 1908 •/or s1vw/ A ■Au.. p g ' DEFI �1�1 c 41 tt Slytil E.4.wet. T As yiAct.l. 29.S Ac.1 318 02 M e t $ph+JO SPEU4c /2t14 CoAiciz -e7 a0 0L. S k/,4.4s , tr • 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 Act 36-02. E.cz q'5) gt.-EM26 1S Akr SHEET NO. /de JOB vt= I,s D -t 1,0E. + 1,oL 4 /(2/ /. (q. z6• /" f7.s Eut 9• z'` /Vie -441/11, (It•2s)(sitn) F46/ qz — 6A/e.40 E T►c MoaE•c S ,cols = 6 _ = 11.2 'sA 33�f 12 le rset, = 9.2 (I rs') (1 am) l 12) = 7, 4 12.4 co 12 M 1.042+00 - 6or psi F 3 375 e ta*V40 MAO le 7j.cemo G ETn EMV . Filbert . CALCULATED BY OF DATE I2I2 /04 1z Pig ELeme&ise ,moo a,2 o f kiku. 4Sra-ic 12. (v )(s'o` 13 41,6 . 2g vir 3575 --- �� 7 4 f .....:.17:•4.;.,,., �::h!.. .�:�:. ^: u.... i'.++ �'. tY. .':!'hi�RiWY.tlt��iti: ^,•�C�tY %i ...., '.;k.��.L.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 Act 31 - o2_ 21.1 - SPEc- t At. Rz. 5m2 )crurt.At t.. \kiPtt t.S . 2/•7.2./ � ? . 602 2/.7, 'p . e O 2,5 Ga►al° 4 8r Ml 1. i� � Cory• 2/r e 800 PSG Ps RA. r o rL CfEM1 EST' 21, 3.e--I .1. 21 . 4.C , 1 at/ tO 1W1 U SHEET NO. / O, CALCULATED BY JOB - 772.41./s ✓4/LS Q, .MEN Odl To E Id Lae_ oA 404. �cGEp r.4C5Ce *1- CAS E... 57 4-X6 +/0o V . Pier. gLameAtts 0 Q0413 Ar 2 s 4.4-/Z ` A9,2446 — < 5 (0 141 c 11 4 uer //et/ 2,EAVA, O/e -ro ap„,boce/ (i// T.ei .S,E 07/ o •✓ /V, 3 . (GxcE,t: / et. / V STia -ms. (2/.'. /0. / 4c /3,V -02) `Critical section .'") r Vdb t 4dbZ OF D A T E ! / 2 ( o 1 - 124 No. 3 through No. 8 No. 9, No. 10 and No. 11 No. 14 and No. 18 Fig. R12.5— Hooked bar details for development of stan- dard hooks ` 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 (4 8 JOB OottMeD SHEET NO. ! D CALCULATED BY Ikl Pc.P1- () £ = q,2 Ro.4z. 44i 9 ) ULA ( I K(40 BA.R M C/3 M 0 EAsZi sst, mse) 4sCGf )! `"' . ct S o .s-P 6-114' Fr-gxvg-% 4-- coo c fry , q (, ‘2, avo 0:0)(59- " -- I - r►g`1 (z) 15.41 ei4Ect - P s = = 3^ � b,,,, cl 3'l 0 4 (5q M 60, 000 000 INNOI ( ' I • • OF DATE 06 44)(60,oco _ / " . Ss( d ( m 6 55) (6o, c 1(5c. "- 2 ) i .v , te 4J sc e y /..f (4.s 1) • OS 433) z /, G" 1\4 U 1. (" /• / e/ 1 -/ ( ' OA ( e (/ 2 L 2 z 5 . act 3, • 65 (,) 61 t ap .1) &1 7 7 s I ti 1.8 oel. 0/e0d- et) ) T I ffci':o 1 - 155 - .0. I� ^ . 4 44 .0 D 0:4-14( _ 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 ( i` 59/1 A = .& (c:, 000) z. 5 z. a u 4P� 4 = 52.6 K ') = 13 fr'' 1 A T j .135 • 85(4t y') ►,, C=c''i = A _ A 61 4 Derrrl /A/ 7 r,v&'At- - g `��' a s —/62 .003 = , G /4.2. s Zo.r /0, 3, 99'.3,.2./ o > /10,w/c/ 5T1' l,, CIA. a GO, X0 .00a ; 0, 5- 'lo.S���► . 90 JOB ! !kied SHEET NO. ! � CALCULATED BY 12577' /) 0 00 OF DATE I 05 - - 000 = = . 002 I , E //e7` TEet/1 /CGS /^/ gterno", ' 5 7714 ./C/1'" DE 5 /W ��4?1� — /ZEGiv,,t 6.c 5T7Le. -, r -)- 0 (itivM Rift. jn ii i/44 .00$ Z z cc w 00 W = co u_ 0 H 0- o 1- ww • 0 LL 6 W 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. corn Lac. Zoos I lo2U .2,1 M-TT mss 4 1 E SA5 Widb VJ /n/L L 0 IOpsF (L 5 d0/ SHEET NO. 41 OF CALCULATED BY 18 /M DATE JOB LE1 of- PAr,.1 2 . @ CPC 8. I Fors = to K s � = 3 , 24 4 3.15 + ,1 erg 1.4 ti bs ULTIMATE L , 1- (1 , o) (• 11- -- a S l• 16 t `1,n) Poor 3.rki4valz.E...1_ �1��( 5.4 54,,1 - Y2. foo1G r rzeL SIS ,3 3 wlA = 2. o' M It E Sr D1 . (124( V . I Fp = , S►b(tvq.,e1 • p 3.24 t�T ENtrgy SPktilD1 L (?X4('YISO) = $ 5�` �� 3.15 �r Y tetirn2y Sprng -F-1- cow c( . 52 -2 ' F ,/9514 vet = 11900 oerh /,elle 9/o0 z /, /- 8 To roTM. o s/ /e/ 22' op- L.6.4./677,1 ,PAS/ST e y 5 ' 44. .'s5 \ o n-}- of 'sofa, 4 V3 1( -1- 5.4 4-.1 13 38 /r'` LL 9.0 4 to = 21,Sk 21.5' / -" Ve,ru4t. Los+ -o5 W o. EccgAhricnv 8,0k/ .24 1: cc 'Ys',"S:AY?RXCX : c6.;S 'f134i474 L:d2..1Z" :47 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 S,- i .60v7/c, JOB SHEET NO. CALCULATED BY lo s IA:- I,4D + L k 0.15(1,4D4 110 +(I,(■ ov \ME) V1= O,gpt (Ii6Ioz(10t,) - U = 114D4 1,1L , it - - Te4w S 4-k Ada Book' oF. A 4p I n • Soc.cfin o METI.1 -0 0c.c4 I roR VbC.UM E 1 LAC.. i tea ,5m K Ccc (c ' )J K cI - D 1 R- 04.T l 0■1 6trurolz 1 3= /.53^' .v5 OF DATE 2-- 2 D A�p t - COIJS(06-1Z-A11 O L0tio folk CAutsttAnot.li 1.3 I,c/ 4 ccou/E. D J/// e W, /1 L o*1 4 6_4" S ti/ IZvc ay 4 /)/ /L ec-r/ D 4/4-G/ 1�/�e,46.. a /s 3,4 -5E40 .1zv /ce let/E.-4 SE�s .l�i /L ,Corte S, 44. s 4O ase4 6 / s efief 460/4 /1/4T E I o n -i4G7D/4 Ao/z kAvz). Lo a: s. Ar e-Ntieg,ez @ SEvic.e. Lev 1 e (s/ r . 4.) &or Aci2L t C -* -n By I 1 zk vJ rn-4 - 714E- pga -To vc M Ai e. VAwva Rit oR. - To - ti4 . Low tac -4pp u . T4 e_Fog.E.. 1 i o >:- t S 4 ppn-oottiAiE. FPce rO IZ ro K E =o 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 W ick 466" 32. 3' /0 k e6 4s t. iok ou 4e bw 4 M JOB SHEET NO. CALCULATED BY idopmEo l06 tivk /V. 2./3 4S .°5 OF DATE 4SLeA0e.,2 V/P.(. 4 sts . c M. � ° f = @ I ` /o,o -; = `1, 5 _ 4 14- f's; 3 12"(111/4"")3 /11 . �. .w. I 2. I 2 H- 1sri#JcE.. mom Cktlzoo AL Pour d' -1114 I-- XI-Y211- ,'15 ` 8e g -'' t c Seth - 0J i kl E.Cn ai 2 pe.IJ rou tile- ' -- Tc , R471,6v - 7' 4 tO " 0 I C , s PA 4 As io, sr7 1,160► ') (e ) 60 5 = P -t- _ /v, 5d /, 050 (60, .35 = 1 05 6 i E, / L c / Coyc /Ti dc, 1E 4�frfWI.) I9 46C (CO, ()GOY 613 ye./ JOB JcMb RICHARD HUDSON Se ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 CALCULATED BY ' 1 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers.com c_44Eat it's • 6 (?)if Ac = - _ (6)Cc 6 8.87s 6 ooB 26 , o 1 71 O,(� SHEET NO. • 002 DATE l 3 105 moo f � ab 8 duo - ' 60, oiO 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 0 „' My SHEET NO. /045 JOB CALCULATED BY OWE-d & M014-4 (;*r- SEc? f oil or v4A .L WE To F.ek ro Eis LA'regAt A-610 era-.411 -4L VE.{LTICAL (In -Ib) mq = K44 I i = 61 )c H y (o e1S4 CR . MIA 2 - (0. CA-t1 cokcavc.A.Te. Ic 1 Tt i2kn of Or. DEF R:n ot.! Og. W pl A Ec.T CA111.4 ii of / 4 (cr. n Ase (4-e4 �wc' Viva — AtaAtt Ca Nac .m*r W -ro 4Folcto .E mss, 1.2 0 1.0E - (q--S> 'CAAPrEg 1,05D 4 Ito E. 4- 1.21L (C- AppENAIX 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 M ua frCl one. Ca ICI lt.l.�ab�i . 59004/, I600 4/1 AC, 4..4- _ ri � 14'CO5;) - /SIC Wrnl Eal:. Jr1 lcr y rnnl o Lc(kJTrcr 4, / t'i I z I4(4 = 2i) 8 p ot We 4 2 4E g 2. JOB ilefittigO SHEET NO. 'Q OF • CALCULATED BY DATE , t f o 0 0T of pt.Pe►J OwFo1 DAV. Logo I 2 rope FLx 42 W ",tA _ (WE wE 4 e c ititoTrka l SAS. 5 to i Vied. COPJ ►oaR 0-0" SLIGE CF Cb,vEjCT PE �i Looa In4TD £QU I V 41-,61 ()4 I fortt1 M= P i Mt Me. WE= FE L S 2 1 16,0 . z.� Fp . 4 IC Sos k1�, _ . 316 W We = SE1■isC Loa-lD INgzU( . By W'A(.L ITS 6,1—F 52 5 = ( e )(, z�)(1so pc-F) (.34Ie) A DDr no'J Pci— SEAS M PE •2. = (s. 24+ 3.15* ,195)'2 = h 21 wt or lotAt c. rtsv- = 1, 2 t 1.0 1. = 1, (23(x I, o (5 Oct )+ I, 2 ►s �` �i o� w' t�.c. �► / Coo 7 < 2) = 1 74, 96 2 47, z33.1/, 6cus */) z re • W JU O 0 w = U) u„, W O g 23 LL ? = w F- _ z � ZO LLI • w O • 52 O F_- w w • O wz U = 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 Ti (2-EcT 44:t. G ec - 4' As "e e/4/_=,. ,56 m Psi te\ C A $. f4f�ti C h as ,E • IV012M E SHEET NO. // JOB d = a ws" C' = ff er 2 w 1.4 12" M /0581 MN ` Mua - � zb4/ill PRA ( Ec.. (crt g68rn cy J e - 420 /0 = 2b'1 " 505, 8 2g --- 1.4 j v an 3, boo q�6 8r 3 qVst i 233 /.5e M = Mh o CALCULATED BY otr- 6' , 45" 0 ' I- . 88 ( do, 000) 60 , 000 le 3 5.62 3 EL .P 1 = 8, v�}-- Tzt / in 4 E 54Fico GA% Psi A56 . or, vacs ir,,.# / k � 7 ,0325 4e1 OF DATE t 0,0 /)1Z1y Ili = &per ^ c,' • »..:'r_iti:;yru.:wt.. ;:.,ot.^�,:.w:r¢.:�s w: v 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. corn 14,s."I-4 )N .EItu(CE 1-4214,s 4. PLC srFecrS_ i 50 ISo Ma = JOB N ohm SHEET NO. CALCULATED BY B DATE IZ 25 04 q,5.2.3 MME M um Monn &.lr m ses Ar siE. DaFLecnal oftelZOIRZ Rev: 580000 User. KW-0601345, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Tilt -Up Wall Panel Design Page 1 normed_Il.ecwFront El. panels Description [General Information Note: Wall Analysis Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type Summary Shear walls along grid A.2. Out of plane forces. Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment 22.000 ft 0.000 ft 11.250 in 7 6.000 in 8.875 in 150.0 150.00 pcf Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing i Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 • RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * f'c 44.000 psf 286.00 lbs 20.000 ft Seismic 940.00 #/ft 13.500 ft 8.000 ft Seismic fc Fy Width 22.00ft clear height, O.00ft parapet, 11.25in thick Using: ACI Eq. 9 -7 for leff & Iterating Deflections Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu Moment Capacity 466,270.35 in-# 552,595.13 in-# Title : Normed_II Dagnr: BJM Description : Tilt up Scope: Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Seismic Zone Min Vert Steel % Min Horiz Steel % Base Fixity Wall Seismic Factor Parapet Seismic Factor LL & ST Not Combined ng Deflections Parapet Weight Counteracts Middle 4,000.0 psi 60,000.0 psi 0.900 12.000 in Using: ACI Eq. 9-7 for leff & Iterati Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL For Factored Load Stresses Seismic Wind 1.614 461,550.9 346,202.6 1.632 466,270.4 18.000 in 18.000 in Seismic "I" Magnifier Wind "I" Magnifier Lateral and Vertical load resisting system. Loads 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 Seismic 0.060 in 1.058 41,925.6 in-# 322,815.2 0.01n -# 205,157.2 0.060 in 1.066 42,053.8 in-# 325,224.9 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection Deflection Limit Seismic 552,595.13 in-# 466,270.35 in-# 27,971.99 in-# 1.07 in 248 : 1 0.0113 0.0113 0.0171 0.0171 28.94 psi 160.00 psi Job # H0439 Date: 4:37PM, 3 JAN 05 760.00 #/ft 5,900.00 #/ft 3.000 in 1,600.00 lbs 1.000 1.000 For Service Load Deflections 1.066 in 1.760 in Wind 531,990.11 in-# 42,053.75 in-# 2,394.00 in-# 0.05 in 5,589 : 1 28.94 psi 160.00 psi //2 3 0.0006 0.0010 0 % 0.2650 0.0000 Wind 0.047 in 33,084.0 in-# 0.0 in-# 0.047 in 33,185.1 in-# 18.000 in 18.000 in Wall Design OK with #7 bars at 6.00in on center, d= 8.88in, fc = 4,000.0psi, 1 � z W re L 00 CO a W~ U) u. W O u- Q CO I W z = ZO W • W U� O N O E- O w H • O z W U = O F Z u✓.c ". <H ,: a.c;:;;Cw,e:.w:.:.ii : u.;3::ua.:1 ;';? L:. a..'. t{,' ti':: n}. r:' t: l' t;:' S": �Pt. cL::.::; S:., i:::: f..".: ti...:.": i' il: I:. isriiY :',°.7'..r;.7_:'.:i:i'.i:i+". Description Analysis Data ACI Factors (per ACI 318 -02, applied internally to entered loads) E 3,604,996.5 psi n =Es /Ec 8.04 Fr Multiplier for sgrt(f'c) 7.500 Ht / Thk Ratio 23.47 Values for Mn Calculation... As:eff= [Pu:tot + AsFy] /Fy a : (AsFy + Pu) /(.85 t'c b) c =a/.85 - (gross (cracked I-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d -a/2) - Pu (WallThk/2 -Bar Depth) Shear walls along grid A.2. Out of plane forces. Loads used for analysis Wall Weight Wall Wt • Wall Seismic Factor Wall Wt Parapet Seismic Factor Service Applied Axial Load Service Wt © Max Mom Total Service Axial 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 1.100 140.625 psf 37.266 psf 0.000 psf 2,360.00 #/ft 1,546.87 #/ft 3,906.87 #/ft ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor Title : Normed II Dsgnr: BJM Description : Tilt up Job # H0439 Date: 4:37PM, 3 JAN 05 Scope : Lateral and Vertical load resisting system. Sgross Mcr =S "Fr Fr = Rho: Bar Reinf Pct Seismic 1.291 in 1.899 in 2.234 in 1,423.828 in4 502.69 in4 550.08 in4 0.900 5 613,994.59 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads 0.750 0.900 1.300 Seismic 3,304.00 2,165.62 5,469.62 Wind 2,478.00 #/ft 1,624.22 #/ft 4,102.22 #/ft //3 Rev: 580000 User. KW- 0801345, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Tilt -Up Wall Panel Design Page 2 II normed_Ii.ecwFront El. panels 253.125 in3 ‘ 120,067.7 in-# 1j 474.34 psi 0.0285 Wind 1.268 in 1.865 In 2.194 in 1,423.83 in4 497.64 1n4 1,423.83 in4 0.900 591,100.13 in-# Additional Values I Add'! "1.4" Factor for Seismic 1.400 Add"! "0.9" Factor for Seismic 0.900 I z ;~z re W 6 0 0 0 N O W I J C0 LL, W O gQ = w z l... H O W ~ n p O • N � H W W H - u- W z O - O H 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 A 4 4Se / • 49E2 !AI e: -t a(3 7 \- . 10 es/ (/ cE L . 1012.s-r- apacs" 1/ „ /" e me-E-A-pigwE. (1cvTt/ eocion/S . Non/- Agee-.4A//E S � � k Pz= L 43. * /•_?f •_ K It A 0490 - btt = _rs7'iX -r5X V ( 36 .308 N GL� SHEET NO. / 11 CALCULATED BY se/S 11 Zst4s6k. S OF D A T E II ! l 1/0 1- z , w 6 00 W= U LL w 0 2 q LL = • a I- U. Z = o W • W U 0 O ff. o ID Ili 0 o . 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 4 )(Ye," 4 p .1 /wear mem, 44,7r) /.247 M Vieci 75 Wm 4J jb/sT. kleiz &x TV -2: 2,0 -- • "0-= .3 (Ve7)(A) () k 0.2) &fid6 1/646• g . 1 /4/c v 44 4/4-t- Ailc,ce tde-c4) 0-4c-W SA0E, op L izeds sl; 40eavorm, JOB SHEET NO. CALCULATED BY 4/0/eAmEt) gyvi OF DATE • 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 2oi1c VLE-rvL o urn ruS Co-LiA4A/ 0 E,2 / \/64r /e 4 4.04 -? 444)o /7-IeA./ F,zv 1 n e-mt. WE6 5//e4e4, / / ' " 1 2 c l - d cL . V /row / s -).c Low (-cee ilk/67d7) ./33(')(4 z , 6,/9 ffC.,4 /2 Cep dC60./m4 -*lf6 S�i 4 />JE To Milt .sid�✓orLE , k .4#J 6-0 wde- /so qopi , roLvA" „/ ,, 1)....“ 4 - ft, 1.11, . 1 ( % 4 )(___.5..)( 5 1. 2 , 1 4 - 4 c_31') (,156 Vc.4) 10: 2 , b‘ 1? ./33 ( /- 6')( /')(z)(. /5 ems) • cgs S 54,L POFGE., \‘ 9 .i k/Aio L04/3. (" ()o //S /or. td/41 JOB WW2/14E-4 SHEET NO. //b CALCULATED BY Op/ O t \5 ` OF l DATE 2 / / 1 OS Semi s �/ c S4/ 4.7" TE.4t.1 L04-0 C9.,/ r ' c - &.,s / fyA./. ,moo, d /.23 Aso, 1 ) 0.00 in DL=12.0, LL=23.0, ST=0.0 k 22.00 ft -o 11.25 in • • • • • • Dst Ld #1: DL=0.0, LL=0.0, ST=0.1 k/ft From 0.00->22.00 O Pt Ld #1: DL=0.0, LL=0.0, ST=1.2 k © 10.67 o- 12.00 in Rev 580002 User: KW-0601345, Ver 5.8.0, 1 -Dec -2003 (c)1983.2003 ENERCALC Engineering Software Description General Information Loads Width 12.000 in Depth 11.250 in Rebar: 3- # 5 d = 2.000 In 3- # 5 d = 9.000 in 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 12.000 k 23.000 k k Axial Loads Lateral Uniform Loads # 1 #2 Lateral Point Loads # 1 #2 Summary 12.00 x 11.25in Column, Rebar: 345 @ 2.00in, 345 @ 9.00in Applied : Pu : Max Factored Allowable : Pn * Phi @ Design Ecc. M- critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po * .80 P : Balanced Ecc : Balanced Slenderness Actual k Lu / r 78.222 Neutral Axis Distance Phi Max Limit kl /r Beta = M:sustained /M:max Cm El /1000 Pc : pi ^2 E I / (k Lu) ^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta ACI Factors (per ACI 318 -02, applied ACI C -1 & C -2 DL ACI C -1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST * : 11 1/4" X 12" columns typical. 1.400 1.700 2.130 1.100 Rectangular Concrete Column f'c 4,000.0 psi Fy 60,000.0 psi Seismic Zone 3 LL & ST Loads Act Together k/ft k/ft k k per ACI 318 -95 Section 10.12 & 10.13 ACI C -1 55.90 k 315.99 k 4.37 k -ft 0.938 in 1.00 0.938 in 4.37 k -ft 451.42 k 176.29 k 5.564 in Elastic Modulus ACI Eq. C -1 11.5000 In 0.7000 34.0000 0.3005 0.6000 1,578.70 223.56 0.3334 1.0000 0.938 0.938 Internally to entered loads) k/ft k/ft k k ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor Title : Normed_Il Dsgnr: BJM Description : Tilt up Scope : Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ACI C -2 49.00 k 117.96 k 16.41 k -ft 4.018 in 1.43 5.754 in 23.50 k -ft 451.42 k 176.29 k 5.564 in 0.105 k/ft k/ft 1.230 k 3,605.0 ksi ACI Eq. C -2 5.1350 in 0.7000 34.0000 0.3429 1.0000 1,528.95 216.51 0.3018 1.4322 4.018 5.754 Job # H0439 Date: 2:45PM, 1 FEB 05 Lateral and Vertical load resisting system. 0.750 0.900 1.600 Total Height Unbraced Length Eff. Length Factor Column is BRACED k Start Loc ACI C -3 10.80 k 21.42 k 17.84 k -ft 19.821 in 1.11 22.001 in 19.80 k -ft 451.42 k 176.29 k 5.564 in Beta ACI Eq. C -3 2.2150 in 0.8334 34.0000 1.0000 1.0000 1,026.58 145.37 0.0991 1.1099 19.821 in 22.001 in Add "I "1.4" Factor for Seismic Page 1 nonmed ii.ecw:Front El. panels 22.000 ft 22.000 ft 1.000 Eccentricity in End Loc 22.000 ft ft Location 10.670 ft ft Column is OK 0.850 1.400 Add "I "0.9" Factor for Seismic 0.900 z z re al 6 O 0 J F- F- M u. w o 2 u . 2 1_ W z = F- O z i- W • W U O 52 O I- w W t H � L O .. z W 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 `o cuHnA/S . JOB /(10/2-A4 OrLM go/. //9 SHEET NO. CALCULATED BY --- !unn.. /LICri 'rf Nv iY..':^'i >.; rt G�-: t:• 'Sr��.! «i`.::.,n.. ^•iMtbtat 21. :7 E. ?+ to, 3 �L tS�" GC- - 3 1 / & . S "O.C. 7 , & W 7 r I.N.t./o E/Z /a • r . EoLint Aa ati/to SMi -oA•r� (0e-G L / 6'(2m) ( 4i1.44)(11)(2/)(/56) . 03y''./, 4s , Copt/ CI Tf,4-ma L04-13 M /3 � ( /- 2" ( /•r) / � (•fgo) _• " .f 4,f " ,e.J7 7) -�, Q sicvokitic ag.c.‘ , N O€42 - f - A- liarrk 5 2'I + 4! 3 n (/ y.S , zi ("iso V.-�) /. s Jl 1 . / (4/)(OP c/ / -? 7'. . o 35r' 4 /i . S .X /S•fv; <c 0.00 In DL =22.6, LL =28.6, ST =0.0 k 22.00 ft Dst Ld #1: DL =0.0, LL =0.0, ST =0.0 k/ft From 0.00 - >22.00 T Pt Ld #1: DL =0.0, LL =0.0, ST =0.2 k © 10.67 24.00 in 1 Z '. 6 � W i O O 0 CO 0 Co ILI J I. N W O g -j tL Q - • a . I— _. Z I .. I— 0 Z I— W uj U � O � O I- 111 1 - U F=. O W o 0 H, O Z_ Rev: 580002 User. KW-0601345, Ver 5.8.0, 1- Dec-2003 i ENERCALC Engineering Software Rectangular Concrete Column Page 1 normed_fi.ecwFront El. panels Description General Information Width 24.000 in Depth 11.250 in Rebar: 4- # 6 d = 2.000 in 4- # 6 d = 9.000 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 22.600 k 28.600 k k Axial Loads Lateral Uniform Loads #1 #2 Lateral Point Loads #1 #2 Summary Applied : Pu : Max Factored Allowable : Pn * Phi @ Design Ecc. M- critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po ' .80 P : Balanced Ecc : Balanced Slenderness Actual k Lu / r 78.222 Neutral Axis Distance Phi Max Limit kl /r Beta = M:sustained /M:max Cm El / 1000 Pc : pi ^2 E I / (k Lu) ^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta ACI Factors (per ACI 318 -02, applied ACI C-1 & C -2 DL ACI C -1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST * : 11 1/4 X 24 columns typical - 9.8 & B 1.400 1.700 2.130 1.100 t'c 4,000.0 psi Fy 60,000.0 psi Seismic Zone 3 LL & ST Loads Act Together k/ft k/ft k k ACI C -1 80.26 k 625.65 k 6.27 k -ft 0.938 in 1.00 0.938 in 6.27 k -ft 893.79 k 353.49 k 5.440 in Elastic Modulus ACI E. C-1 11.4800 in 0.7000 34.0000 0.3942 0.6000 2,945.25 417.07 0.2566 1.0000 0.938 0.938 Internally to entered loads) k/ft k/ft k k 24.00 x 11.25in Column, Rebar: 446 @ 2.00in, 446 @ 9.00in ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor Title : Normed II Dsgnr: BJM Description : Tilt up Scope : Job # H0439 Date: 2:33PM, 1 FEB 05 Lateral and Vertical load resisting system. Code Ref: ACI 318 -02,1997 UBC, 2003 IBC, 2003 NFPA 5000 ACI C -2 71.68 k 608.34 k 5.60 k -ft 0.938 in 1.31 1.229 in 7.34 k -ft 893.79 k 353.49 k 5.440 in 3,605.0 ksi ACI Eq. C -2 10.8100 in 0.7000 34.0000 0.4414 1.0000 2,848.83 403.42 0.2369 1.3105 0.938 1.229 0.750 0.900 1.600 Total Height Unbraced Length Eff. Length Factor Column is BRACED Start Loc End Loc 0.038 k/ft 22.000 ft k/ft ft 0.280 k k ACI C -3 20.34 k 408.81 k 4.58 k -ft 2.704 in 1.10 2.982 in 5.05 k -ft 893.79 k 353.49 k 5.440 in per ACI 318 - 95 Section 10.12 & 10.13 Beta ACI Eq. C -3 7.4450 in 0.7000 34.0000 1.0000 1.0000 2,053.16 290.75 0.0933 1.1029 2.704 In 2.982 in Add "I "1.4" Factor for Seismic fof 22.000 ft 22.000 ft 1.000 Eccentricity in Location 10.670 ft ft Column is OK 0.850 1.400 Add"! "0.9" Factor for Seismic 0.900 z = - Z re W 6 UO U) 0 J i- g J LL co a = W z �... H O Z I- U � ON 0 WW z 0 F: 1 1 . c) Lid z = . ~ Z r3 0.00 in DL =20.3, LL =15.5, ST =0.0 k 22.00 ft Dst Ld #1: DL =0.0, LL =0.0, ST =0.0 k/ft From 0.00- >22.00 (: Pt Ld #1: DL =0.0, LL =0.0, ST =2.7 k © 10.66 /ft 1 z ce W J U O 0 ND wi - N U- W 0 u. co f.. W Z = ' 1— 0 Z • uj n p O • N 0 I— W W ' 2 H --O ui 0) O F. Z 4. Rev: 580002 User: KW- 0601345, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Rectangular Concrete Column Page 1 normed_Il.ecw:Front El. panels Description 11 1/4 X 24 columns 9.5 & A.5 - @entry General Information Width 24.000 in Depth 11.250 in Rebar: 4- # 6 d = 2.000 in 4- # 6 d = 9.000 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 Lateral Uniform Loads # 1 #2 Lateral Point Loads # #2 Summary Applied : Pu : Max Factored Allowable : Pn * Phi @ Design Ecc. M- critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po' .80 P : Balanced Ecc : Balanced Slenderness per ACI 318 -95 Section 10.12 & 10.13 Actual k Lu / r 78.222 Neutral Axis Distance Phi Max Limit klJr Beta = M:sustained /M:max Cm El /1000 Pc : pi ^2 E I / (k Lu) ^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta ACI C -1 & C -2 DL ACI C -1 & C -2 LL ACI C -1 & C -2 ST ....seismic = ST : 1.400 1.700 2,130 1.100 fc 4,000.0 psi Fy 60,000.0 psi Seismic Zone 3 LL & ST Loads Act Together 20.300 k 15.500 k k k/ft k/ft k k ACI C -1 54.77 k 625.65 k 4.28 k -ft 0.938 in 1.00 0.938 in 4.28 k -ft 893.79 k 353.49 k 5.440 in Elastic Modulus ACI Eq. C -1 11.4800 in 0.7000 34.0000 0.5189 0.6000 2,703.49 382.84 0.1908 1.0000 0.938 0.938 ACI Factors (per ACI 318 -02, applied internally to entered loads) k/ft k/ft k k ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor 24.00 x 11.25in Column, Rebar: 446 @ 2.00in, 446 @ 9.00in Title : Normed_II Dsgnr: BJM Description : Tilt up Scope : Lateral and Vertical load resisting system. Code Ref: ACI 318 -02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Total Height Unbraced Length Eff. Length Factor Column is BRACED ACI C -2 50.12 k 195.77 k 21.91 k -ft 5.246 in 1.22 6.398 in 26.72 k -ft 893.79 k 353.49 k 5.440 in 0.038 k/ft k/ft 2.700 k k 3,605.0 ksi ACI E. C -2 4.4300 in 0.7000 34.0000 0.5670 1.0000 2,620.43 371.08 0.1801 1.2196 5.246 6.398 Job # H0439 Date: 2:39PM, 1 FEB 05 in Start Loc End Loc 22.000 ft ft Column is OK ACI C -3 18.27 k 56.52 k 23.10 k -ft 15.175 in 1.09 16.562 in 25.22 k -ft 893.79 k 353.49 k 5.440 in Beta ACI E. C -3 2.3150 in 0.8095 34.0000 1.0000 1.0000 2,053.16 290.75 0.0838 1.0914 15.175 in 16.562 in Add "I "1.4" Factor for Seismic 22.000 ft 22.000 ft 1.000 Location 10.660 ft ft 0.850 0.750 0.900 Add "I "0.9" Factor for Seismic 0.900 1.600 1.400 ---- -, oPEo/. - _134 -s Go /7- - - - - Fr. 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 ( EAJC4a C ' < 1n/rn f / S • 4 c3/3 - o'L 4G4 IG4G�. DOT 4 SEC h /27 - /C04.L L os? -,O c 772,D 4/C � U L = (5 . )(12 PSft> = pc.5 ( (d5o P L. pL = 31 n ( 1 3 1 5 / //d 6 r \ ( VJ , L (05o l I3 , — S J ' 2 &1a / JOB /V OX I G'IJ SHEET NO. / CALCULATED BY .B1ni c / 2 5 /v r t.?!-e" In) 0 L CI O LL C 1( ( )(3,5 t ) 15co ) -3�12> ( ))( (1 )( 9 iso)( >q2 //, /4 /, OF DATE 4 43 " • J / 0 .n .k /Of S7 c F) d= C4 -1' s = d4/ � 54D5 --P - Asa /.4 ,r /5'0 / / IPA Rev: 580000 . User: KW- 0601345, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Panels 1,2,5,10,11,14 - General Information Note: Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type Wall Analysis Agingaw Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment 22.000 ft 0.000 ft 6.250 in 5 9.500 in 4.430 in 150.0 145.00 pcf Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04' fc psf 655.00 lbs 20.250 ft Seismic 187.00 #/ft 13.000 ft Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing fc Fy Phi Width 22.00ft clear height, 0.00ft parapet, 6.25in thick with #5 Using: ACI Eq. 9 -7 for Jeff & Iterating Deflections Factored Load Bending : Seismic Load Governs Maximum iterated Moment : Mu 221,087.13 in -# Moment Capacity 377,593.55 in-# Title : Normed ll Dsgnr: BJM Description : Tilt up Scope : Tilt -Up Wall Panel Design Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL For Factored Load Stresses Seismic Wind 1.631 214,743.2 33, 521.4 0.603 221,087.1 18.000 in 18.000 in Seismic "I" Magnifier Wind "I" Magnifier For Service Load Seismic 0.060 in 0.755 43,296.7 in-# 151,969.0 0.0 in-# 14,532.3 0.060 in 0.352 43,296.8 in-# 154,625.3 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Job # H0439 Date: 2:34PM, 2 FEB 05 Lateral and Vertical load resisting system. 1,110.00 #/ft 2,320.00 #/ft 3.000 in lbs 1.000 1.000 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 Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.352 in Deflection Limit 1.760 in Seismic Wind 377,593.55 in-# 345,700.02 in-# 221,087.13 in-# 43,296.82 in4 50,420.98 in-# 43,296.73 in-# 0.35 in 0.05 in 750 : 1 5,294 : 1 0.0074 0.0074 0.0171 0.0171 56.81 psi 56.81 psi 160.00 psi 160.00 psi Page 1 normed_ii.ecw..Front El. panels Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 4,000.0 psi Seismic Zone 3 60,000.0 psi Min Vert Steel % 0.0020 0.900 Min Horiz Steel % 0.0012 42.000 in Base Fixity 5 % Wall Seismic Factor 0.2660 Parapet Seismic Factor 0.0000 LL & ST Together Using: ACI Eq. 9 -7 for leff & Iterating Deflections Parapet Weight Counteracts Middle Deflections Wind 0.050 in 36,015.0 in-# 0.0 in-# 0.050 in 36,015.0 in-# 18.000 in 18.000 in Wall Design OK bars at 9.50in on center, d= 4.43in, fc = 4,000.0psi, F Rev: 580000 User: KW -0601345, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Panels 1,2,5,10,11,14 - _ Analysis Data Additional Values Loads used for analysis Wall Weight Wall Wt * Wall Seismic Factor Wall Wt * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 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 2.130 1.100 Title : Normed_Il Dsgnr: BJM Description : Tilt up Tilt -Up Wall Panel Design 75.521 psf 20.089 psf 0.000 psf 3,430.00 #/ft 830.73 #/ft 4,260.73 #/ft ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor Job # H0439 Date: 2:34PM, 2 FEB 05 /26 Scope : Lateral and Vertical load resisting system. 0.750 Add"! "1.4" Factor for Seismic 0.900 Add "l "0.9" Factor for Seismic 1.600 Page 2 normed Ii.ecw:Front El. panels E 3,604,996.5 psi Sgross 273.438 in3 n = Es / Ec 8.04 Mcr = S * Fr 103,762.2 in-# Fr Multiplier for sgrt(f'c) 6.000 Fr = 379.47 psi Ht / Thk Ratio 42.24 Rho: Bar Reinf Pct 0.0285 Values for Mn Calculation... Seismic Wind As:eff= tPu:tot + AsFy] /Fy 1.718 in 1.662 in a : (AsFy + Pu) /(.85 f'c b) 0.722 in 0.698 in c=a/.85 0.849 in 0.822 in (gross 854.492 in4 854.49 in4 'cracked 185.81 in4 181.85 in4 l -eff (ACI methods only) 854.49 in4 854.49 in4 Phi: Capacity Reduction 0.900 0.900 Mn= As :eff Fy(d -a/2) - Pu (WallThk/2 -Bar Depth) 419,548.39 in-# 384,111.13 in-# Factored Loads Seismic Wind Applied Axial Load 4,802.00 4,123.50 #/ft Lateral Wall Weight 1,163.02 872.27 # /ft Total Lateral Loads 5,965.02 4,995.76 # /ft 1.400 0.900 t1 w OC 2 U tO J = I— NL WO u. 1" a w ? • 1- O Z H. ILI W U � O N O F-- W • W = O . • I 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. corn JOB SHEET NO. CALCULATED BY / f� /ESC G4GC /c9/ v/L i o k/�4 C. At/ 14-&44 ( MFG / a - a z / VE / 2 T/ G /}Z L o e S ? p4-"/E G/ 3 5 e # / ov_s e%44 e.vGk77o 3 /2PCP 0 4. OF DATE Olt , 266 K/ 4, < 112' 4 07 - 01P. z w re 2 O 0 (A 0 . J H • w w 0 2 co = a ▪ w Z Z o . W 0 • o O I- W Z V � I- u- .. z • = O ~' z Rev: 580000 User. KW- 0601345, Ver 5.8.0, 1- Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description General Information Loads Note: Wall Analysis Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight Tilt -Up Wall Panel Design panel #13 - typical panel center vertical steel Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment 22.000 ft 0.000 ft 6.250 in 4 12.000 in 3.125 in 150.0 145.00 pcf Lateral Loads Wind Load psf Point Load Ibs ...height ft ...load type Seismic Lateral Load #/ft ...distance to top ft ...distance to bot ft ...load type Seismic Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing Mn ' Phi : Moment Capacity Applied: Mu Mid -Span Applied: Mu a�5 Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 fc fc Fy Phi Width 22.00ft clear height, O.00ft parapet, 6.25in thick with #4 Using: ACI Eq. 9 -7 for Ieff & Iterating Deflections Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 21,297.68 in-# Moment Capacity 38,486.79 in-# Title : Normed_II Dsgnr: BJM Description : Tilt up Scope : 4,000.0 psi 60,000.0 psi 0.900 12.000 in Using: ACI Eq. 9 -7 for Ieff & Iterati Parapet Weight Counteracts Middle For Factored Load Seismic 0.175 21,073.2 0.0 0.177 21,297.7 16.000 in 18.000 in Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Seismic "I" Magnifier Wind "I" Magnifier Stresses Wind 0.018 in 3,469.0 in-# 0.0 in-# 0.018 in 3,469.1 in Lateral and Vertical Toad resisting system. Seismic Zone 3 Min Vert Steel % 0.0020 Min Horiz Steel % 0.0012 Base Fixity 0 % Wall Seismic Factor 0.2660 Parapet Seismic Factor 0.0000 LL & ST Together ng Deflections Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered Toads to ultimate Toads within this program Is according to ACI 318 -02 C.2 For Service Load Seismic 0.135 16,061.7 0.0 0.136 16,182.1 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Job # H0439 Date: 2:35PM, 2 FEB 05 312.00 #/ft 650.00 #/ft 3.000 in Ibs 1.000 1.000 /A Deflections Wind 0.015 in 2,886.0 in-# 0.0 in-# 0.015 in 2,886.0 in-# 16.000 in 16.000 in Wall Design OK bars at 12.00in on center, d= 3.13in, fc = 4,000.0psi, Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.136 in Deflection Limit 1.760 in Seismic Wind 38,486.79 in-# 37,284.87 in -# 21,297.68 in-# 3,469.05 in-# 4,040.40 in-# 3,469.05 in-# 0.14 in 0.01 in 1,947 : 1 17,880 : 1 0.0053 0.0053 0.0171 0.0171 23.90 psi 23.90 psi 160.00 psi 160.00 psi Page 1 normed_Il.ecw:Front El. panels Rev: 580000 User. KW- 0601345, Ver5.8.0,1- Dec -2oo3 Tilt -Up Wall Panel Design (c)1983 -2003 ENERCALC Engineering Software Description panel #13 - typical panel center vertical steel Analysis Data E 3,604,996.5 psi n =Es /Ec 8.04 Fr Multiplier for sgrt(f'c) 6.000 Ht / Thk Ratio 42.24 Values for Mn Calculation... As:eff= [Pu:tot + AsFyj /Fy a : (AsFy + Pu) /(.85 f'c b) c =a/.85 'gross (cracked I -eff (ACI methods only) Phi: Capacity Reduction Mn = As:eff Fy (d - a /2) Additional Values Loads used for analysis Wall Weight Wall Wt Wall Seismic Factor Wall Wt' Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 75.521 psf 20.089 psf 0.000 psf 962.00 # /ft 830.73 #/ft 1,792.73 #/ft 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 2.130 1.100 ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor Title : Normed_It Dsgnr: BJM Description : Tilt up /7 Scope : Lateral and Vertical load resisting system. Sgross Mcr =S 'Fr Fr = Rho: Bar Reinf Pct Seismic 0.242 in 0.356 in 0.418 in 244.141 in4 14.54 in4 244.14 in4 0.900 42,763.10 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Job # H0439 Date: 2:35PM, 2 FEB 05 Seismic Wind 1,346.80 1,156.35 # /ft 1,163.02 872.27 # /ft 2,509.82 2,028.62 # /ft 0.750 Add "I "1.4" Factor for Seismic 0.900 Add "I "0.9" Factor for Seismic 1.600 Page 2 normed_ii.ecw.Front El. panels 78.125 in3 29,646.4 in-# 379.47 psi 0.0285 Wind 0.234 in 0.344 in 0.405 in 244.14 in4 14.19 in4 244.14 in4 0.900 41,427.63 in-# 1.400 0.900 V u u I j u J u RE: A -1.7 HaRiZ. 1: \ * 1 4-44 r1 • JJ I eK' 6K- ° � /$x 2 -0 / AD DONELS r 1 • term TM. RE PANEL. 1® FOR MEW. r1 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. corn cur or- A-4 6E_Isneelc. ,f.-o, s0 . 3 '7/ k / = • 4 / E, So s bc./t✓ ij zti, = .3914 ( t �d'�(i ,/5 ) = . 391 1 c6c 'V = (• Z zet 6 O • C�1 , t /2#4 - r(J # 7 g1 r7C • - y 1-4 K � 02, 000 )= /, q 9" 6T) • 9 31 a 3125 9 It JOB /1/0 o!` A", /E/..3 SHEET NO. CALCULATED BY sTEEL 2 -a CHORD RE: M -2.Z Tw. PANEL ELEVATION 0 GRID® SCALE: W ak, y � C� / Cam./ .s / 5 T OE 44E-0. c)uT op / .!G.4 -,,A5 c . fro (", 4 /� S S , ..J c „, - nip/ c Au f 0A/ 04-c-c_ -T/•EG S Wart. &./.7-74.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 E =9.24 ox E=°1,2 e le Asr 1 . 4 SEaty /CrE.. L (4)x.6 \P �R ?6. / x,60 ' -Y .S lust 9.01c Os-(4 /2 "D,c. rd g. ✓.E/GSE 2- a.,nr • SHEET NO. / "// CALCULATED BY PT" 1 JOB SO /G �E4.e/../ 4.3 + 5. . b L z 1,1 ' DL. Mge a,.Ig//. bL dOT ac0diaea. OvEADdRA/ /4/4 • • . • g ! / o // �4 bek 4.6 ( 58 , 2 � ��� MR , = ) 9,1 K + (1 )(sLo')(4 1 4° /90,-2 z/ �S ! MR • 55,71" It ) 1)(3 )(t\ -0) oT 1 123 ,2 d /6 $. a r /4 M S ( 4. I; 4 a � I 1 L S= iz(3 o')(\V o") 14555, . . /9S •/ 4s.3r +(• /541,3 4(1 Vireo It' . 2 k'Oge-0 . • • • OF DATE I 1 0 s E C SF.lwrc el. (.EvEL D1... Fs -1.1- l or 190, , v' /4/5-3. . 960 g-610 011.46M T. ��4GT O /G0e /...) So. L i /LE SS ✓/G'A'S I,ZD -1- 1.0E + 110L. S P _ 1,2-(13.e) - (2a.� � I,o oL "_ //c gyp. / ' 2 (131) ar 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 FGEY,Jar- /A/Foi G/> •5,€,,'r C Cl1/417:1 e / 9 . , t / " / s / , ) +- /. Z (. /DaY/ o) 1- /72 72 ) e` 1 o "(/sr o') / 4/56 Pt 41 27 Sty" 4 t �3 -.y ✓S /AJ ••2 + , 141. / 5 � 4 I Moe./ I 1x T ads / Q 1A/ 410 255(0 Gr/t -4 3'0/ 1 $ 12/. $E 4A1 Rio 276o 2 24 1 JOB FA GTO 'zed A-T SO/ L. P1 E_SsN/t - g SHEET NO. CALCULATED BY ± /. (2z69 -lye /8, o CA. „/r /LE /C 8e,*1.01 Cow .✓E 4 WA/4AZ •4 GT /.c/Er, A-12^/ (4//, ?leiw) 0/STi2/3vr7 t/6 -- d,s �--� L04 /) /thprbe6 1 3 /2 DATE ,(tt /4/1/ .4-4 = /y 74- = /5 5F " v-46e f /a/�i SEG 7704V .tt A 5 w N =. i sir/ n 3 ( 2, ESI Arc/ (d • �� , q(�,am)(ii �. to) Ps. t n /6// 3�G'L- I"- , � ://.6Z >k As s T I,I 4 %' Q 3,0(go..av) /.,d • i{30co}(3 6 " ) I ' \ s _� At.S z 30Al, LSD o ° \ ^ \ ��7 Ql4' i • ("C. b = 36„ x,;"- 045 7 d - 4) 1u3.WVi .C!-; 'a�+iv.:. r er' tai KINI4Sl'OW Va OF a , = 100(ga (1 '` �'' = / q4 k I 0/14,, > x'' 1 VG • 61. 0 0 N J CO W w 0 2 u co = H Z1._ • ZO w U N O I- w - 0 w z U= 0H 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. corn P. . >etJ/ZE, /ZE ♦A/PO/1C "al /'T (arr. ) 7 y 2! 0" "oor, / 7 .uc.✓�ss el = �¢" 3 '�_ / ' 2 — /9462 5 Mu /25, Sai _ /62 1:111 Esn M 6(d_x) . 7( 0, 000x 62r- /.96 /) c..= dal c A9g# 4 e 94 4 " Sr�T gii'6S ›. vet A n6 744, ouv) - 1. /S • 6.r - 9•• C, • kS t) (34 ^) /1/ = # (e/ c .7 (ixviyKo, 000)(Aar- cr) /6b. As -? • coo/ r JOB A/0 E.6 SHEET NO. / CALCULATED BY <= aA = its • _- • g S = • ,001 (/6zr _ • 0 = I E- z. l G 7 4 i VJr4E STE0 -4. vEfise- ( ,) r Pe vec. op rn ,rr'" GE. ^-/6771 # .rC /2 o r, t S. S2 a" ek, 3 b a); 2 ►►1 3 - 3q, ,/:7csoK So n ►,' No) 3 'ip6EY?WT .' 'i�Vf :JYS� fii1Ki. ' YaMY�Iq' e tc. 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 fP . of r^ 41 Of 1 3, 0 - y a ,, 2 p 23 -i- Sri con. �j e.K . ° nl h r.4. 404,Nusi sm. MITI r E- S Ec. o►.l PVoT 1 %1t•1T SHEET NO. CALCULATED BY 3 dT 52,4 I IC LevEL !o� • IZ M =(3) (7. i )14:7I)kfl'')(45°)( ) I� a�..c. f (t ) ( )(41- �(ZS (, 15o ( 4 , 3 ( 1 I C�2ti\ O\ rip $=441 64 4-(P2SW9)c,) ‘, 14, " • P � � i )( ( -{ �•� �� = 23,C" 4 (6),M 12) 2" "' % WALL PA�tf_L@ JOB ' /" -/Ve I Sol- 153 OF DATE / /O aS + ' /4 1 4 S , 1 0 ( �S = MR > .52.4 (22 = 1 15$ I DL Poi Low) DL Poi NIT Logo, I F r? E4EK -S t✓S Fs = Iav /, s /, s" o% or LOADS P 1 - P2. '4(cwt -. C.)4I s-r tN - r4 e. CAF o/e (LTvrzA I r.16 ( `I P 1 on nl c A4301 Pow" ►Kiel d( 6eTIZ A. DEPrp 1- .o44 @ Pk'iEL ow tiles ?ta l P011\115,) (. 21.o r-/L0+, ,gs-x P h + Y 4 -11 >± Z� t .15o . /o Ir 4c ) 5t, x}-(22) _ (153 161 44! 3 ! (3' -0' (44') c 21 set Ora. K S t i . 01/Fat 2`2.3 + 23. -� 34.4 + 3 + 11 3 /( 44'0 =- / /ft 9-/ ?nn ufirho�FS' �+ vsfivi�?tciro' C�vc��ra�r +�`u�h+r�i�vrYw +H:wn�•c•,. • :..; •. �y+:1:':: „�,.u��tx.+.. �---- -- -... 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 7!s fit , P& 0 14 M,„ JOB SHEET NO. CALCULATED BY /1/0/2/* OF DATE i ! ' c /or 1?�og + . (,- on)4-.1(i + 1153` `z Carr, 0 2.I, 21C. .99/ ,3 + ,/ F��2 5oic..s g- Z- riorz -T P. 3 etc 2ocx (/.33) Z 26, Cr, psi w ao or SetSM C . 20/ le-1# s ` 2.58 ma 2 .( 2, 6 d iece Re, A/ P/L C r�,E� ?. ( ': 7o, d# / 1 So G $ E.4/�/.../0 I,1 )17 rr. e( /59') /. (/,/7) Is � �On, /5 /D �/� �vL-L rUa 7-4,./€ 4 - rigti `3 Lo" T 'iCK (., I) i As r IA0 = , CESTimik 93 t J et; . _5'1_x`- 2 = th O \ > ' Asstilih y As �~ S_2 3 (go, _UcD) 14t . (Joa. 49(5') . Fthe dk 0\ z3)(oiA 2. 1`) . 0.2,55 4X+V..:14..iira rxrs riot ni 1?N'.AT'".MN. SC4170+ . Cowe s'GAi ei4 m (lam o = r2 II (@2 81•(021 i 23 ; 9'-4 °J F34-/ • �� Zodt/6 rIV 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 �A -nlsv E42s E s`r>✓�I- Try P ( Crukcz C oanza,. JOB A4R/V74 2 SHEET NO. [ 'b CALCULATED BY B _74 DATE OF j / o • op I ¥ ( I 1 ?) (3e) = • 24 i jrro g /2 "o.c ; RICHARD HUDSON Sc ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn Ca.! 1.IECT1 u C C/1110 I 4. 9 70. - - chtI sc.-r i or-1 2 1 D L or pkk1.L =� 3, (z, S PQ R C4 lecl co 1., I4 E.c r( C kl"'A -c. t-rL.( L z( kg' x- - Comte (t@ L k'4" plc 2 JOB SHEET NO. CALCULATED BY ?v,) . 3 (. '907 "4 . 0/0 0 = 3.7 V /^ qin = /4.6 (2) Co/ = 29, . 29. 7"> 23.c 4OEG . T1E , 0) ip C ie. - 0J c�G C2� 80-1-1-0,A Co 'Jae-4=r? o a, A3 .4 F .4 1(0,000 psi) =. 2 9 l! s i C. G ...1 64) s s �� F_tl4= 24N(1,2`14 ")= 23,164 (4 gds Me , I4,4 -Ai I44 (041 roc s I4 /14/7.407, Sim 'P( 4'1)(4' °LC t^) / 2 -0c)(1.1-0'1 04 L 3x3xVX0' 6" btu /t - A s 1 . 0` ? 4''CA 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 Ply r. Loi (grtu Qu4i c.� I nl - = Sot L 8 ' • t a .F..� P' SU . = rcG 1 I -oi k.E ,1 P }12.x" 1? K w w St i 4 24.x 6 1 Co»isicEry -wiLl W� � @ eoug E = 13.1( tsaiwIciEs- 1 1 4 r icSf :lit rr svdwrn<. r."7+ r.. r^+ f: °.et . M'".Z �Y2f:raoS� +1(+:R' +:?: JOB NOILM SHEET NO. / � 4/ OF CALCULATED BY -3?)3 1 DATE /7 0 /0 r 10. 6 17_ ( (s )( 22+10)(.Iso) (2' )(a5()(.150) (1)(1.$)( • ov gNIK1h. M 11`�12�r'� t 3�4�' M= ? (4)( ( ' /1)(.IZD') (10) ? (g')(4XZS')(.IS13)( t,K) 3 cl'xsslaic.io)(I )& 1(11.16(10') L /E4t&E SipE Pivvr Pr. 3 ( (24 )( 6 6( l'q It•C WAt4 t 3 ( 2'X41)(14-5(. 150 ( 12'S') t"�o�o �► h 3(50(s)( Iro)(.1) (16 4 (l a k l ) rS f, a - 71 /r / - ' /33 ( '7) •,e, R It, FS= 6 46, 1,0 >I5 oT t o m - ok , 5o( VA LL ST17-1P Focori nlEi S I oy E-P3uw i aT ow iS O 7. ff0 zt g z/ y /. r 0 k or 'me( 70lL C3e4rAta4 et- fss ✓ez. /s 047ce.... 03 / RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn u /14 Ni PP-o FV A/o / 66 It SHEET NO. )11 CALCULATED BY ayiej JOB Aftto J- )e 0 - i 49110 -gyp aST -05 @ /2N4, C. Tp eor Srk/tr. 2i4 - ESS U FAc.-roit -e-4 SolL.. at-A P14( , /,.„ UPWArizo Qc.Tt 1.161 wok( L (J LIFogM 1-0,x KSF St•E, A5= •040/r (/)45 'Moo ¥COI s z • 2D > • ri Lovmuajrc. rtuurar.. 12-64Ll Fo,uott-ktr, 1.2 (. I241.3+, s) 4- i , 4 ( • 2.31 K AF 1,2(.I ` I - fsP 4 = MA z ? _' .<<C (Vt) TA 3,+1" T 5' Cd - X) °I(Go,000)(I%co- ,ci , 4 . 2 4 -x- 3"- I "- t is /2. .I01z 1. (g tT 64t so.A%Nit es > L 3 G am,► ..(2 04" 8 L b .15 0,44s (ciA)--. .9(a ‘010)C1ct.o -,Z� L ue Ot oe ctkuu c � Q ) • W( /. t / .1?' 4 . 003 d - c .O36 3 y .6o3(/9.6- 0 /.l6 002- 7 ",E•✓Troo S is 1 s y/e.cr.Cn So e _ ' IS COVIS -w1" • 11-S=P 1X-grn4 COVO 1 RICHARD HUDSON Se ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn CgEYLTVIZnllnl C 5014- gE4P- ./a-/e7 Pit-6 560/2 -E A..444/442. fle/Aig: P - wea af 1 RD.R Uri k DL) 17 DEM S p �p S, 24.3 KP t5, LL _ V god rektiortm re scr avicE AOil F•4CT0/LW `Il 5EI2vla 2 Cforaa0 %, IkictLAA -SE M SoILS 6EA- ,L." a' - ,dc- /rey <p) op 2 leg/ 4-cc e P, r .mss ,do 40' JOB SHEET NO. CALCULATED BY A4/4■066 7Z /40 a7-p) 3o.6K bL, E c s3 K �p K LL U(r 53 e 38 K SMILE /12 IK:r2S41.s 5,1e(27. le I � I1c. t,f . poi NIT o-1 LE.P7 E , (689' t -- 3 ( b 1 4 ( 7d)(2 (30') Wal eii‘j ("5 4)( 577 , 02 4 -g +��►��,�.' ? (zz.6)(40) � g ;•Z.. f Fbtr1T '22eSp OF � DATE J / " A ` /Or 3v So (L F'R S S u rocct pei 2,64 k' F o6.33) ,6•K5 2,66 es 01L. &..44-14 J 4a piiii3 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 44,14a) 1 /41 CALCULATED BY 87" SHEET NO. OF j I DATE 0 1-t 3 161 °- EtO REsu cT4rr. By Sr,- c.s . ; RXz &o - tip X bc92 -M $O , ( + SO K 1. L + x K DL 4- 25.(:) LL -F (2')(2&)(. X5 (4 IS) + s.1- 0(4 kltirLt. t, * . 57R1 P Fa7Tl µ4 0 vezeo/toe-r../ tS•S;,4 77.21e &7.r K)e (VOA-4 -{- 24. P -o 4g- 4� 4 t It E. (' 71'4:1 Fobztle- M 0,trOLV_ of R ZR Loc.Aker i otl OF WA LA IMP $o(4>+ S4.4. 14) 25.(0( — $3 t 4q — M 41 I4 2 efl . 1,eTeIZ-viI qL - T 2-i 4QC.Al2 Sol L - ESSJ/t -St , 44-!_(1_0124E) 2 13,2 4 Fo = t, c5 F ts.4-(2t) / or 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 sic atg, � -o -- lax + 4a51 + M = o • , M J rrvorw or ri 4r 2 r- (rOt* r 44 (rcruE.) 2 JOB 110 2 Mr/f at SHEET NO. /4 � CALCULATED BY 8 7," l R X 49S1+4 4G L +vi 4qs`4_g 241 269, 3. 6rrL. 4" C4. :11.3 k r,= tic) .z`` g10#2, = 4, &'/ 1+ 14f fi v o -/C7 Sy W/o77/ o otpvn.c% 4,6./ . 9d esfi- 1 1 s 2 . 1:2. cE. 6 '(/ 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 Q F M 8 =o I ti r Sa .. ti 2 gl_ r = 4.4(1orr.� .) Fo2GE = GA K IcSF 6.,4 1 ` = 1,2� 51.00 5i/Le JOB SHEET NO. CALCULATED BY Wo/ziliteP B ��TIEIZ.f�ll I N IE F4-G-b2 c( L- B iZ.! �►t� �Sc� �Z ,. REsc.c.- ra-,tr - MA 4 r fl sir Z Laivr I u4 (sy EMI B STAr I c5 ( 4 0 , ( : - F . 2 4 1 - . 3 1 ( 4 - 04.4- /9. e le I s. di L- ( So 4- 2-5, 6 R =o REPCA.1 WI M W cat 4 couPI.A. Mom T. NIA S X ,. t u, 1,4MSz FtAX s`v, C )(- QI S rr.l ( eoM P' ,1‘g11 K - o L n l is_ or- 4c i /4 op rL ' 1,4(�•�() _ � � = 5-8 r'1" m Wa,t 1 �, 'LO 1 S�ra i p OVEKCi�J/t,Q o = • " Rx+ 36. ad"(4`) + 41.' (14 + 95. 18. + 21,21 1 ) + 25.4( 31 f — 65.s (4 - f' 58.5 (2A-)1 LOB ;Dz." co 4VEI O 4 RX ' K coup /kloklt.(.-r Y Sag la $4� k . 2/ I Wu_ ceicrre 1- 04,Dlni coIJQ m ok.1 "YN-err vcllt� INS. CE 1■tt FACE ©F SW �_ 51.n 6F 4.pkiC F ro2Eb PO,Ezsv ass Q n gAs , r 44- (r-o►ue 4, N — 4 2. FoiaLt 4 . tr- 2. AP U LO'' 5St.ytE . 5 P OF DATE RIt4TA811 is RtetAT SIOE OF ST12 A "Pccs II \L i N St) eGc.IL.I12T S FoR SIE.Ia✓►c.e,►» o R 42� tA r r�(6. H 7.34 r 3 2� " k k .'. re, • 94 , , r4 2-$Z 4- RICHARD HUDSON Se ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn 5 Q WIDE �a : 1.286F 1- 2, 5( 4 ) . 6.4 z0 k ES 2. WI= 2. Pi 58,4' 3 JOB 1\1 1R-M SHEET NO. /44 CALCULATED BY E FA-- rotzEo so i L 8 a Artzi PtzEssv r2.az , ACI LoAal (A= tin 4 -14E-1 -- I 1 o L e.O.I f61 K1 ATm ON1 S) 4 *AL.. Is -pc, i ptx (i U ki MOne1 lair s44tAK IN O(2tER - t't7 S r CTir4 l NiFor C.t 1 ektr 1 s` (2l )o-r(nl , GM p ( , e - S T f 4 etZa'r'E- RriZT telOMISar /0A/ / es TLS cz 44 /o/r1T op //Tie /S7- 36.1 K pL ui 4-ritsP ov *l .suEDE4 YAP, It t(79.1 15.4) w,= 2,4 � 1 g Lt„ 4 4 41 4 _... / v W T y tA), = 2.0 vl A. 4 WALL. r,2 S41 . �c /.61(/454 g,4/,- /.6 OF DATE / / /5 L 0 w ':Jw.l .4 ^ +N i .3l'M k:�1.M:S U. 9u"fe_' •nk':�.IP»/Su�iili C ±a :.i2..i.n.r . 1Y: 1�dC r:;�,1rai.. ?:Gi'.nu:�a »'.....M , a�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 _ K11 4.4 -• JOB KIO SHEET NO. /4* CALCULATED BY M + /14s — 440, = 0 S o 4g7,r /)/ 1 / o,-/ OF DATE Za — =0 /4 - f - ? , e(/� 4- pis, 6 65) �' 2. c (10)((o) 4,4(20360) - , 0s /5? RhePOSE-S of SiyA./ G'oodfo: Tom. 9,44,17 v Avo.w Co TWA T/ z z re w 6 00 co ILI J H (O w w 2 gQ co _ a 1 ... z1.- 1- 0 Z 1- 2� O ▪ N W W • 0 1- W z . O z •� .....................:.J:..li.. u. �.... 1,i.i.�..: S:n. ai raw w ...aa..l',..,..:..1 �i4.,.✓:f:�:f.; w5 RICHARD HUDSON Se ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 zot,IE_ I I 1- oft Coop& iJ PrTE. sqs, SEATTLE, WASHINGTON 98122 206-324-6160 • Fax 206-324-6248 rhudson@hudsonengineers.com 4,4 — \,4 0 = 0 M 0 4,0 e co Ripen! ATE Sic-MA1 X 1 oo( 2 QJAi - E. 514STSA4 X.c. 5 o pp oS E0 To X r-- 0 1 S JOB SHEET NO. 2,6 fq . Sic•tki CcAaEkt 104 )WI .4 P 0 Mr 4.44 , o+s Nioluoieo /4 CALCULATED BY - - DATE a /0 OF z z 00 co 0 co w Liii U) Li- al 0 2 g < co a I LLI Z -0 ZI- W j 2 o 52 O I- LL, u j • 0 - - LL. O co P 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 C4 .cK1 pt a r of n e w / �Ir� tutor 116114 iI & Pr.� 1.TS, 5 �(= 45°9_ Oz4' -STA U.: • l i ' 3I, 6o • 5bS`` 2.I 56 13,6 1 /I I --tot. K� . • JOB SHEET NO. CALCULATED BY 4371.1 _.__. .._ Q &ol L Loik-0 tr.4 ConlDcfl 3(o.1g oN 44 tdolemEn � Figue.• 146 =.. .§ _ 2,/4, ICsi= . >n OF RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206- 324 -6160 • Fax 206- 324 -6248 rhudson @hudsonengineers. corn t 2 D t. + 1.01,.1 1A-E. 4 ril 1L S C r�toin , 13 4 i Soc.vti�h F-1, Ail Ca 20�= �C � �' I 2°I,2 Dc. I + `� 7 . I� s ` ` T • I.2v(15+ 25.t -F 2.6 (2oxlo> — (�' X1- '¢)(S -a) ) / z M �0 t 1. 41% 1 D M M - _ t021' _-r �c w � M. 1 0 /LIf < I 1 ■ @ TOE o 4 F Spy, ijs, Zr3 =j�•5/ PL= 6.2 kc.F Sint 4 4 _ 2 . 4 14,8 te4.0 itss JOB 1\I0120 SHEET NO. `0 CALCULATED BY SIM + z.6(5)(2is) - . YS512.4) (,s> +M o 2. 31� �� o heft - 2 � - , OF DATE t 1IS 105 z z J o oo CO w= W u Q co I ,_ W Z • o zr LL' uj n o - o F-- w w 0 r- u_ z 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. corn tiloorEilr evn lJ(e F4 ti x_ 4.0' i 0 JOB SHEET NO. Sir, \IP4 j nito.ks.+.)- s A- crr '10'► A N 2.G 412) + I3,3"i (4)C4-.)-1- +M =o M +9. I KI =o !`614_1 T CALCULATED BY I■lorznnEO OF DATE I 14 ECRU Art- 4 ono, Moml TS 13 3'1�� 11.P, Kr Sim 4s ' 41.4 L 6/4 14.S ( Y lP )■13,31 k�F 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 144` ` SHEET NO. / %D OF CALCULATED BY DATE ICS Kit# i = _ = (1 - =sr ( ) C • (&)1Cag 3/4 - 3. (to) # B gigs - rp 1_o 1.1 C-; rrV I DNIAt. QUP . , I. clz 31 [ .1 °S • coo) 3 &ILA' q= _ 9.1 ` 3.1' •99 s. •8 7.94" 0/1 As-f ( •°� hPl Yk 0 4 3i•(0 - (i> - /06S h 0,0 1 o68 > 1021 x = M ut 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 SHEET NO. JOB CALCULATED BY 1 OF 14- O5 e +lec„K ► , 2 b L + L L CoM,Q len o r4 Et R.P4'ng Kilootaar. Dena rvJEF...4.! S vtpo rus , 5 ! 1,2 74,3 1 4 4. * 8r 2,1qf 2.6 1ef, 54r-0 5&'b + 3 ' (40 RIErAT 4 4( % + 4 (►2(5) ru►cz, + 2.I(oY14) + 2.6(44)(2z) 16.3( f? X 1 -t(1 @ wow 22 2q. L" 40.E ci coa- R `o .5,1ra r --��1k 1, 2 r d t 6,1(r r = . ;4 r 6,1rt - 3�1► r Forut. = r = 1,45 I • MAP 2,1 � 44 r4 Fo ) 41' 1.( <� � FM 4 ` S q,E 14, 1( /1 /� p -1‘ �F3 � _ Skit 2-141 ° al4 i 2 + 4o, q (� 9') + 2 i( . i�') .. to,qs- + m 0 9 2 + •=11 + 36•2"`"i- / -t- 2, l Cu) 1- g,(76141) — :Lo c'1Ry37 I r = 324 6 2f7 scc 2.°IfI -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. corn I1/4-C.c 7. .si4•4/ 5 / 1 1• 20' ; fc (63 ) 8A s t✓ okit, \ �Cl1l:tii Ac1 316 -02 1I.IQ JOB i 4e-/N .-4.) SHEET NO. CALCULATED BY B77' / OF DATE J : O Pte& -ir 93 E 20' /3(r) E .4-- • \. _ BASE. CoNN><L.TIO►.j SEE 1.1E-KT PA4hE- r-7R c..vcar I b S murPo ►_ ` / � ( 2o � `�n� Vc4 Vs (11`2) it % y " QI- � •8,,9w " 16 I = Iq2 ' \/ _ hcl = 2 'Y4CCO 1 (1 0(i 6' ( 12`i )) = I%' -�- _ 1. 1c w *a5v 2 Ok c= (_7 )19 - = 66oK Q,,l(11 - ) = �r�r, s >�3 Mkt(, S(4-e&12._ Z.r kiE -rri Psfinn tT Sri O 10 c� ok. 2 v 3 4/ (ii - 2q) Vc X 13 1 k cl -+ = 3. 1[ ( 7 %'')( Ian -,- 1 7 16/1 16 r. /`-r-t-%.,) --,-" (� _ Q V = 1,, P ' . / 7 Z -f' -.f tJ (zz5 o / rr ' ' I m Vii [ 1 � - 9 0 .3 v ✓1 .._ N C � \9.3 bO' 1 Mµ _ VH 2 V006(11 -003) 11 19 T u 2 -- / U o. c, `ll 4 I + 240 (1.25 ,/ q oo r -, o.'-1,,, k h c 1 Lot 01 2 ?_ 2A49 \h L. - r z , 000 Z I6iqiLk ( %, (qQ ") = t 1� yl „ .....,... �, ib)._ :._ .....,,._ >..,zrhaA:..m..aL.x �l::iz Jrzu:w:•. ,;a,'i y1:∎41141 :_K' .tt.a.t..i 'iwi 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 P s- f h G7 J i> , 001 1-. A 4.A /.4-6- / sus JOB SHEET NO. CALCULATED BY � L-N he- 1► /q"i (Usti 11-el 5 t j - ) 44/1/061) gJm 86.5- Is 4/ /t " O• C. d / ?. \/. / -r?c etc OF DATE //e/ a S 4rti 0 Lt s t 12Ec•J - orc.CJ.r iTh it ( o il. \ c S AS A 4y /ato,c eit \ SPA I a : - - ) O f r 1 2 It- - c O M - L V A I L I , gE-pJ5- Oru 5071 A/C /2/Z.0•./ 1- . it 5 z 2° / S ' z 4 I o ' 1 pil , 3( 11/ ( 4'' } -=. 21,1 ► ion G- IvnC,llrt. M t a. t E.- 0 k)rGc tit M(, z- (Is) /606 .6(24 Rh 7= MN - I‘2oh (I21 - 80 13Si C( 2- • cl 11/4101'2) ' S ( ••••• A) — (5 ( 2 (&t .00/3r .00 /3r- ( -2'i / / )(IQZfir)z) 6,54 0 ---1 (‘)W r' 8i - /GS RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn BA-s rte. 4 TrAc.44 A/i IL VN 7 (6) # S A 6 8412..c @ 34 -1'y3" " JOB K1O12.M Eta SHEET NO. /5Atit Q CALCULATED BY LB , ) RwL . 3(icri) (90) = 4, ( 4 /1 I o - �3(2i ") -f- 0 ( \f /z )( ) / N� p= Ii OF DATE I tS � OS , 15o (3 +F .45= _ 96-_ /,32 ?" 4 (g y: " ) S / 13 , 412cS Ole 60,00 0 -- ;I, 41cih -moo' • 48''ok, 05'4) y 1¢ r64. _ 2 /// /54A • 44 /4/ Tt A4*s. I'Z. S i f s , � 1 (2) t 5 fz = . 6 � � I 6 C� — 2I . s i 4 = 1g'Z« 21, (tt)(5" k - F? !4 "X3'' x/91 f "T ` I Ye/14 3 (.14% \.(70) ., _ « /, ��5, tiu 3 `c < V..4 kS; 2/ 5 IG <f•5.0 P4,Jet. ys- 6. s- ACM /V O/e 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. corn Vgao /83r/ x 55e 5e 1 L 2i' tk,it so, S.33" 2 3 bk2-5,33(1,2c)= /37 In/ 6 5.33" 74 t2- E- -t sn PA-yt,i 2 7. j 00/2-ms.D SHEET NO. r CALCULATED BYl JOB RA, -7.- 5(10 - )1( P ao")(* /In(l4" L 6+4' I i/, 76? T 2 54, 6 ole: (2X/5 2'),3 6.2 Asb 3 b = .15 ( ) 27145; — M = 26, 2. 5 /,39iA3 VSg? ")(114 X 1 L 19 < 2� >G<' = . 33 F tA = 3 -K56k56 Iq ,1�4 �c Si _ s'1 2 , SS tl i . 11 4,1 � 6 of I t /'1 /y" ry OF DATE /49,1E4 <t 4r* Tr( - ; :) - , �b 4 II () ? O 4% -- 1 R- A-6e1) 12.0AS . e+T+f':ui.:..:xl�l.r,...,, .�.....+.:... -,2 . lF;.aw`.. J_e• wwi.'V.v�4r.j- .+L'.'.. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE. WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn OioNtl t%brial 'fo Coticn St41= i2 VJA b J To TArte.e. � r Te. SroKi ForuE, OVn > `44 lT�: � 6.sK I Slie.c9 g'C 5- - 12 -Ek.i c4 4 pr- Art∎IcG-lo & I - T-d1s i o na (D, S .)) 1kiS V Ase 4 = (Co) C6o, 20c 45e = Tr( ? ` , 60/ � t\ 135v - ok . JOB \\0 rWt SHEET NO. /0 CALCULATED BY 31" 3 11% A d �' .c P1 e-c-�' + I. C it e.0 + I Co III 33 0 OF DATE { C+ 1 OS t.i g rZ r r : A - , c o . Y r ' r\-1- or c.frforz l K l - r J si o r t Acrt, e) Avs 4 S i kk LE -6 4± Y . q ►� 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 N b I9jl ? c6 bc.q 4 o/ / c !E- CEt/Er_ fl`JOMrk/T, 1, xi /2. Akio x-. JOB SHEET NO. CALCULATED BY II ,k$I 3f" 31" �4N = CCo)(I t LCil ePP EL") �S�o 2. = .1 H 6.3 17 -2 4 /2 $)3 '80,1`` s" 125 U -1crz- SEcn (D - 5) 5 6/0 (. ( ys-/ Z , lC �ob e5 4o (. r- 12)(112) l l el `� M rr LIq/eSF. �f Ali. 6 20/Xr2)(46) 1414 Mct2, r /lee Ole, WW4•4l.�rt 1l::.:l•.y;rxJJ'.l :'mi4e�HW�Jy ?^. •�+.A 4ilA44 , OF DATE 3l �� `C l,s ri (D -1 ) J I S T A ` f 3 q woo IA o t< 11 i 1 \1 G M612 (+JE.ti WC r � 12/A 4 4, 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 S •4A /C/Z/ e r - i c -6o t-s ■ Ve` A _V M 144.11 tz#45 '>\zI,o Cunt c. rt.E.'T11:, «?r(1341()z le,v. oo c i h \ /3 JOB kl O 4,1E4 SHEET NO. f' / CALCULATED BY OF DATE . tJsc S ak-K @ l3`' 0.c , sum bzui L 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 JOB SHEET NO. CALCULATED BY go1zN«0 X OF . thdos ConIA oki CA- pALtN PsK LFi.►Errt Coaatc, o ra Co tiflwc c C44G11-1E-TE. Ptty oar 67"; STA64/67N d41Vc , /o, pd Z< 4-X (A 6. /> = / ' ! �se - - (Tr2)( 5 Ks)') = 5 '1, 4-K s �t tv- 4(1.4)= 3'I,3 C-o rd c- t- eT S . ,- (F A L o s l nl S IZ • alt, ,z) Vct, = AY- LP/ = 4,5 ASK Lockreil Cokl.c.R.E-TE Bn- Etw-co ' FOR 6t-fe- 2 Is '' -«66cE 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 CASS' klekore hittkoa. 2 y 0'1 4 9 qe, = (.65)11 = 0 2,5 k JOB r 164 SHEET NO. /40 CALCULATED BY it OF Co acttExE. P j e r ST124skircrn4 MKAAcA l nt s -g, cp - �� c b �O\ 1 0 •n \%V 5 YelY1 a = 5.1r \ \e42 2- (1 (S" gZS W 44 v. 2(issi Oct t4 f C, in. I , I A `e3 — I ot-r CA-sT i t4 41' -t, abn s — cR..Alete- t b ^ - �� 3 = id de Gri o n44PV/OE -S M ik// .M v,4-•, ( .I I a%. iT AVE. T six_ ./ ov r z '~ w 2 00 w I W 0 J CI 1- F- ? � r- O Z U 0 I- WW 2 u' ~O z .. W U =. • O h- z RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn 1-I16 bdh�t�nl tiia >, ZS lames ' 4 7D ZCC cy evorla 41_3,4, 4,`{ ' 23 `` 4 ' JOB SHEET NO. 6, '3(r) '1 2 0 E, -11' Z" A $(E PtAJ BASE. CoNINISCTioi SEA 11E i PA-6/E- Fob b S 1 T14-(S Ce ri I_ , CALCULATED BY EPA OF DATE iklor Pr 441 614 = • 3> 000 rc/ ck= .6 (4 �'- Yina1/ 4000 h cal = . ,S 60)-i 400a C3,7 = 111' 2.0 Vc. ±(1S hct 1%1'1 4C g' / tC 6 (. V = 3.3 fc tilk+ _ _ . d . = 5 4 , e 4 o00 zi2 ii 6 ,1,3 a o p C1�+ pa o c fib. f N 4N i 14 I it 1 / 3 9 , 1 4 + 4 4 1 1 ‘ 1 > ,,d = 13,E TOIL= �,1 VII( v r‘1 v tot 01) = 51trf 47p0 1114 *91 !Nlw1k!!'?t. 4! to 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 OILA- 04 IZ A,c -O ( J AlikM 100 2. L J�nrtu�. IMl z 4 'U'' 1 (LEA 0-)F0 rux.,1400r 4 y . (..EX t.)1 4 " SIS • Cl .0012 JOB SHEET NO. e > , 4s5 E.G , 2. '1 -6a, coo Ve = 5.03 9/ 1 /9 1 2 coo y ' 0 Ili "1 eO, oco CALCULATED BY N.o p.i■nC —Q /2"(9 %4 ..00Z 10 // 6 11/4 11 ) .00 2 = -44e 10" 40 a z • 133 `l e tst` \J Givr 9'4t1 _ Ill 2.7 a,/ (M ‘o ca, . 61(4_ 1. 1 �s t • • . • O ,4 1 OF /y� I DATE ?.,4 l OS cl 13.1.1.EL 440 6 lc, - 2 ` l � cl = �i.�= 7,q te' 7/ Cdr 6 64 2-6efr S'TZ i eJ ec M * M-tAct. ITt 1 /w- S;o 3 •,�S C=e2/ 93 e = . ao3 _ , 02 `,3 Sr . a° . z !4/ g, >. ©o, - T� off' Cap►/ tx.Y . •4-s vM • d z J O 00 0 W= C u w La a . � W Z � Z LIJ W 0 0 to 0 0 I- Ui Lu 't. o w z 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 `4 c 7IE-c g.+se 4#neisJr 4 Y.2i` C±: 1 a_, JOB ilotsmelo SHEET NO. 14 OF CALCULATED BY 8114 DATE 48. (2 -E ste %1 N ti 1)c41, )C 6Y• or- ‘_,....C14 PMJEl. _ -fr C Et, 4 Pup — (in 4 Coy decrio4 Tv cf,ac. - 'r Pet_ iR-E.v l ours CAc.c-o c.Mr to NA S S _otA ‘4,11 Fc•o PS ��b F 8514 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 caiD ,4,2 5'41 a Coa IONA i 9 2 � IA") w /4t0(SY25 ►x ,1r) l6.2" T b Conl G2 I-T . JOB SF - EA Tt pusx u Yt-E. IZA. Ini. Fo Prz4 v LO 5 c.t.+ A,.1 Ir. • �) SHEET NO. CALCULATED BY op A...(.40K 114 . (4s =h A.s e 4(.6o(44)f,58vsi)c- 13 Ale= TT ( . 4401 6 ILK 90,4 _ P t4s 2 0 `` 140gmE3 ,acs P .)E(- LE&S o OF I � DATE 1 28 I Vs tkit 4/c , 2'43) 4t1/1,.2(2,$) -1=- w ° (5 = 26,,q N S4Se_ sc,arC3 C- O,Ai - s Teo TlznnJ S F -I( 11E_Ari'�, C044E 7104 K S oce- r� NA.J� bo q,2= \/ •1C M `,6(l,0 '.1_,r(tgold-ci (4) 4 g. 4r, eaf.6 I pi 6.I'i (. '4" 93 A % De, 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 ckt ,G %1LviC� � C s v. Ci-t scic s .f^ba i cy v ei -AsG c.. o2 cf}cic �� �En-E. c6.... q2 3 t: trit .r--- -- 6.5 --- • ' .6s(4/e "` z SEKvice. Ply ra s; JOB SHEET NO. iii /to (1,5 LAp # 1,5loNe4 -+ 2o`) ‘4ao lh = (6o"%). 2850 /A/c. � = 0.1 -E o,3 (!(2) _ I Y 3o a k : 1,0 TO Tv -i 1b' k S " 3003 , z.o t2 = 2 =O (.1r)(I,b) (1IA(. z y6 . f/K 4. 40 CIL IOU (MY - 2. 21,S 3 p Fors itt 0 (3) - Iot° PIP S 5i ) (3) Ibco ff CALCULATED BY o,2 x'66 458 , 461 , 1 #G5 , 4 4 11 4 h 21" � = 26.9 412,441S' e) I:Y3 '` 12" 165(1:A 13.2. > W ith , 6 OF � Q DATE t8 o O k► ` 36 (1 y I &f? Z I Z — - ,,,..h @ COMO. Cc, LO1 I s c a G S&,wtc,c. c 3 t (.o RICHARD HUDSON & ASSOCIATES, INC. 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CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn 4 1 .- sit ditLG Ceps / 7 A-/ 94 S Ib' AEG j'I 64 770d Art-, r 140 rittl `V40=0 b1/4 (le a /) /sL It (-2Z . S3 (z2) ` //( e5T JOB NO/LA/1 El, SHEET NO / CALCULATED BY �J DATE //263. r s • 9 (60, coo)( ZZ6 - ZS) OF 4/e1o, 49z ati _ S' `� 60 , 9 /1 ' z) 2-) e L' // C /r " o%, 62 — st L 2.y// 6aJE )Q 50#' Exiea Co Fthc. - 4'@ 12 40,i - L 0 (e/- 1/6 /2, 000) /26a I v(4) A 2 y g '' 6 7- 4c3.1 44 E-ar (%')4 - 09-2EQv kik) R t.t.ice-ce4 )(2.viv1(•is-yi) , 5 c ;9 1e_ 0 Eg r _ a . � \ 5 3 ( -- 3c, (.\( IoA - L . p (2.d) e o ,/, 1.0 ._ 42 0 5 ?5 l is J 1Ib) (20) — ,. y/ �20 /) u W -.= ("z`- is)( � / /,? vp= (�/ ` \ 1/2 p 12 2" , L ���1• r 44 f ,ti/M Ac GO. -i46 t /2 PAS e (4'1 -( 4, 1( 29 SWY: vU�S4�7yWF99 'lFatib{5��!JRnRrww..._..AIL RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206- 324 -6248 rhudson@hudsonengineers.com me- F` e 42y- rc Z ;C1 le- 4 c1.- `I'3 A w 4 , 44(e 011/41, 4 = 42- JOB ' `' © 4 E SHEET NO. I / CALCULATED BY ) 12 beloo kt,.1a �2 . 4 0. r '.^ \ = . ft S /1173 12 12q tc- � 0144.0 = X6.3 OF / /� DATE ! / lO S *0 tilt- 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 ■ � t k4c C p si �•,�.� 5/zao S 1 , r5f-ols JOB 4/0 O r -, SHEET NO. 1' CALCULATED BY X05x1-4)(. SD) - 2� Watt f,,,.ievs 4 2 `►►k c ka t 1'4 (4 lc. 4c J ( /ck syk 39.3, OF IS DATE i / ` /Q .3 IL . 3q ( cat /54/01— , I S , l � s ' (Z3) 904, Av, ,c,adaltE. /t/ hel 94 cl ki Cr- , coo) 4 ,t-„ s (S- )> I Sae, acal/Tr -16) • S- s " c ��. .11 6 '/Y ) 0#11 (1,2-1 7‘2 ,e/ - = 611 – / 2442,x)) 3, r // y6� 4 1 1 90`x (00 's ems.1ve.. PA-,../ des 4rr E - , I, 39,3 ( ) - o z) Fc,0 05) O F Vc -k. c A "0 grid qz ts , /47.= 0 44 > 4.k76 d' ; Oit. 7G,: ?zi∎IthNt.': irrF+� =vti gtPtrAi' 0' • 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 1 11 Kt tki n7 7'i Li? JOB SHEET NO. CALCULATED BY ✓ N ' #' (23) z3o 1G tea/ vr? C 7 K • -C6 r 1- f S T vc 1- /\41TQ //?ie ilotiAti X73 i 1 2 G _ 0 '/ (4 v,�) /D = Y /7742 G ar - �c (i /i) 7 1/4/19(002) �. � ' 4LT7Cfi2 S TA G (l /.c/) C )( //V / 00/2 cc 10 40( F 1 6 ( Id) ° 5 / " /o r/ l ` % /,/ $ 2Z t 6° J 11 l (igr Fes " 572‘Lere - / " �. =7, /C5 Oe ,E A ey F.a -c ,cam STS Ell gre, I RiFouiit Let// 774 en./15- A//c,'1 '4; "'S 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 4 4 . 41 a ; „,/ r4t. V 6/Lnc & Gem/ j/f-e/2.G S /S•v7 /C 0 0 r a r , 4 T 1 /0 =6" /o /L(4 O) /1/ .13 CALCULATED BY /J JOB SHEET NO. - - t iii ■ _ 4.1" r /53 (--2:- )( 15 OF / DATE / / 4// OS 46/ / e g. _. J. > /D i r �,E/ �i� . . CL 6225 � 2 ) /) (. /5l/ ) /d �L�.✓� o Gc44Gc E 4c /2 " 577 P. Rev: 580000 User: KW- 0601345, Ver 5.8.0, 1- Dec -2003 (c)1983-2003 ENERCALC Engineering Software Description 1.2 & A.25 shear wall out of plane design. General Information Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight 23.000 ft 0.000 ft 11.250 in 4 36.000 in 8.940 in 150.0 150.00 pcf fc Fy Width Loads Note: Wall Analysis Lateral Loads Wind Load Point Load ...height ...load type Lateral Load ...distance to top ...distance to bot ...load type Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment 10.000 psf 78.00 lbs 10.500 ft Seismic #/ft ft ft Seismic 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 For Factored Load Stresses Seismic Wind 0.041 28,074.3 0.0 0.042 28,471.4 Maximum Allow Vertical Bar Spacing 14.815 in Maximum Allow Horizontal Bar Spacing 8.889 in Using: ACI Eq. 9 -7 for leff & Iterating Deflections Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 28,471.38 in-# Moment Capacity 175,481.98 in-# Mn * Phi : Moment Capacity Applied: Mu @ Mid -Span Applied: Mu @ Top of Wall Max Iterated Service Load Deflection Actual Deflection Ratio Actual Reinforcing Percentage UBC Allow. As % = 0.6 * RhoBal Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 * fc Title : Normed_II Dsgnr: BJM Description : Tilt up Scope : Tilt -Up Wall Panel Design Job # H0439 Date: 4:23PM, 31 JAN 05 Lateral and Vertical load resisting system. Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 4,000.0 psi Seismic Zone 3 60,000.0 psi Min Veil Steel % 0.0012 0.900 Min Horiz Steel % 0.0020 12.000 in Base Fixity 0 % Wall Seismic Factor 0.1330 Parapet Seismic Factor 0.0000 LL & ST Not Combined Using: ACI Eq. 9 -7 for leff & Iterating Deflections Parapet Weight Counteracts Middle Vertical Loads Uniform DL #/ft Uniform LL #/ft ...eccentricity in Concentric DL 11600.00 lbs Concentric LL 10800.00 lbs Seismic "I" Magnifier Wind "I" Magnifier 0.020 in 12,676.2 in-# 0.0 in-# 0.020 in 12,813.6 in-# 1.000 1.000 For Service Load Seismic 0.016 10,333.2 0.0 0.017 10,433.3 Parapet Bar Spacing Req'd : SEISMIC Par�pet Bar Spacing Req'd : WIND Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.017 in 1.840 in Deflection Limit Seismic Wind 175,481.98 in-# 98,916.32 in-# 28,471.38 in-# 12,813.58 in-# 0.00 in-# 0.00 in-# 0.02 in 0.01 in 16,700 : 1 22,274 : 1 0.0006 0.0006 0.0171 0.0171 97.91 psi 97.91 psi 160.00 psi 160.00 psi r 5 Page 1 normed_ii.ecw:Front El. panels pi Deflections Wind 0.012 in 7,935.0 in-# 0.0 in-# 0.012 in 8,016.9 in-# 14.815 in 14.815 in Summary 6 Wall Design OK I 23.00ft clear height, O.00ft parapet, 11.25in thick with #4 bars at 36.00in on center, d= 8.94in, fc = 4,000.0psi Rev: 580000 User: KW-0601345, Ver 5.8.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Description 1.2 & A.25 shear wall out of plane design. Analysis Data E 3,604,996.5 psi n =Es /Ec 8.04 Fr Multiplier for sgrt(f'c) 5.000 Ht / Thk Ratio 24.53 Values for Mn Calculation... As:eff= [Pu:tot + AsFy] /Fy a : (AsFy + Pu) /(.85 f'c b) c =a/.85 !gross !cracked l-eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d -a /2) - Pu (WallThk/2 -Bar Depth) Additional Values Loads used for analysis Wall Weight Wall Wt • Wall Seismic Factor Wall Wt • Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 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 2.130 1.100 Title : Normed_il Dsgnr: BJM Description : Tilt up Tilt -Up Wall Panel Design 140.625 psf 18.703 psf 0.000 psf 11,600.00 #/ft 1,617.19 #/ft 13,217.18 #/ft ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor Scope : Lateral and Vertical load resisting system. Sgross Mcr =S•Fr Fr = Rho: Bar Reinf Pct Seismic 0.375 in 0.552 in 0.649 in 1,423.828 in4 208.50 in4 1,423.83 in4 0.900 194,979.98 in-# Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Job # H0439 Date: 4:23PM, 31 JAN 05 Page 2 II normed ii.ecw.Front El. panels 253.125 in3 80,045.2 in-# 316.23 psi 0.0285 Wind 0.298 in 0.438 in 0.516 in 1,423.83 in4 170.67 in4 1,423.83 in4 0.900 109,907.02 in-# Seismic Wind 16,239.99 12,180.00 #/ft 2,264.06 1,698.05 #/ft 18,504.06 13,878.04 #/ft 0.750 Add"! "1.4" Factor for Seismic 0.900 Add "l "0.9" Factor for Seismic 0.900 1.600 1.400 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. corn F- MOON JOB SHEET NO. CALCULATED BY VtlA -LL LA Pct. 5Unpo EA..tt.►I st.1T (s) 6. o p o ," 4 feu 1 /V0/2 ZS - oeicAle. .4-4 0-0 ev,e- OF DATE = . k/,= .7 9413 2 ) � IS: ) t ' 9.8/ v ' = 2 (. 9 5)( 2 ' cr) _. ,/" ', 201< < vt slJpr oits', (1Z 1 • A,* 6 14-01g Nor Rea? () /rte . m 8 ds a T • q (oo, 0 -V - . 9ff ak. RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE 18 SEATTLE, WASHINGTON 98122 206 - 324 -6160 • Fax 206 - 324 -6248 rhudson @hudsonengineers. corn �.► 1t:1.' SIE4r D ...t 51 b E KCB 1 0p,l 144-6 e Top o- ( / //) L 44xq -" IA414 g .o l r r 2. 3 k Elow L .3 (.ii)(°5 /e)C-70 \ z 40sytypi,, We-4n 4-4 sz oA-rz, / "( 46di AV1,) /6"e {trU(1 SpA or.El_ 8E3_00 Lo W E.( 40 IBS, ailet,t4 L 4W# 1 /4 ` )4 `ef ' ILL � 2� ( 1 )( y.,%1 �,� )(.15c) - r- . L5 K f�� 'r-L = (tc'X $,S l ( .esps _ c or. z Oh. (')('5.')(/Qpsde.) -at . ,pg 777-4,- r- ',5 . ) zi ail = M Ks b s . oa-1t7 t'Js k ti 1. oq 3 ��' - ��/ 3 JOB WOAMIED. SHEET NO. ! d CALCULATED BY �7 __ 3t t h ( 3 � � ' i ' ^ 1 z iossis I J 12 OF DATE Z /1 MOMEAtr Pt;IL1 O.- �• I?'I jX3�SX i _ / Z . o-i)1 143 et 1C V i- . / 7'J �(Sr s. 4' I R: 1 4) = . 6737r 4 b In / 71 p 31/2,N W A 4 = , CIO off/ • 8e. atari Leve-+? �1‘6Ia51 - 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 Q1v11AIL1.I SHEET NO. L 97 CALCULATED BY Reg IF, L. SEAS' CeMS rDe o Js, - - - > _ iJ ¥ '— . L 5 > "1. . 12 7 616 L 4`t >C4a) 1/2\ OK ELI KtsPGCCTusit OF DATE O5 - RICHARD HUDSON & ASSOCIATES, INC. X.f► CONSULTING ENGINEERS 1605 12TH AVENUE • SUITE. 18 .... SEATTLE, WASHINGTON 98122 206- 324 -6160 • Fax 206- 324 -6248 rhudso n@hudsonengineers.com JOB 4f SHEET NO. CALCULATED BY • 8 s 1 Wp p .�)4. \ • 12 �' I1 )(4 )C ' 2 1 C 1 so ``/ - DATE ,243 _ 2 1G / C / 1 p 400 S I 31/ *1 / �- 1; S, G. 6. 2, & froV / A/S 4 4 / 4/ 7 4 / z s @ 4 ! 0 ` . � - /d / / / c,--lv .�.�.,,os ✓ S dEr £ro,,r y - s z o/c' 4." 74-P-Ekr3e- leo 9 /1(:)" DV-u-L Err QS I 4 MIN, EmiSstivis 4,37 Crow) Imo Co /#rc J/# 9e.-470 C c $ PERMANENT FIL 111 2 1 21 1 z TECHNICAL INFORMATION REPORT CODE REVIEWED FOR COMPLIANCE R OODAuc) SEP 19 2005 C Of 1U wila BUILDING DIVISION Cl' YOF 7t!:,';':. SFP 1 `j PERMIT CENTER • CORRECTI LTR# Z' Proposed Normed Project SEC — 42nd Avenue South and SR -599 Tukwila, Washington Prepared for: Normed P.O. Box 3644 Seattle, WA 98124 -3644 October 25, 2004 Revised July 18, 2005 Our Job No. 6719 'EXPIRES 10 /10 /f '( CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX BRANCH OFFICES • OLYMPIA, WA • TEMECULA, CA • WALNUT CREEK, CA www.barghausen.com me r[n..Y M+'*+M'.MM'1 tt1V TTY' +.nYRrrcne. Po4 - ts- TABLE OF CONTENTS 1.0 PROJECT OVERVIEW Figure 1— Vicinity Map Figure 2 — Drainage Basins, Subbasins, and Site Characteristics Figure 3 — Soils Map 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 3.0 OFF -SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology B. Developed Site Hydrology C. Performance Standards D. Flow Control System E. Water Quality System 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 7.0 OTHER PERMITS 8.0 ESC ANALYSIS AND DESIGN 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANUAL 67 19.009.doc [JPJ /tepl z w J0 0 Co 0 w w O g -J co u Q = I— III Z � I— 0 Z I— w C.) 0 O N 0E— w uj I — u'O w Z 0 =. 0 ~ Z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR1HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1.0 PROJECT OVERVIEW The proposed project lies within a portion of the northeast quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian, City of Tukwila, King County, Washington, and is approximately 6 acres in size. The site is bound on the west by 42nd Avenue South, on the south by South 131st Place and 44th Avenue South, and on the east by SR -599. More particularly, the site is located on the southeast corner of 42nd Avenue South and SR -599 adjacent to a wetland area. Please see the attached vicinity map (Figure 1) for an exact location of the project site. The proposal for this development is to construct a warehouse -type building with dock high loading, parking, drive aisles, catch basin collection, pipe conveyance, water quality and flow control facilities in accordance with the requirements of the City of Tukwila. This project has been proposed for approximately 6 years and was originally designed under the 1992 Department of Ecology Surface Water Manual, now detention and water quality are provided based on the current 1998 King County, Washington Surface Water Design Manual (KCSWDM), as adopted by the City of Tukwila. Level 1 Flow Control is the detention standard followed for this site. The water quality facility was sized based on the 1998 KCSWDM that utilizes an equation based on the amount of various types of ground cover proposed under developed conditions and the precipitation rate for the area in which the site is located. These calculations are contained within this report. This site only allows 2.3 feet of live storage in the vault based on site constraints. Please refer to the calculations and the plans for an analysis of the flow control and water quality for this project. There is an existing building and parking lot located in the southwest corner of the project site that will remain with this development. In fact, portions of that development will be routed into the wet/detention vault proposed for this development. The area of the new improvements is located over the top of a wetland and considerable negotiations have transpired between the wetland biologist and the City of Tukwila about how to mitigate for the wetlands that are being covered by a building. An adequate mitigation plan has finally been worked out and the City has required that Resource Stream Protection Menu will need to be followed for the water quality features on the site such that a two -train treatment system must be utilized. This project is proposing a wet vault below the live storage in the wet/detention vault plus a stormwater filter, which utilizes a perlite media for water quality. The site tends to slope in a northeasterly direction toward the northeast corner of the project site where runoff is conveyed via a large diameter pipe underneath SR -599 that discharges directly into the Duwamish River. 67 19.009.doc [1PJ /tep] .. �.�..�ty;.a'..�+.i:k't+..nr i.« r<« �" �: y. G: w�,:° mce: �.. Hr.: ASyk+ i•: •aa��aywurs.�ikA.�;t;�wiwtra:r. z I w L re J U U CO • LLI J = F— w 0 u_? - d F z F.. F— 0 Z ~ • w U O N O F-- ww I— � O Li; = O ~ z : - ozol *.k NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 34,:fi1r C`i• J/ -• .. .� J! .. VW kNak\ �'., a • 1 1_ - :4P 4 1. ; :���i j i s la Iiti .!' f -^ • \, \� .1:\ A `3 S J , 7 7:' ® ® 5 1217 Vl . '� . _ ,:yan - 4 \ g m m, r s � / t 132ND S '�- r s 1,a � � ; P . .'7 z yry F ss ' 900 � „ IAPTH a l'Ye' S i, r „ . lA D 1n ti S UOn i i � �1 %S l e \ E 15 • 14151 PL ' t� � T . t 5 . tlt. , j � ,o r , Cz . '• H' � �I ; ; 'a • •142ND' k k A?tU wire ` , •s q q II ,..; 1.,.:.''.,6",!:..I.•■-ikjaV-Y9.,>,,_.$40.4"7.S..%:..si'I' 0 SEE\ 685 /1v�P .125 .25 .375 .5 miles I in. - 1900 ft. 655 : tV On co) to ill 22 c71 gg y � N J 00 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR�ThAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARfiHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. °11 owl' • 'mow ft) • • 4:1■1 CJI1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT., 2.0 CONDITIONS AND REQUIREMENTS SUMMARY Analysis of the Eight Core Requirements: Core Requirement No. 1: Discharge at Natural Location. Response: This project site will discharge into the same location it currently does with the streambed being rechanneled in accordance with the wetland mitigation plan, ultimately discharging underneath SR -599 through the same pipe the project currently discharges to. Core Requirement No. 2: Off -Site Analysis. Response: An off -site analysis was prepared on March 30, 2000 and is attached herewith. Please refer to that document, which was previously submitted to the City of Tukwila for the off -site analysis. Core Requirement No. 3: Flow Control. Response: As allowed by the City of Tukwila, this project is providing flow control based on the 1998 KCSWDM and Level 1 Flow Control. Core Requirement No. 4: Conveyance System. Response: Since this project is less than 10 acres in size, the conveyance system for the site must be sized based on the Rational method as required by the King County methodology and adopted by the City of Tukwila such that the 25 -year storm must be conveyed without overtopping any manholes. However, this project is proposing parking lot ponding for the dock high loading areas adjacent to the building to provide further detention that will be less than 6 inches in depth and it still meets the requirements of King County and the City of Tukwila. Core Requirement No. 5: Erosion and Sediment Control. Response: This project will concur with all erosion and sediment control requirements of Appendix D of the 1998 KCSWDM as adopted by the City of Tukwila such that perimeter protection will be provided in the form of silt fences, a rock construction entrance will be installed, and temporary v- ditches with rock checkdams will route runoff into a sediment trap prior to discharge from the project site. To the maximum extent possible, sediment -laden water will be treated to settle out fine particles prior to discharge from the site. Core Requirement No. 6: Maintenance and Operations. Response: This project will concur with all maintenance and operations requirements of the City of Tukwila for projects of this nature. Core Requirement No. 7: Financial Guarantees and Liability. Response: This project will concur with all financial guarantees and liability requirements of the City of Tukwila for projects of this nature. 6719.009.doc [JPJ /tep] Z � Z a QQ: J U O 0 • w CO Li. a F- W O = • d F.. W Z = ZO W W U ON O I— W W ti. O W Z z r;> Core Requirement No. 8: Water Quality. Response: The City of Tukwila has previously indicated that Resource Stream Protection Menu water quality must be followed for this project such that, due to site constraints for this project, a two -train treatment system must be provided in the form of a basic wet vault with a stormwater z filter downstream from the detention vault to provide a two -train treatment system. These z projects are sized in accordance with the 1998 KCSWDM. ;�- W Analysis of Special Requirement: 1 v 0 O Special Requirement No. 1: Other Adopted Area- Specific Requirements. w = 1.— U LL Response: There are no known other adopted area- specific requirements for this project site. O This project site is not part of a critical drainage area, basin plan, or master drainage plan. W J c Z H 1— O Z !— U CI O N • — W W • ri L I O .. W P z 6719.009.doc [JPJ /tep] ; L . :Ts I ;:11 L7.11 71.11 7111 7111 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1 `Z OUR JOB NO. 6719 APRIL 16, 1999 , Prepared By: BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (425) 251 -6222 1 HA la -4 0 CIVIL 'ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 1 OUR JOB NO. 6719 APRIL 16, 1999 REVISED MARCH 30, 2000 Prepared By. BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (425) 251 -6222 CC IVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES t)kQ ENo ' I vwi Q ,C�HgCi, OUR JOB NO. 6719 APRIL 16, 1999 REVISED MARCH 30, 2000 Prepared By. BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT, WASHINGTON 98032 (425) 251 -6222 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES w ���sa. eau :drwtw rwu: �xx. «Q0E4 4i444. v�mm.:�nre QIsTel' * O N A L ..` .` EXPIRES 6 -It- 6 (:;0 nx,ar��nx..sry 313 0 /Do 1 1- z } Z ce W J U 0 U 0 W _ F— W 2 gQ co d = W I— O z F- al U � O N 0 F- WW Hr- U. O .. w = O z TABLE OF CONTENTS 1.0 INTRODUCTION /GENERAL INFORMATION A. GENERAL INFORMATION B. RESPONSE TO CORE AND SPECIAL REQUIREMENTS 2.0 UPSTREAM/DOWNSTREAM DRAINAGE ANALYSIS A. UPSTREAM AREA B. DOWNSTREAM DRAINAGE ANALYSIS C. ON -SITE SURFACE AND GROUNDWATER FLOW APPENDIX ' EXHIBIT A: VICINITY MAP EXHIBIT B: DRAINAGE AREA MAP EXHIBIT C: OFF -SITE ANALYSIS DRAINAGE SYSTEM TABLE EXHIBIT D: BASIN STUDY EXHIBIT E: SENSITIVE AREAS FOLIO EXHIBIT F: WETLAND INVENTORY MAP EXHIBIT G: UPSTREAM AREA MAPS 1 re tu 6 —J C.) O 0 U 0 CO W J = CO IL. W 0 • 0} J L Q N om . I d Z � I- 0 w ~ • w 0 O — 0 W H H O . W Z' 0 O ~ z 1.0 INTRODUCTION /GENERAL INFORMATION A. GENERAL INFORMATION The proposed project lies within a portion of the northeast quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian, Tukwila, King County, Washington, and is approximately 6 acres in size. The site is bounded by 42nd Avenue South on the west, SR -599 on the north, and South 131st Place on the south. The eastern portion of the site is bounded by undeveloped property. The south portion of the site contains one existing building and a parking lot. Most of the remainder of the site is covered with grass and low brush. The site slopes downward to the west toward an existing drainage swale near 42nd Avenue South. This drainage swale flows into an existing 66 -inch culvert at the northwest corner of the property adjacent to SR -599. The proposed project is to construct a second building on the site, which will be a warehouse distribution facility of approximately 37,000 square feet, and associated grading, drainage, utility, and landscaping improvements. B. RESPONSE TO CORE AND SPECIAL REQUIREMENTS Core Requirement No. 1: Drainage at Natural Location The drainage produced from the proposed development will be collected and discharged at its natural location to an existing 66- inch - diameter storm drainage culvert located at the northwest portion of the project along SR -599. The proposed development will not alter the existing drainage course nor divert stormwater onto or away from the adjacent downstream properties. Core Requirement No. 2: Off -Site Analysis This report contains an Upstream Area Analysis and a Level 1 Downstream Drainage Analysis for the project site. The final site development plans will demonstrate that the development will have no adverse affects on the downstream drainage system. Core Requirement No. 3: Runoff Control This project is located within the Green River basin. The storm drainage detention and water quality systems will be designed in accordance with the requirements of the King County Surface Water Design (KCSWDM) Manual, the Washington State Department of Ecology (DOE) Manual, and City of Tukwila standards. The preliminary design concept utilizes a wet/detention vault followed by a leaf compost filter in accordance with Resource Stream Protection menu of King County to provide storage, release, and water quality requirements. Core Requirement No. 4: Conveyance System All of the storm drainage runoff produced from the proposed project will be collected by catch basins and underground pipe, and tightlined to the northwest portion of the project for detention and water quality treatment prior to discharging from the site. Water quality treatment will be provided by a wet vault and sand filter vault. The proposed storm drainage conveyance system will be 6719.002 [KUsm/ph] z Z uu 00 co 0 W� w g I Z = ZO U D O N O I-- W W r . ▪ O tii z U = O~ z designed to convey the 25- year /24 -hour design storm in accordance with th 1990f County Design Manual and City of Tukwila standards. Core Requirement No. 5: Erosion/Sedimentation Control Plan A temporary erosion and sedimentation control plan will be prepared for the project in accordance with the KCSWDM, DOE, and City of Tukwila development standards. All runoff during construction will be collected by temporary interceptor ditches with rock check dams and conveyed to a proposed temporary erosion and sedimentation control pond prior to release from the project. Core Requirement No. 6: Maintenance and Operation A maintenance and operation manual will be prepared as part of the final Technical Information Report and provide instructions on how to maintain the water quality wet pond and biofiltration swale, along with a schedule for maintenance of the storm drainage conveyance and catch basins. Core Requirement No. 7: Bond and Liability Bond and liability insurance requirements will be addressed at the time of plan review and construction. Special Requirement No. 1: Critical Drainage Area The proposed project site is located within the Green River Basin. A stormwater detention facility will be designed and constructed on site. The site does not lie within a critical drainage area as depicted by the KCSWDM; therefore, this requirement does not apply to the project. Special Requirement No. 2: Compliance with an Existing Master Drainage Plan The proposed project is not located within any existing Master Drainage Plan; therefore, this requirement does not apply to the project. Special Requirement No. 3: Conditions Requiring a Master Drainage Plan The proposed project does not meet the threshold for the Master Drainage Plan; therefore, this requirement does not apply to this project. Special Requirement No. 4: Adopted Basin or Community Plans The proposed project does not lie within an area with an adopted basin or community plan; therefore, this requirement does not apply to this project. Special Requirement No. 5: Special Water Quality Controls The project proposes to meet this requirement by providing a water quality wet pond and biofiltration swale northwest of the proposed building, and then discharge to an existing 6719.002 [KUsm/ph] 66- inch - diameter storm drainage culvert under SR -599. The wet pond will be designed to provide volume and surface area to treat storm drainage runoff from the project. Special Requirement No. 6: Coalescing Plate Oil/Water Separator The project does not propose to create more than 5 acres of impervious area subject to high vehicular use or petroleum storage; therefore, this special requirement does not apply to this project. Special Requirement No. 7: Closed Depression The proposed project will not discharge runoff to an existing depression that has greater than 5,000 square feet of water surface area; therefore, this requirement does not apply to this project. Special Requirement No. 8: Use of Lake, Wetland, or Closed Depression for Peak Rate Runoff Control The proposed project does not propose to use a lake, wetland, or closed depression for peak rate runoff control; therefore, this requirement does not apply to this project. Special Requirement No. 9: Delineation of 100 -Year Floodplain No portion of the site lies within the 100 -year floodplain as depicted on the FEMA floodplain map (Exhibit D). The proposed project does contain a wetland, which will be mitigated, and the existing channel through the site will be realigned. The 100 -year floodplain for this channel will be calculated and shown on the site development plans. Special Requirement No. 10: Flood Protection Facility for Type 1 and Type 2 Streams The proposed project does not contain or abut a Class 1 or Class 2 stream that has existing flood protection facilities such as levies, revetment, and berms. The project does not propose to construct a new or modify an existing flood protection facility; therefore, this special requirement does not apply to this project. Special Requirement No. 11: Geotechnical Analysis and Report The project does not propose to construct a pond or any infiltration systems within 200 feet of the top of a steep slope, on a slope with a gradient steeper than 15 percent, use a berm higher than 6 feet, or modify existing flood protection facilities; therefore, this requirement does not apply to this project. Special Requirement No. 12: Soil Analysis and Report The existing soils underlying the proposed project are in an area not contained in the King County Soils Maps. A geotechnical report was prepared by Pacific Testing Laboratories, dated March, 1979, and confirms the content of the on -site material and underlying soils. 6719.002 [KLsm/ph] Z w QQ � J U U 0 W J • = w O g • � u_d I w Z = I— O Z • w U O N O I— w W • O w Z U= O ~ Z 141 2.0 UPSTREAM /DOWNSTREAM DRAINAGE ANALYSIS A. Upstream Area A portion of Southgate Creek is located within the subject site. The catchment area to Southgate Creek is approximately 510 acres in size, and is located within the northwest region of Tukwila. The Southgate Creek drainage basin is highly urbanized and generally slopes to the northeast towards the Duwamish River. It is bounded by on the north by South 130th Street, on the west by 24th Avenue South, on the east by 1 -5, and on the south by 146th Street, please see exhibit G1 of this report for a pictorial delineation of the approximate boundaries of Southcreek drainage basin. Defining drainage courses for the entirety of Southcreek drainage basin is beyond the scope of this report, however, exhibit G2 delineates the drainage course within close proximity to the subject site. Approximately 1000 feet ± upstream of the site Southgate Creek enters an existing 48" CP just north of the intersection of 42nd Avenue South and South 133rd Street. This 48" CP continues to the south along South 133rd Street for approximately 100 feet ± where it then enters an existing control structure, based on field reconnaissance and interviews with the City of Tukwila personnel, it appears that in periods of high flow this control structure splits flow to the south along South 133rd Street. This overflow continues along South 133rd Street through a series of open channel and culvert segments. The runoff enters an existing tightline system located at the intersection of South 134th Street and South 133rd Street. The runoff then appears, to split into three different directions. This is based upon data provided to us by the City of Tukwila. One downstream segment heads in a northerly direction along South I 32nd Street where it converges with Southgate Creek just north of 44th Avenue South. The second downstream segment continues to the northwest along SR -599. Eventually, incorporating itself into the subject site's downstream. The third segment is conveyed to the east and then north along Interurban Avenue South. This segment also incorporates itself into the subject site's downstream just east of Interurban Avenue South. As mentioned earlier during periods of high flow the control structure, located along South 133rd Street, splits water to the south. During periods of normal flow, the water is conveyed from the control structure underneath South 133rd Street and into an existing open channel via a 48" culvert. This open channel is approximately 3' wide, 4' deep, grass /soil lined with 1:1 vertical side slopes. Some erosion /is apparent along the side slopes of the channel. The open channel continues in a southerly direction until it meets South 132nd Street. Southgate Creek then flows to the north along the western side of South 132nd Street unit it is conveyed into an existing 48" CP located approximately 200' south of the intersection of 42nd Avenue South and South 132nd Street. This existing storm pipe continues to the northwest where it outlets into an existing open channel located within the subject site. B. Downstream Drainage Analysis Flow exits the project site through the open channel partially located within the subject site. Once the flow exits the site, it enters a 66 -inch CMP culvert. The culvert conveys flow under SR -599 for approximately 290 feet. At this point, the culvert is expanded into a ±15 -foot CMP culvert. The culvert continues to the northeast for approximately 40 feet, where it then outlets into an existing open channel. Located within the ±15 -foot CMP culvert are a series of four V -notch weirs. Once 6719.002 [KUsm/phl 7• t l w tmos the flow enters the open channel, it continues to the north/northwest for approximately 100 feet. The runoff then outlets into a 66 -inch CMP culvert. The culvert continues for approximately 160 feet to the north where it outlets into the Green River, approximately 560 feet downstream of the site. (See Exhibit B - Drainage Area Map, and Exhibit C - Off -Site Analysis Drainage System Table.) C. ON -SITE SURFACE AND GROUNDWATER FLOW Surface flow on the undeveloped portion of the site generally sheetflows to the existing wetland located north and northwest of the existing building and parking lot. Flow from the developed portion of the site sheetflows to a series of catch basins and is conveyed in an underground pipe system to the wetland northwest of the building. The portion of the site disturbed by new development will be approximately 1 6''acres, not including the ditch relocation and wetland mitigation. Existing elevations in the area to be developed range from approximately 9.5 to 12.5. Much of the area is comprised of existing wetlands and wetland buffers, for which mitigation will be provided on site. Following development, surface flows will continue to discharge into the enhanced wetland area. Surface flow will be treated and have controlled release rates in accordance with KCSWDM requirements. Water quality treatment will include the previously uncontrolled and untreated existing building and parking lot drainage. The development proposes to improve the water quality of on -site drainage entering the wetland. The geotechnical evaluation of the site by Pacific Testing Laboratories, dated March 1979, indicates on -site soils to be made up primarily of wetland -type soils, alternating from soft to very soft silt and peat layers of various thicknesses in the upper 12 feet, with the water table approximately 5 feet below the surface. The wetland -type soils are relatively impervious; therefore, it is our opinion that development of the building and paved parking lot will have no significant impact on groundwater hydrology. Overall surface water hydrology will not be significantly changed due to development. Similar to existing conditions, all storm drainage runoff will be routed to the existing, created, and enhanced wetlands. The flow rate into the wetlands will be controlled to match existing conditions, and surface runoff will be treated prior to discharge into the wetlands. 6719.002 [KUsm/phl CLL. _ • "; 11,13.; jJ NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR1HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. T I f 1 f If 1 URCE: THOMAS GUIDE tOtWf.Wrif ytt. STRAt4DER 128TH • VICINITY MAP NORTH ' NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR1 HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 7 77:111 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ma t / y � j \0 } � k�� ! ."= 0 ' " , ZDtalnagel 'O negt--L,:x.4' ..-t.,: f e ' ,...._!,.., s• Y , •?.iie• - imponenW gekei - 4i , 2■■; , -;,ti;-.- - Description , , ,,,:x-_,:•,, :::,,,,,-- ' .,'-,- t �Mesm QW -i / � � � � 't) 4 z- 5 4-1 "a';" js ,,,: P — D ischar g e ...:::' -: ..- iz ntz:', ‘.---: -"''' - :_... ,,,_ Existing :Cib*inst; : --...',:;':-.-":;•i'-' ..,,,:,.:,:.:,..., - •:&:'1-- ,, *- , • - •. - :::,',- , *zit' '.- , P 4 ; ' -.:-,,!:,.-;. - ''' , ' , :'...F.,::' , :''':•' • ' T s' :f Fitip I n .5 'atm Observations o esdiii6e.14*Wei;':Or ' .;:.-- •.• ,,,::,:,..-:,:, -, , ...?: -4, R esident See Map Type: sheet flow, swale, stream, channel, pipe, pond; size. diameter, surface area Drainage basin, vegetation, cover, depth, type of sensitive area, volume Vo Ft Constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion Tributary area, likelihood of problem, overflow pathways. potential impacts 1 Southgate Creek Basin tributary area = 510 acres Varies Upstream Evidence of scouring and erosion in channel 2 24" Culvert Soil headwall some clogging of inlet 1% Upstream Evidence of scouring and erosion in channel 3 Open channel 2' wide, 2'-3' deep, soil/grass-lined, 1:1 side slopes, outlets at culvert 1-2% ± Upstream Flow can run north or south depending on water profile character. 4 48" culvert CMP/concrete Conveys flow from north side of 42nd Avenue South to on site 1-2% ± On site No apparent problems 5 Open channel 1' wide, 1.5' deep, 1:1 V- side slopes, grass/soil lined 1-2% ± On site No apparent problems 6 66" CMP culvert Conveys flow under SR-599, rock/soil headwalls 1-2% ± 0'-290' Inlet densely vegetated No apparent problems 7 15' ± CMP culvert/V-notch weir 66" culvert expands to 15' ± culvert, series of 4 V-notch weirs contained in culvert. Concrete headwalls 1-2% ± 290'-320' 8 Open channel Grass/soil-lined, 1:1 V side slopes 1-2% + 320'-400' No apparent problems Basin: Green L. OFF-SITE ANALYSIS DRAINAGE SYSTEM TABLE Subbasin Name: • Subbasin Number: NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 6719.003 [BE/sm] . . .. .7 /7 - .4.-..4" ..- ...Altar- I- ..f.v.- "kW' e OD) rii -, -, ,-, .... , " . liMel` Ure- ?,, .,.... , re?. .s• '-`''' „,. . --14.--01 - ... . ,,-.., - . .1 - >At', ,-.:-.....:... •... ....?....* A: ..,,,lez:*4t4k47;Arit,p-AttyAc.„. . w.„.,6:4,..,,,,,i,,,, 4 ;:-.. ramaggptppnent ..,, . :,..,.. • ..,0■1r2::VeSPAPtiOlitgrA .s. '''''''S4% '4' r„Ile "., ,-,..,14.1-.t,,, , . $„_,,,,,,..- '-'"''''9' et- ,-m • ... - .....,. „„.,,,,,, t r:.-...,..ilvg. v„0.-, ...':qke:A'r4:-...4.. - ; : . �e� K $P �® 5��� • '' - -;.;- "c4.1 ` 741:i ...." z.:Isinstan - fl.-- :-.: g tSiWi;::= : VS'ii --- i ' ' r.. - tt...:-.. r .,4,...., ” -1 - -44 , -- , - - wx:xt_u , - , -.-.. , . , a-K3k.:, - ••••-' . ..,. .- - T -.41. ' XIStMV:-..t=!'f ; . , ---i-.--.r , -. , z,-4,-: Ixt ''' oblelap'.i.„4-0=z ...:?r ,t rM;, ei,';' ,- 3 T.,..1- - '--- , r- - - ;•.,*.:? ,:.,.; 0 -, .---.. .-;:tt , -.:-`v.-:*.--4" . k.4virtlIptrouv.ftb-S...-Aleildentel;z4cf-f.' :' !,ir. - ; , -..=-, , ,T-.v.,:;.,-.-,,,-;,,-%..e,,-, , .- , ..-p.;;,.,-; , u.. :,:oti. -- - ' " • ---.• ' i' • - ...- z- akniali9nr:o , le .-.:.;:i..:14,-..,;;._,,,,,,...•. .„ -= .i. --1 , -....-...-:...4.F. ,, z7*.....: , -.&: .^--- -...... . See Map Type: sheet flow, swale, stream, channel, pipe, pond; size, diameter, surface area Drainage basin, vegetation, cover, depth, type of sensitive area, volume Ft Constrictions, under capacity, ponding, overtopping, flooding, habitat or organism destruction, scouring, bank sloughing, sedimentation, incision, other erosion Tributary area, likelihood of problem, overflow pathways, potential impacts 9 66" CMP culvert soil/concrete headwalls, outlets directly to Green River 1-2% ± 400'-560' No apparent problems 10 Green River : _ i NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 6719.003 [BE/sm] NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR -THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. r -J RECONNAISSANCE REPORT NO. 26 DUWAMISH RIVER BASIN JUNE 1987 Natural Resources and Parks Division and Surface Water Management Division King County, Washington Z g it" W J U . U0 U) J = N F WO J u. Q d = W Zf._ t— Z F- u j U � O ( 0 H w uj H 1 u- O W Z U - : O~ z V : NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR tHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.. LJ I LJ iJ I _ ALLENTON BRIO NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Department of Public Works Don LaBelle, Director Surface Water Management Division Joseph J. Simmler, Division Manager Jim Kramer, Assistant Division Manager Dave Clark, Manager, River & Water Resource Section Larry Gibbons, Manager, Project Management and Design Section Contributing Staff Doug Chin, Sr. Engineer Randall Parsons, Sr. Engineer Andy Levesque, Sr. Engineer Bruce Barker, Engineer. Arny Stonkus, Engineer Ray Steiger, Engineer Pete Ringen, Engineer Consulting Staff Don Spencer, Associate Geologist, Earth Consultants, Inc. John Bethel, Soil Scientist, Earth Consultants, Inc. P:CR King County Executive Tim Hill King County Council Audrey Gruber, District 1 Cynthia Sullivan, District Bill Reams, District 3 Lois North, District 4 Ron Sims, District 5 Bruce Laing, District 6 Paul Barden, District 7 Bob Grieve, District 8 Gary Grant, District 9 Parks, Planning and Resources Joe Nagel, Director Natural Resources and Parks Division Russ Cahill, Division Manager Bill Jolly, Acting Division Manager Derek Poon, Chief, Resources Planning Section Bill Eckel, Manager, Basin Planning Program Contributing Staff Ray Heller, Project Manager & Team Leader Matthew Clark, Project Manager Robert R. Fuerstenberg, Biologist & Team Leader Matthew J. Bruengo, Geologist Lee Benda, Geologist Derek Booth, Geologist Dyanne Sheldon, Wetlands Biologist Cindy Baker, Earth Scientist Di Johnson, Planning Support Technician Robert Radek, Planning Support Technician Randal Bays, Planning Support Technician Fred Bentler, Planning Support Technician Mark Hudson, Planning Support Technician Sharon Clausen, Planning Support Technician David Truax, Planning Support Technician Brian Vanderburg, Planning Support Technician Carolyn M. Byerly, Technical Writer Susanna Hornig, Technical Writer Virginia Newman, Graphic Artist Marcia McNulty, Typesetter Mildred Miller, Typesetter Jaki Reed, Typesetter Lela Lira, Office Technician Marty Cox, Office Technician (NE.�:.jA.Uxw.LLWrrriH:i u.JNrW' o.y. v0,1 t .— III. FINDINGS IN DUWAMISH RIVER BASIN A. Overview B. Effects of Urbanization IV. RECOMMENDATIONS 6 A. Safeguard against continued erosion • 6 B. Improve overall effectiveness of surface water management 6 C. Improve habitat conditions, particularly in tributaries '7 V. I. SUMMARY II. INTRODUCTION MAP TABLE OF CONTENTS APPENDICES: APPENDIX A: Estimated Costs APPENDIX B: Capital Improvement Project Ranking APPENDIX C: Detailed Findings and Recommendations 9 1 1 2 2 4 C. Specific Problems 4 1. Erosion of channel banks and streambeds 4 2. Flooding in some locations 5 3. Further degradation of water quality 5 A -1 B -1 C -1 k4 L SUMMARY IVO II. INTRODUCTION: History and Goals of the Program In 1985 the King County Council approved funding for the Planning Division (now called the Natural Resources and Parks Division), in coordination with the Surface Water Management Division, to conduct a reconnaissance of 29 major drainage basins located in King County. The effort began with an initial investigation of three basins -- Evans, Soos, and Hylebos Creeks -- in order to determine existing and potential surface water problems and to recom- mend action to mitigate and prevent these problems. These initial investigations used available data and new field observations to examine geology, hydrology, and habitat con- ditions in each basin. P:DU The Duwamish River Basin, in western King County, is intensely urbanized. Commercial and industrial land uses dominate the basin on either side of the Duwamish River and along its valley. Single - family residences are located along the valley walls and on the plateau above the valley; residential land uses are expected to reach saturation by the year 2000. In the process of urbanization, nearly all of the basin's tributaries have been piped and chan- neled. Outfall pipes within the tributary network are fitted with flap gates to minimize the effects of flooding when the Duwamish River rises during flood stages or as a result of tidal influences. Other alterations to the stream system in the lowland areas include the placement of numerous artificial channels and culverts underneath State Roads (SR) 99 and 599. These carry runoff from three major freeways, as well as from extensive parking lots, one airfield (Boeing), and industrial areas, to the stream system. All wetlands except one have been eli- minated in the basin. Not surprisingly, there are serious environmental problems throughout the basin. The most serious of these, water quality, is being studied by numerous public agencies. The recon- naissance, which focused on drainage and erosion problems and resulting contamination of the stream system, identified several problems. First, bank erosion and mass wasting were observed in many locations, the most serious instances occurring along steep valley walls. Second, flooding occurs in some places, most notably in the Allentown area. And third, degradation of the tributaries from sidehill drainage is one of many factors accounting for the fact that fish habitat is nearly nonexistent. The field team investigating the basin recommends that 1) erosion be slowed by implementing planning, engineering, and regulatory measures; 2) the general effectiveness of surface water management be improved with a combination of enhanced maintenance on existing facilities and the construction of new facilities where needed; and 3) habitat conditions be improved where feasible, particularly those related to poor water quality from sidehill drainage. Findings from these three basins led the King County Council to adopt Resolution 6018 in April 1986, calling for reconnaissance to be completed on the remaining 26 basins. The Basin Reconnaissance Program, which was subsequently established, is now an important ele- ment of surface water management. The goals of the program are to provide useful data with regard to 1) critical problems needing immediate solutions, 2) basin characteristics for use in the preparation of detailed basin management plans, and 3) capital costs associated with the early resolution of drainage problems. The reconnaissance reports are intended to provide an evaluation of present drainage con- ditions in the County in order to transmit information to policymakers to aid them in deve- loping more detailed regulatory measures and specific capital improvement plans. They are 1 P:DU Duwamish River Basin (continued) not intended to ascribe in any conclusive manner the causes of drainage or erosion problems; instead, they are to be used as initial surveys from which choices for subsequent detailed engineering and other professional environmental analyses may be made. Due to the limited amount of time available for the field work in each basin, the reports must be viewed as descriptive environmental narratives rather than as final engineering conclusions. Recommendations contained in each report provide a description of potential mitigative measures for each particular basin; these measures might provide maximum environmental protection through capital project construction or development approval conditions. The appropriate extent of such measures will be decided on a case -by -case basis by County offi- cials responsible for reviewing applications for permit approvals and for choosing among com- peting projects for public construction. Nothing in the reports is intended to substitute for a more thorough environmental and engineering analysis possible on a site - specific basis for any proposal. III. FINDINGS IN THE DUWAMISH RIVER BASIN The field work in the basin was conducted in February 1987 by Ray Heller, resource planner, Lee Benda, geologist; and Amy Stonkus, engineer. Their findings and recommendations follow. A. Overview of the Basin The part of the Duwamish River Basin under King County jurisdiction is located in western King County along the Interstate 5 (1 -5) corridor, just south of Seattle and north of Tukwila (the basin's northern and southern boundaries, respectively). The western boundary abuts the Miller and Salmon Creek Basins, while the eastern boundary abuts the Lake Washington Basin. The basin contains the King County Airport at Boeing Field and portions of SR 99, 509, and 599 as well as I -5. Historically, the Duwamish River flowed north from the confluence of the Green and Black Rivers. The Black River no longer exists, but the Green River north of its historic confluence is still referred to as the Duwamish and this report identifies the associated basin as the Duwamish River Basin. The Duwamish River flows north through the communities of Allentown and South Park and through the Duwamish industrial area in south Seattle. The river -- known as the Duwamish Waterway near its mouth -- splits around Harbor Island into the East and West Waterways before discharging into Elliott Bay, adjacent to downtown Seattle. The reconnaissance excluded subbasins wholly within the city of Seattle. The Duwamish River Basin is intensely urbanized, with commercial and industrial land uses predominating on either side of the river along the valley bottom. The sideslopes and plateaus above the valley are mainly used for single- family residences, with multi- family residential and commercial land uses also present in various locations. All of the unincorporated portion of this basin is within the Highline Community Planning Area, which lost population between 1970 and 1980. The population level has stabilized and moderate growth is expected in all types of land use by the year 2000. Most future growth in commercial and industrial land uses will be in the river valley bottom currently used for these purposes. Single- family and multi - family housing will reach saturation on the valley sideslopes and on the upland plateau. I .. 4%1 ax wn , tiw rcea„ r _ my:wan, t.au.�r+IW:cit .. J ": rt ' :041 as➢a a .t 4M.i tritCmpala Taw., l' Dominant geologic and geomorphic features. The geology of the Duwamish River Basin consists of sedimentary and volcanic bedrock, glacial deposits of various ages and types, Z and alluvium in the valley bottoms. The major bedrock outcrops appear in the = • southern portion of the basin near Tukwila and consist of sandstones and intrusive ;— Z ill volcanic rocks. Glacial sediments include undifferentiated pre - Vashon sand and gravel, it 2 Vashon till, recessional outwash sand, and glacio - fluvial sand and gravel. Till is found J U along most of the highlands and generally caps the drumlinoid hills. Recessional out- U 0 wash sand is interspersed throughout the till and is commonly found along shallow co W stream valleys and other depressional areas. Landslide deposits exist within steep-walled H tributary valleys. Recent alluvium, composed of gravel, sand, and silt, fills the to u_ Duwamish Valley and the bottom of the tributary valleys. W O 2 The morphology of the basin is dominated by the valley of the Duwamish River. The g Q valley is cut into sedimentary and volcanic bedrock. While the Duwamish River once N meandered across its floodplain on the valley floor, it now flows through a diked chan- I w nei, as do its tributaries. �" _ Z 1— During the last several glaciations, sediments were deposited on the bedrock in the form Z 0 of glacio- fluvial sand and gravel, recessional outwash sand, and till. These glacial 2 D deposits were shaped into drumlinoid hills, with axes trending northwest - southeast. D r3 Drainage channels in the uplands are not well developed or integrated. Where drainage O was routed over the valley walls, deep narrow valleys were formed through the glacial F" WW sediments. Landslides formed hummocky and chaotic terrain along the steep walls of = tributary valleys and of the Duwamish Valley. !..I-- Hydrologic and hydraulic features. Several highly urbanized subbasins, all distinct in Lit N character from one another, make up the Duwamish River Basin. Some natural H I drainages display undisturbed riparian environments, while severe erosion, scouring, and Z ~ downcutting typify others. The majority of the basin's tributaries are either piped or ditched as they approach the lowland areas and their confluences with the Duwamish River. Outfall pipes within the tributary network are usually fitted with flap gates to minimize the backwater effects of flooding in the river. Alterations to the stream system in the lowland areas include many artificial open channels and major culverts that cross SR 99 and 599. Drainages in the upper subbasins flow through natural swales, steep natural channels, and ravines, as well as through numerous culverts. Many of the streams flow peren- nially from groundwater sources. Reconnaissance revealed that natural storage systems are nearly nonexistent in this basin: There are no lakes and only one small wetland. Habitat characteristics. The fate of stream habitat and fish in this basin was deter- mined during the late 1800s through the 1950s. During this time the Duwamish floodplain was almost totally filled, and the river was dredged and diked. As already described, this process of urbanization completely eliminated the natural features of the river and its corridor. In addition, the discharge of oils and other toxicants from thousands of acres of industrial land and the dumping of domestic garbage (which is common although illegal) have produced serious water quality problems along the waterway. Water pollution has caused documented fish kills in recent years, resulting in fines against the responsible parties. In addition, Metro, King County, the Washington State Department of Ecology (DOE), and the U.S. Environmental Protection Agency .w seYd.�r6.�+•.'n. w'�' .+..uu r.n�%4lfrwu.iis4 P:DU 3 Duwamish River Basin (continued) 7, A4RN P:DU (EPA) have initiated studies to better define problems and solutions in order to improve water quality along the river. No anadromous fish were found in any of the streams at the time of reconnaissance. Resident fish may exist but were not observed during the reconnaissance study. Streams on the valley slopes and upland plateau are also devoid of fish. The tribu- taries in these upland areas show evidence of damage from the high flows of urban runoff, contamination from garbage dumping, introduction of other toxicants, alterations, filling, and high sediment loads. Most streams have few pools or the large organic debris necessary for fish refuge. Two streams (Trib. 0002, 0003) do have some instream and riparian habitat structures (e.g., protective streamside vegetation, pools, and large organic debris) that might support trout. The possibility of enhancing these fish habitats should be explored and if feasible pursued. B. Effects of Urbanization in the Basin The same process of urbanization that has contaminated the waters of the Duwamish River Basin and destroyed most of the fish and fish habitat has also severely impacted the basin's drainage system. Erosion of channel beds and banks has produced heavy sediment loads, which have been carried down steep gradients and deposited on the valley floor. Deposition points have too often been within artificial conveyance systems, which have become clogged and constricted during times of heavy flows. This inability of the drainage system to handle higher flows is particularly noticeable in the lower stretches of Tributaries 0001A, 0001B, 0002, 0003, and 0003D. When high flows in the Duwamish river cause floodgates to close at tributary outfalls, flows that originate in the eastern subbasins back up in local conveyance systems in Allentown and cause flooding. Pipe outfalls exist at river miles 7.70 and 7.80. Highway contaminants produce many of the water quality problems in the basin. Most contaminants enter the stream and storm systems unabated by pollution- control devices such as oil /water separators. One drain pipe outfalls onto a steep slope at South 112th Street, just above SR 509. This pipe is discharging noticeable amounts of gasoline and oil from an unknown source, killing insects and plant life on the slope. C. Specific Problems Identified As noted earlier, there are a number of public agencies presently studying the severe water quality problems present in the Duwamish River Basin. The goal of these studies is to recommend mitigation measures in the Duwamish Waterway. The reconnaissance work presented here focused primarily on drainage problems in the tributary subcatch- ments, with secondary emphasis given to water quality and habitat problems. 1. Erosion of channel banks and streambeds was found in numerous locations throughout the basin. However, urbanization is so advanced in this basin that development- related erosion is actually at a minimum. In general, streams and bluffs in the lower Duwamish River Valley are stable and show only moderate increases in erosion. Serious erosion found during reconnaissance was restricted to the steep- walled tributary valleys and areas along valley walls of the Duwamish River. For example: 4 Duwamish River Basin (continued) 1 Z C4 -U 0 CO 0 W = t- CD W W O �? -a = W ' ? t-- t— O Z t- U O - ❑ l— W W H = �O .. W co O Z I P:DU 3. Water quality is being further degraded in several locations: 5 Duwamish River Basin (continued) a. Channel - bed erosion occurs on Tributary 0003G at river mile .95. The cause is uncontrolled urban runoff; the problem will continue if not addressed. b. Bank erosion and scouring occur on Tributary 0003E at 'river mile .00. 1-' W Debris is building up at the headwall, causing flows to damage the bank. t!= g Increased storm flows from development are apparently the cause. 6 U 00 c. lnstream bank erosion is occurring on Tributary 0002 at river mile .55, with W 0 no apparent abatement. Bank erosion also is occurring along the channels W H of Tributaries 0002 and 0003, presumably from development - related increases to LL in flows. p w d. Road embankment erosion is occurring on Tributary 0002E-at the 47th g Q Avenue and South 109th Street intersection. The resulting sediment is filling two 36 -inch culverts at the lower end. The flows will back up onto private = d property if the culverts are not cleaned. t- _ Z i-- e. Hillside erosion is occurring at South 112th Street above SR 509, where a Z O 0 pipe discharges directly onto a steep slope. There is no energy dissipation 11.1 uj for flows. U� • N f. Two landslides were observed on the valley wall beneath residences in the 0 H valley of Tributary 0002 at river mile .70. These may have occurred because i i iv of the stormwater that is routed directly onto steep slopes, a situation made t-' H u- O worse by vegetation removal along the slope. Another landslide has occurred in bedrock at Tributary 0003, river mile .16, along the main valley of the CU co Duwamish River. 0 = 0H Flooding ours in some locations along the Duwamish River system. For example: Z occurs a. Outfall from Allentown to the Duwamish (Trib. 0001, RM 7.70 and 7.80) will continue to back up when the floodgates are closed at times of high flows. b. Flooding of the storm system at the intersection of Eighth Avenue S and South 100th Street is being caused by sedimentation, which fills and constricts the pipes there. If allowed to continue, flooding could lead to accelerated road failure. a. The illegal but common practice of dumping domestic garbage in streams is very prevalent. Tributaries 0001E and 0001F both had large amounts of garbage in them. b. There are possible leakages of septic tanks into Tributary 0001F at river mile .12. The stream had a septic odor on the date it was examined. c. Sediment from an upstream fill is producing water quality problems on Tributary 0002A, river mile .15. Sediment in turn is filling pools. Downstream from the Glendale golf course on Tributary 0001E, there are ' "! IV. RECOMMENDATIONS FOR ACTION weft e P:DU Duwamish River Basin (continued) excessive amounts of sediment and algae in the water. Algae could be the result of fertilizers and sprays at the golf course. Controlling erosion and increasing the overall effectiveness of surface water management are the main goals in the Duwamish River Basin. A. Use planning and regulatory measures as a long -term safeguard against continued ero- sion and other mass - wasting. 1. Enforce the County's Sensitive Areas Ordinance and slope regulations along steep slopes of tributaries and the Duwamish River Valley. 2. Prohibit the routing of stormwater onto steep slopes without energy dissipation and other appropriate measures to control runoff in a safe, nonerosive manner. 3. Designate certain portions of the tributary valleys as landslide hazard areas in the Sensitive Areas Map Folio. 4. Establish native growth protection easements in tributary valleys. This will make banks more stable and provide a source of large woody debris for energy dissi- pation in streams. Both are erosion - control measures. B. Improve the overall effectiveness of surface water management in the basin. 1. Increase maintenance of present conveyance facilities to assure they are functioning properly. a. Clean debris and silt from two 36 - inch culverts on Tributary 0002E at the 47th Avenue S and South 109th Street intersection in order to reduce moisture intrusion into the base course of the road. b. Repair the damaged manhole at the intersection of Eighth Avenue S and South 100th Street. Construct an inlet structure with sediment /silt control to alleviate overtopping of the channel and to prevent further destruction of the road. 2. Construct new facilities for conveyance and R/D as needed for flood control and overall drainage efficiency. a. Install a pumping station in Allentown on Tributary 0001 at river miles 7.70-7.80 to reduce flooding when the Duwamish River is running high at the outfall of these two points. Pump flows into the Duwamish River. b. Tightlinc flows using energy dissipatoos at South 112th Street above SR 509 to disperse water beyond the steep slopes, which are now being eroded. 6 Z 1 z W re L J U U O J = s- tn LL W O LQ w d = W t- _ ? F - • ZO • W U� O — O F- LU W I- -4 .. Z W U = O~ Z • Duwamish River Basin (continued) c. As a measure of additional storage, encourage the city of Tukwila to construct an R/D facility on Tributary 0003G, near the intersection of 44th Street S and South 31st Place, to aid in controlling peak_ flows. Conveyance pipes in this vicinity are presently undersized. 3. King County should work with the cities of Seattle and Tukwila where drainage basins are shared. Some tributaries may call for basin plans. 4. Surface water management and discharges into the Green and Duwamish Rivers should be coordinated with the principles and requirements of the Green River Management Agreement. C. Improve habitat conditions, where feasible, particularly those related to the contamination of tributaries by sidehill drainage. 1. Improve enforcement of no- dumping ordinances by King County and the city of Seattle. 2. Establish stream corridor guidelines, including setbacks limiting clearing, and other regulatory measures as appropriate to protect the remaining habitat in the basin. +a!!W - !Y 0 �oafoad pasodoid LU£L. iagwnN Aie }ngial woo wea4s zuiod uo90a1100 A.iepu nob .ueunyoleogng Aiepuno8 uIsee NISVEI 113M b' HStVJ 'Mfi© NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. ._�.�.�_��✓ A•r. 1 n is •o1Uabiala • NOTE: All projects are located on map included in this report. Project Collect. Number Point 1301* 7 1304 1306 2'7 U.' . 1N31/4f1000 3H1 AO AinvnO 3H1013la Si 11 30I10N SIHL NVH 1IV310 9531 SI 31/11Vad SIH1 NI 1N3Wf100a 3H1 Al :30110N Indicates project was identified by Surface Water Management office prior to reconnaissance. APPENDIX A ESTIMATED COSTS: PROPOSED CAPITAL IMPROVEMENT PROJECTS DUWAMISH RIVER BASIN Project Description Construct R /D- siltation pond adja- cent to 8th Ave. S. and between S 100th St. and S 96th St. (4 acre - ft. of capacity). 21 Installation of pump station. Construct R/D facility at 133rd St. S and S Marginal Way E. v., Reduce flooding in Allentown from con- veyance system backups when high flows occur in the Duwamish River. Reduce downstream flooding in Tukwila. Problem Addressed Reduce downstream flooding and siltation. Estimated Costs and Comments $140,000 (dependent on acquir- ing right -of -way from Seattle City Light) $100,000 $222,000 (dependent on land acquisition costs) APPENDIX B CAPITAL IMPROVEMENT PROJECT RANKING DUWAMISH RIVER BASIN . Q • Z rt W Prior to the field reconnaissance of the Duwamish River Basin, five projects had been identified and QQ j rated using the CIP selection criteria developed by the Surface Water Management (SWM) and U Natural Resources and Parks Divisions. Following the reconnaissance, three projects remain pro- N posed for this area. Three projects were eliminated based on the consensus of the reconnaissance W = team. One of the projects has already been completed, one had no apparent problems, and the t— other project could not be located. One project (1306) was added. N IL WO 5 The previous SWM capital improvement project list for the Duwamish River Basin had an estimated g� cost of $1,280,000, while the revised cost estimate changes to $462,000 for the three projects. This u. 64% reduction is due mainly to the elimination of three previously identified projects. N d W The following table summarizes the scores and costs of the proposed CIPs for the Duwamish River Z Basin. The projects were rated according to previously established SWM Program Citizen Advisory . t-- O Committee criteria. The projects ranked below are those for which the first rating question, W Lu ELEMENT 1: "GO /NO GO," could be answered affirmatively. These projects can now be con- sidered for merging into the "live" CIP list. Any project scoring over 100 points should be con- U U) sidered for incorporation into the six -year CIP list. 0 F ,,, WW t- u' O co .. Z RANK PROJECT NO. SCORE COST U ~ O 1 1306 127 $222,000 Z P:DU.APB 2 1304 45 100,000 3 1301* 30 140.000 B -1 TOTAL $462,000 Indicates project was identified by the Surface Water Management Division prior to reconnaissance. Trib. & Collect. Item` River Mile Point Category Prop. Prol. 3 1 4 0001 RM 7.70 & 7.80 P:DU.APC All items listed here are located on final display in the offices of Surface Water Management, Building and Land Development, and Basin Planning. 7 Hydrology 7 Hydrology 9 Hydrology • 21 Hydrology 1304 Existing Conditions and Problems 1301 Flat area with stream meander under Seattle City. Light transmission towers. SWM- proposed CIP site. Altered manhole (hole knocked into side). Sedi- ment buildup in system. Road failing just down- stream. Hillside above State Road 509 and below S 112th St. suffers from erosion caused by outfall. No energy dissipation. Water backs up in con- veyance system into Allentown when the Duwamish rises and floodgates close. C - 1 APPENDIX C DETAILED FINDINGS AND RECOMMENDATIONS DUWAMISH RIVER BASIN Anticipated Conditions and Problems None. Siltation of conveyance system will restrict flows in the future causing overtopping onto road and road failure. Increased scouring and incising of hillside; sediment /silt outwash onto SR 509 will worsen. No relief from Duwamish River high flows. Local flooding will continue from conveyance system backups. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Recommendations Construct the proposed R/D and siltation - control facility if right -of -way can be obtained from City Light. Reconstruct the altered manhole to function as intended. Construct an inlet structure with sediment/ silt control to alleviate over- topping of the channel and to prevent further road destruction. Tightline pipe system beyond erosion - sensitive slopes. Construct an energy dissipator at outlet end of tightline. King County Roads should investigate this problem. Install a pumping station to reduce flooding of Allentown, near outfall points of RM 7.70 and 7.80. Trib. & Collect. Existing Item River Mile Point Category Prop. Proj. Conditions and Problems 5 0001B 7 0001F 8 0002 RM .50 P:DU.APC 6 0001E 8 Habitat RM 1.00 9 0002 RM .60 -.75 4 Habitat 22 Habitat 10 Habitat 10 Geology L No visible problems in stream or stream corridor. Very little fish habitat due to excessive flows, erosion, sediment, and garbage. Algae is growing profusely in the stream, indicating possible nutrient loading from fertilizer at upstream golf course. Septic odor in stream and loads of garbage below 47th Ave. S. Ditched stream with check dams to reduce erosion and sedimentation. Streamside banks are bare. Prehistoric landslide terrain. C -2 Anticipated Conditions and Problems Future development could encroach into the stream corridor and increase flows to erosive levels in the stream. Problem will continue. Problem will continue. Problem will continue. Removal of vegetation or routing stormwater over steep slopes may cause land- slides. Recommendations NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. g Coordinate with city of Seattle to establish and protect a stream corridor at least 25 ft. back from the top of the stream -bank on each side of the stream. Existing and future flows should be kept at nonerosive levels. Basin plan should consider R/D facility in golf course above problem site to reduce existing and future flows. Future development runoff should be kept at nonerosive levels. - Require all future residences to connect to sanitary sewer, if available. - Improve enforcement of no- dumping laws. - Notify Seattle -King County Health Dept. of problem. Revegetate banks. Restrict future development runoff to levels that are nonerosive in the downstream system. Map inner valley as landslide hazard in Sensitive Areas Map Folio (SAMF). i....Y- ..__. L Trib. & Collect. Existing Item River Mile Point Category Prop. Pro'. Conditions and Problems 10 0002 RM.70 11 0002 RM.70 12 0002A RM.10 13 0002A RM.75 -.90 14 0002A RM.75 -.90 15 002A RM.95 P:DU.APC 10 Habitat • 10 Geology 10 Habitat 10 Geology 10 Geology 10 Hydrology Ham Creek. Good trout habitat. Small pools and some large organic debris are present. Sediment is a problem. Two landslides beneath residences. Poor fish habitat. Lots of algae growing within the stream. Lots of garbage, sediment from upstream fill and possible nutrients exhibited by the algae presence. No benthic organisms present. Landslide terrain. Channel bank erosion of moderate intensity. Undersized pipe capacity due to a partial siltation of the conveyance system. C -3 Anticipated Conditions and Problems Future development could increase flows, erosion, and resulting sediment that will fill pools and clog gravel. Stormwater has been piped down one landslide. Continued surface erosion. Possibility of future landslides. Conditions will continue. Removal of vegetation or rout- ing stormwater over steep slopes may cause landslides. Continued erosion. Continuation of present prob- lems, which will become more severe as pipe capacity diminishes with added silta- tion. _1 :..,:, .l �.:1 Recommendations NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Restrict present and future develop - ment runoff to levels that are nonerosive in the stream system. Map valley landslide hazard in SAMF. Discourage or prohibit vegetation removal and routing of stormflow onto steep slopes. Remove or stabilize fill at upstream end of ravine. Map inner valley landslide hazard in SAMF. None. Check grate capacities for street drainage system. Remove flow obstructions in pipes. 16 0002E 17 . 0003 RM.10 18 0003D RM1.10 19 0003E RM.02 20 0003G RM.02 21 0003G RM.195 0003E RM.00 P:DU.APC 22 Hydrology 15 Habitat 23 Habitat 27 Geology 27 Habitat 27 Hydrology/ Habitat Trib. & Collect. Item River Mile Point Category Prop. Proj. Conditions and Problems Existing Series of two 36 -in. cul- verts passing under road. Lower pipe almost silted in in at downstream end. Road erosion at turn radius of intersection. Septic odor from swales. Location is 47th Ave. S and S 109th St. Stream corridor and in- stream habitat seems ade- quate for trout. Anadromous usage blocked the river. Steep gradient, little fish habitat, corridor fairly stable. Bank erosion along both sides of channel. Upstream erosion has caused minor sedimentation just south of S 133 St. Some localized flooding also occurs. Severe downcutting and in- stream scouring of channel. C-4 Anticipated Conditions and Problems Water will overtop drainage swale if sediment /silt build- up goes unchecked. Road will have water intrusion also. Road failure is probable. Future development could increase flows to erosive levels, causing sedimenta- at tion. Future development could increase flows and instream erosion. Continued erosion. Future development could in- crease sediment problems in this area. Accelerated erosion will increase. Siltation of conveyance systems will in- crease flooding. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR ThAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Recommendations Increase maintenance of culverts. Problem has been referred to King County Roads Division. Restrict future development runoff to levels that are nonerosive in the downstream system. Restrict future development runoff to levels that are nonerosive in the downstream system. Resident should be asked to revege- tate bank. Sediment and R/D ponds could be constructed both north and south of S 133 St. Install energy dissipators in stream and vegetate banks where possible. Evaluate at time of basin planning as a habitat project. 22 0003G 23 0003G 24 0003I P:DU.APC L_ 26 Hydrology 31 Geology Trib. & Collect. Existing Item River Mile Point Category Prop. Proj. Conditions and Problems 27 Hydrology 1306 Incised stream segments. Downstream flooding in Tukwila. City of Tukwila. Horse pasture with old farm buildings. City of Tukwila. Landslide in bedrock hollow directly above residence. C -5 Anticipated Conditions and Problems Accelerated incision along with other adverse stream processes. Continued down- stream flooding in Tukwila. Continued surface erosion. Possible continued land - sliding (though minor). Undersized channels and pipes will back up flows. Recommendations Construct an R/D facility. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. City of Tukwila should consider an R/D facility for control of flows. - Investigate more thoroughly to determine if cause is stormwater from impervious surfaces above. - Add this section of hillslope to landslide hazard in the SAMF. 1 • C: 1990 KING COUNTY SENSITIVE AREAS FOLIO STREAMS AND 100 YEAR FLOODPLAINS A1/4 NORTH I z re 2 QQ JU O 0 u) 0 J • = h- • LL W u a co I 1 _ w z = � z I- UJ 0 O — o E- W � 0 .. Z W U= F. z /AM Rao :E: NIRO KING COUNTY SENSITIVE AREAS FOLIO WETLANDS ••• NORTH Js ::..: r I NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.. • .. I 4 CIE: 1990 KING COUNTY SENSITIVE AREAS FOLIO r ., . •\::: ... .v:: 1 ...\. ...., , 1. ... . . T..„.......4 ,-(.. v . ...-.. . -. N I . I • • r-41.... • ,• t • - • "t , . i .-- COAL MINE HAZARD AREAS ' .''' . i IIIIVA: 4 ,7i!7r taffi1 II ll 1 • II - 1611=31ilqiii r tkil"" ' i_ M illarl , Min ..,,.. 1 6 : , UM ial i nlifie . • III illsig ral VIIIIIINCOMMINVIN \ • 1k iruumaircs • lumnalrain • ii Ile gr? Lia • .:••.::.-,..,.: WI note= :-.. ;;,..... , :f : .. .•./ • .,`.'•• SEMI NAIIIPIRS NI Tika 16 TIE: \ , ..: , .,.. -s. )trir r WilFeWtlialS _3 . :--,,- ii A i n 61) - kiltrAlliali \Ja temilweivanon iprotnulammon t i) ' 1 " s N EIHNIMM ,:o..., wrii icifillillOYM.Jara at, NORTH 074 WAR Bing& 11; 1,„11 IC: 1050 KING COUNTY SENSITIVE AREAS FOLIO SEISMIC HAZARD AREAS ' I . Tly.vo NORTH rat • 11 • ' 1 E: 100O KING COUNTY SENSITIVE AREAS FOLIO • It lk Immo sI6 R l4iL. tit y 4"...r igurtur sari /M4i1i MINV MEM ALM Illintek liSIMEMENi Mai LANDSLIDE HAZARD AREAS ill.4 ttiy.3Wii:A,z4` 4i cvrn�e•n I• NORTH ISM • MIR . ITO: i 41 4.419. 111.! —I I 4 • t.i;,J=.; 1' r • r 1 7i t 1+: I ., --# 4. 4_, - if si ; 1 :i Ir. 1.i +1— • -r4 r - 4 • tri f 11) aistirot 4-4-4 .zp :.:•1 t — .411 ---) • 1. ; r L ;T- 1 : ,11T1 • • The boundaries of the sensitive Areas \ • • • • ia Oie • 1: EROSION HAZARD AREAS ' 1990 KING COUNTY SENSITIVE AREAS FOLIO yt ..,4•44444 r ) WY A NORTH - • • rn 2 03 o � .j:.,J . : _ 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR 'THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. .+ • tom ww rvrt � wN pF SUB �l UPSTREAM DRAINAGE P I(OT'E: Fwu CKNI Rum F�TI-► NO R s$ 6R. S OUT T DE?eK Ars/(r UPOM WATER RDFX LEGEND XX Gs Flow Control/ Diversion Structure s Some pi.ork SPL.rT TWI w AY Oa? AI t4rtsH Ft V Pr'R.zoia 5 ® CULVERTS — DITCH/OPEN CHANNEL ROAD SIDE DITCHES ------ CHANNEL WITH RIPARIAN HABITAT BYPASS (constructed by summer '92) REACH DESIGNATION APPROXIMATE 25 YR STORM FLOW 48TH AVE S s SITE 18" CuLYE R T : u 47TH AVE. S • • w S. 133RD ST. MAPS PROVIDED TO US BY CITY OF TUKWILIA DUWAMISH RIVER City of Tukwila SOUTHGATE CREEK FISH ENHANCEMENT PROJECT Kramer, Chin & Mayo, Inc. , Figure 6. ALTERNATIVE 3 NEW CHANNELS WITH STORM BYPASS r 1 r r I r r D r i i NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. c.o.) wid'i. cii ,--, el) 5 • • 4:t d t-.: .u. 11: 4:::, mok cro NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 051 r n o 1■4 y 0 y OZ O to t* 22 22 un r* NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. LAW 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology As mentioned previously, the existing site hydrology is based on a wetland or a Type D soil type under existing conditions. The site will be cleared of all vegetation and backfilled with the new building that is going in. The area of the new construction is approximately 1.75 acres and is located in the southeast corner of the property. The areas along the northern portion of the site will be mitigated to provide wetland mitigation areas and buffers, and the stream rerouted somewhat that passes through the site, ultimately discharging to the same conveyance system it does under existing conditions. B. Developed Site Hydrology Under developed conditions, the vast majority of the project site is considered impervious surface. For detention calculations, that would be 1.68 acres of new impervious surface with 0.07 acre of pervious area, totaling 1.75 acres of new development area. In addition, a portion of the existing parking lot, adjacent to the existing building, will be routed into the wet/detention vault and orifices upsized to allow upstream runoff to pass through the wet/detention vault undetained. Please refer to the calculations within this section of this report for the detention sizing. C. Performance Standards For flow control, as mentioned previously, Level 1 Flow Control using King County Runoff Time Series was the methodology utilized for providing detention on site. There is only 2.3 feet of head available in the vault for detention storage due to site constraints. The parking lot ponding is utilized as well adjacent to the new building and the dock high loading areas totaling less than 6 inches of depth. The water quality standards used for this project are the Resource Stream Protection Menu standards as required by the 1998 KCSWDM and adopted further by the City of Tukwila. This is a two -train treatment system including wet vault and stormwater filter. The performance standard for conveyance systems is the 1998 KCSWDM such that the 25 -year storm event, based on the Rational method, will be conveyed without overtopping any catch basins or manholes on the project site. D. Flow Control System Please refer to the illustrative sketch within this section and the calculations for the flow control system proposed with this development. E. Water Quality System Please to the illustrative sketch and calculations within this section of this report for the water quality systems proposed for this development. A StormceptorTM is proposed for the road improvements to treat at least the equivalent area of the new impervious surface being added. The Stormceptormt Model 450i was selected, which will treat up to an acre contributing. The actual area contributing is 0.13 acre, which is more than the total area of new impervious surface in the roadways. A COS, Inc., storm filter with 12- inch -tall cartridges was selected to treat the on -site runoff along with the dead storage in the wet/detention vault. 6719.009.doc [JPJ/tep) Pre - Developed: *Included in pre - developed and developed areas Peak Runoff Rates (cfs) FLOW CONTROL CRITERIA Till Grass = 0.04 acre Wetland = 1.75 acres Impervious = 0.44 acre 2.23 acres total Developed: A = 2.12 acres impervious A = 0.11 acre till grass 2.23 acres total Upstream Contributing* A = 0.44 acre impervious A = 0.04 acre landscape 0.48 acre total 6719.009.doc [JPJ /tep] z 1 • w JU O 0 co o co w W =. J '— N IL, w w Q N d = W z �. i•• O z I— ll! ON 0 f— ill 0 r: O Lu z . U =; OH z Pre- Developed Developed Proposed Release from Detention 2 -Year 0.127 0.530 0.126 10 -Year 0.361 0.637 0.358 100 -Year 0.491 1.03 0.823 Pre - Developed: *Included in pre - developed and developed areas Peak Runoff Rates (cfs) FLOW CONTROL CRITERIA Till Grass = 0.04 acre Wetland = 1.75 acres Impervious = 0.44 acre 2.23 acres total Developed: A = 2.12 acres impervious A = 0.11 acre till grass 2.23 acres total Upstream Contributing* A = 0.44 acre impervious A = 0.04 acre landscape 0.48 acre total 6719.009.doc [JPJ /tep] z 1 • w JU O 0 co o co w W =. J '— N IL, w w Q N d = W z �. i•• O z I— ll! ON 0 f— ill 0 r: O Lu z . U =; OH z Flow Frequency Analysis Time Series File:6719pre.tsf Project Location:Sea -Tac KCRTS Command CREATE a new Time Series KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Analysis Tools Command RETURN to Previous Menu KCRTS Command CREATE a new Time Series 1 -- -6L I FL-D1-t J Production of Runoff Time Series Project Location : Sea -Tac Computing Series : 6719pre.tsf Regional Scale Factor : 1.00 j Data Type : Reduced Creating Hourly Time Series File Loading Time Series File :C: \KC_SWDM \KC_DATA \STTG60R.rnf Till Grass 0.04 acres Loading Time Series File :C: \KC_SWDM \KC_DATA \STWL60R.rnf Wetland 1.75 acres Loading Time Series File :C: \KC_SWDM \KC_DATA \STEI60R.rnf Impervious 0.44 acres Total Area : 2.23 acres Peak Discharge: 0.491 CFS at 9:00 on Jan 9 in Year 8 Storing Time Series File:6719pre.tsf Time Series Computed Loading Stage /Discharge curve:6719pre.tsf Frequencies & Peaks saved to File:6719pre.pks Production of Runoff Time Series Project Location : Sea -Tac Computing Series : 6719dev.tsf Regional Scale Factor : 1.00 Data Type : Reduced Creating Hourly Time Series File Loading Time Series File :C: \KC_SWDM \KC_DATA \STTG60R.rnf Till Grass 0.11 acres Loading Time Series File :C: \KC_SWDM \KC_DATA \STEI60R.rnf ,(:.euay u:.tri.. fMuwi' a Impervious 2.12 acres Total Area : 2.23 acres Peak Discharge: 1.03 CFS at 6:00 on Jan 9 in Year 8 Storing Time Series File:6719dev.tsf Time Series Computed Flow Frequency Analysis Time Series File:6719dev.tsf Project Location:Sea -Tac KCRTS Command Enter the Analysis TOOLS Module Analysis Tools Command Compute PEAKS and Flow Frequencies Loading Stage /Discharge curve:6719dev.tsf Frequencies & Peaks saved to File:6719dev.pks Analysis Tools Command RETURN to Previous Menu KCRTS Command Size a Retention /Detention FACILITY Edit Facility Loading Time Series File:6719dev.tsf Time Series Found in Memory:6719dev.tsf Saving Retention /Detention Facility File:6719convey.rdf Starting Documentation File:C: \kc_swdm \kc_ data \example \kcrts \6719convey.doc Time Series Found in Memory:6719dev.tsf Edit Complete Retention /Detention Facility Design Edit Facility Time Series Found in Memory:6719dev.tsf Saving Retention /Detention Facility File:6719convey.rdf Starting Documentation File:C: \kc_swdm \kc_ data \example \kcrts \6719convey.doc Time Series Found in Memory :6719dev.tsf Edit Complete Retention /Detention Facility Design Edit Facility Time Series Found in Memory:6719dev.tsf Saving Retention /Detention Facility File:6719convey.rdf ran •V Flow Frequency Analysis Time Series File:6719pre.tsf Project Location:Sea -Tac - -- Annual Flow Rate (CFS) 0.361 0.127 0.387 0.110 0.132 0.121 0.194 0.491 Computed Peaks Peak Flow Rates-- - Rank Time of Peak 3 2/09/01 6 1/05/02 2 2/27/03 8 8/26/04 5 10/28/04 7 1/18/06 4 2/01/07 1 1/09/08 3:00 16:00 8:00 2:00 16:00 16:00 0:00 9:00 Flow Frequency Analysis Peaks - - Rank Return Prob (CFS) Period 0.491 1 100.00 0.387 2 25.00 0.361 3 10.00 0.194 4 5.00 0.132 5 3.00 0.127 6 2.00 0.121 7 1.30 0.110 8 1.10 0.456 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 .- - J • I Flow Frequency Analysis Time Series File:6719dev.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rate Rank (CFS) 0.524 0.458 0.637 0.530 0.630 0.560 0.772 1.03 Computed Peaks Flow Rates-- - Time of Peak 7 2/09/01 8 1/05/02 3 12/08/02 6 8/26/04 4 10/28/04 5 1/18/06 2 10/26/06 1 1/09/08 2:00 16:00 18:00 2:00 16:00 16:00 0:00 6:00 - - Peaks (CFS) 1.03 0.772 0.637 0.630 0.560 0.530 0.524 0.458 0.942 Flow Frequency Analysis - - Rank Return Prob Period 1 100.00 0.990 2 25.00 0.960 3 10.00 0.900 4 5.00 0.800 5 3.00 0.667 6 2.00 0.500 7 1.30 0.231 8 1.10 0.091 50.00 0.980 A Flow Frequency Analysis Time Series File:6719rdout.tsf Project Location:Sea -Tac - -- Annual Flow Rate (CFS) 0.358 0.096 0.184 0.101 0.126 0.337 0.448 0.823 Computed Peaks Peak Flow Rates-- - Rank Time of Peak 3 2/09/01 8 1/06/02 5 3/06/03 7 8/24/04 6 1/05/05 4 1/18/06 2 11/24/06 1 1/09/08 16:00 5:00 21:00 0:00 10:00 21:00 5:00 9:00 Flow Frequency Analysis - - Peaks - - Rank Return Prob (CFS) (ft) Period 0.823 2.15 1 100.00 0.448 2.07 2 25.00 0.358 2.04 3 10.00 0.337 2.04 4 5.00 0.184 1.77 5 3.00 0.126 1.35 6 2.00 0.101 0.87 7 1.30 0.096 0.79 8 1.10 0.698 2.13 50.00 0.990 0.960 0.900 0.800 0.667 0.500 0.231 0.091 0.980 Retention /Detention Facility Type of Facility: Detention Vault Facility Length: 184.00 ft Facility Width: 40.00 ft Facility Area: 7360. sq. ft Effective Storage Depth: 2.00 ft Stage 0 Elevation: 10.50 ft Storage Volume: 14720. cu. ft Riser Head: 2.00 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Height Diameter Discharge Diameter (ft) (in) (CFS) (in) 1 0.00 2.00 0.153 2 1.60 1.90 0.062 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft) (cu. ft) (ac -ft) (cfs) (cfs) 0.00 10.50 0. 0.000 0.000 0.00 0.02 10.52 147. 0.003 0.016 0.00 0.04 10.54 294. 0.007 0.022 0.00 0.06 10.56 442. 0.010 0.027 0.00 0.08 10.58 589. 0.014 0.031 0.00 0.10 10.60 736. 0.017 0.035 0.00 0.13 10.63 957. 0.022 0.038 0.00 0.15 ' 10.65 1104. 0.025 0.041 0.00 0.17 10.67 1251. 0.029 0.044 0.00 0.19 10.69 1398. 0.032 0.047 0.00 0.29 10.79 2134. 0.049 0.058 0.00 0.39 10.89 2870. 0.066 0.068 0.00 0.49 10.99 3606. 0.083 0.076 0.00 0.59 11.09 4342. 0.100 0.083 0.00 0.69 11.19 5078. 0.117 0.090 0.00 0.79 11.29 5814. 0.133 0.096 0.00 0.89 11.39 6550. 0.150 0.102 0.00 0.99 11.49 7286. 0.167 0.108 0.00 1.09 11.59 8022. 0.184 0.113 0.00 1.19 11.69 8758. 0.201 0.118 0.00 1.29 11.79 9494. 0.218 0.123 0.00 1.39 11.89 10230. 0.235 0.128 0.00 1.49 11.99 10966. 0.252 0.132 0.00 1.59 12.09 11702. 0.269 0.137 0.00 1.60 12.10 11776. 0.270 0.137 0.00 1.62 12.12 11923. 0.274 0.139 0.00 1.64 12.14 12070. 0.277 0.142 0.00 1.66 12.16 12218. 0.280 0.146 0.00 1.68 12.18 12365. 0.284 0.152 0.00 1.70 12.20 12512. 0.287 0.160 0.00 1.72 12.22 12659. 0.291 0.168 0.00 1.74 12.24 12806. 0.294 0.178 0.00 Z 1 z W 00 N LU W I CO U. w 0 2 g Q _ • a � Z = H • F- 0 Z I- w • w U � O 52 O H W W 2 H � 0 . .. Z W U =, O 1- Z 1 2 3 4 5 6 7 8 1.76 12.26 1.86 12.36 1.96 12.46 2.00 12.50 2.10 12.60 2.20 12.70 2.30 12.80 2.40 12.90 2.50 13.00 2.60 13.10 2.70 13.20 2.80 13.30 2.90 13.40 3.00 13.50 3.10 13.60 3.20 13.70 3.30 13.80 3.40 13.90 3.50 14.00 3.60 14.10 3.70 14.20 3.80 14.30 3.90 14.40 4.00 14.50 Hyd Inflow Outflow 1.03 0.55 0.52 0.56 0.62 0.34 0.53 0.46 Target * * * * * ** * * * * * ** 0.36 * * * * * ** * * * * * ** 0.13 * * * * * ** * * * * * ** Calc 0.82 0.45 0.36 0.34 0.18 0.13 0.10 0.10 12954. 13690. 14426. 14720. 15456. 16192. 16928. 17664. 18400. 19136. 19872. 20608. 21344. 22080. 22816. 23552. 24288. 25024. 25760. 26496. 27232. 27968. 28704. 29440. Route Time Series through Facility Inflow Time Series File:6719dev.tsf Outflow Time Series File:6719rdout Inflow /Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: Peak Reservoir Stage: Peak Reservoir Elev: Peak Reservoir Storage: Flow Frequency Analysis Time Series File:6719rdout.tsf Project Location:Sea -Tac - -- Annual Peak Flow Rates-- - Flow Rate Rank Time of Peak (CFS) 0.358 3 Peak Stage Elev 2.15 12.65 2.07 12.57 2.04 12.54 2.04 12.54 1.77 12.27 1.35 11.85 0.87 11.37 0.79 11.29 0.297 0.183 0.00 0.314 0.198 0.00 0.331 0.210 0.00 0.338 0.215 0.00 0.355 0.534 0.00 0.372 1.110 0.00 0.389 1.850 0.00 0.406 2.650 0.00 0.422 2.940 0.00 0.439 3.200 0.00 0.456 3.450 0.00 0.473 3.670 0.00 0.490 3.880 0.00 0.507 4.090 0.00 0.524 4.280 0.00 0.541 4.460 0.00 0.558 4.640 0.00 0.574 4.810 0.00 0.591 4.970 0.00 0.608 5.130 0.00 0.625 5.280 0.00 0.642 5.430 0.00 0.659 5.580 0.00 0.676 5.720 0.00 (Cu-Ft) 15825. 15258. 15049. 15000. 13003. 9962. 6427. 5801. Storage (Ac -Ft) 0.363 0.350 0.345 0.344 0.299 0.229 0.148 0.133 1.03 CFS at 6:00 on Jan 9 in Year 8 0.823 CFS at 9:00 on Jan 9 in Year 8 2.15 Ft 12.65 Ft 15825. Cu -Ft 0.363 Ac -Ft Flow Frequency Analysis - - Peaks Rank Return Prob (CFS) (ft) Period 2/09/01 16:00 0.823 2.15 1 100.00 0.990 . a� .++iw:+.t %wY:)'.+sYi�:.4vi✓a4.i Adn t,_ C) 0 5 G O O O O O O O (D N iA W N O CO l0 W CO J Ol I--. A. 01 ro (D NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. F- N $• 01 J Ul CO N F- F' N CO W N O N F-' O N O O 1 / 4 0 IA CO 01 1• al 01 O O O O O O O CO Ol Ol U1 it=. W l0 U1 N Cr) O F-' U1 .. .. .. .. .. .. .. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O Ol O F- I-- W W A. l0 l0 O N Co W N �A CO 01 I-' 01 A• J Co CO N O O N N N F-- J CO W J 0 0 0 W 1p J Ul J A A. J CO J O1 Ul A. W N 01 F" O F� N N W N O Ul F-" W O O O O O O O O O O O O O 0 0 0 0 0 0 0 0 l0 O N U1 01 CO l0 l0 CO l0 W O 01 O O al F-' O J 0 0 0 Wetvault Sizing Worksheet Summary of the 1998 Surface Water Design Manual Requirements Project Name: Normed Project Number: 6719 z Step 1) Determine volume factor f. = H Basic size f= 3 w Large size f= 4.5 6 v 00 co Step 2) Determine rainfall R for mean annual Storm CO = Detemine rainfall R for mean annual storm 0 � Rainfall J Step 3) Calculate runoff from mean annual storm N V, = (0.9A + 0.25A, + 0.10A + 0.01 A X R H w A = tributary area of impervious surface 92,347 (sf) z H A = tributary area of till grass 4,792 (sf) Z O ww A = tributary area of till forest 0 (sf) 2 D Dp A = tributary area of outwash grass 0 (sf) 0 N R = rainfall from mean annual storm 0.039 (feet) 0 H w V, = Volume of runoff from mean annual storm 3,288 (cf) H o iii U= o Step 4) Calculate wetpool Volume Vb =fV f = Volume Factor Vb = Volume runoff, mean annual atorm V = Volume of the wetpool 0.039 (feet) 3 3,288 (cf) (cf) 9,864 Step 5) Determine wetpool dimensions a) Determine geometry of first cell Volume in first cell 2,959 (cf) Depth h 1st cell (minus sed. Storage) 5.5 (feet) Determine horizontal xs area at mid -depth using 538 (sf) A mid =Vol. 1st cell / Mid -width Mid - length Determine xs area at surface Z = Side slope length (__H:1 V) 0 3:1 recommended 2(h/2 x Z) = 0 (feet) Dimensions of top of pond adjusted for geometrics Top width 17 (feet) 32 (feet) 17 (feet) Top length Area of Top b) Determine geometry of second cell Volume in second cell 6,905 (cf) Depth h 2nd cell 5.5 (feet) Determine xs area at mid -depth using 1,255 (sf) A mid = Vol. 2nd cell / h Mid -width 17 (feet) Mid - length 74 (feet) Determine horizontal xs area at surface Z = Side slope length (_H:1 V) 0 3:1 recommended 2(h/2 x Z) = 0 (feet) Dimensions of top of pond adjusted for geometrics Top width 17 (feet) Top length 74 (feet) Area of Top 1255 (feet) Adjustment to cells (If necessary) Geometry check: Overall pond L:W at mid -depth = 3:1 Pond width (mid- depth) 17 Cell 1 length (mid- depth) 32 Cell 2 length (mid- depth) 74 Pond Length (mid- depth) = Cell 1 + Cell 2 106 L mid : W mid = 6.23 Total Wetpond Surface area required = 1,799 Total Wetpond Bottom area required = 1,799 32 (feet) 544 (feet) Stormceptor Sizing Table Stormceptor Model % Runoff Treated % TSS Removal STC 450 100 95 STC 900 100 97 STC 1200 100 97 STC 1800 100 97 STC 2400 100 98 STC 3600 100 98 STC 4800 100 99 STC 6000 100 99 STC 7200 100 99 STC 11000 100 99 STC 13000 100 99 STC 16000 100 100 Particle Size Distribution Diam. (urn) Percent ( %) Spec. Gravity 20 20 1.30 60 20 1.80 150 20 2.20 400 20 2.65 2000 20 2.65 1 Project Details Project Nonmed Warehouse Location Tukwila, WA Date 7/19/05 Project # JOB# 6719 Company Barghausen Contact Jake Jacobs Selected Rainfall Station State Washington Name SEATTLE TACOMA INTL AP ID # 7473 Elev. (ft) 400 Latitude N 47 deg 27 min Longitude W 122 deg 18 min Site Parameters Total Area (ac) 0.13 Imperviousness ( %) 100 Impervious Area (ac) .13 Comments : Stormceptor TM Sizing Program United States Version 4.0.0 With 95% tss removal ad 100% runoff treated, an STC 450i appears optimal for this site. Fog T ze. lr srrl .v► ► v e_,©✓'. v1 e-?v13 Buiidup/Washoff Loading Z Z • W JU U O J • = H � LL WO 2 u to 1' a W Z = • F- O W ~ • W U O - 0 W W : H H u. .. Z W U • =. Z ti I Jake Jacobs • 1 Glacier Page 1 of 1 From: Diane Warner [dwarner©cdstech.coml Sent: Tuesday, July 19, 2005 4:46 PM To: Jake Jacobs Subject: Normad Warehouse 7/19/2005 Hi Jake, Attached please find our mass loading calculations for the Normad Warehouse site using 12" cartridges. Additionally, our sizing sheet for determining number of cartridges using shorter cartridges is attached. These calculations show that 18 cartridges are required. As I read the King County Surface Design Manual (1998 version, as I am awaiting the 2005 version in the mail) - they suggest that sizing downstream of detention requires treatment in a water quality structure of the 'Full 2 -Year release rate from the detention facility'. I wrote down that this rate is 0.126 cfs for this site, from our conversation last Thursday. If I run that through a cartridge sizing sheet (attached Sht A) , 12 - 12" cartridges are required. The mass loading analysis shows that 18 cartridges are required, so this is the more conservative number and the one we will use. My confusion comes in that I heard you say that our competitor was using a water quality flow of 0.28 cfs to design 17 cartridges ?? I cannot figure out how the 0.28 cfs number is generated ?? The detail emailed to you shows 26 cartridges, but my mass loading calcs show that only 18 are required. I would like to submit the information as is ( my name is on all the drawings, so they will know that the design burden is on me) - to get some feedback from the City. Are you okay with that? I have attached both sheets here. I hope you have a nice retreat - it is fantastic weather for time outdoors. Diane Warner, PE CDS Technologies Inc. office: (503) 240 -3529 cellular: (503) 780 -9505 why not visit our websites ?: www.cdstech.com Storm Water /CSO Equipment www.copa.co.uk Wastewater /CSO Equipment **************************************** * ** * * * * ** * * *iiik * * * * * * * ** **, +,+ i ,....**+******* a ....0. * * ** * * * * * * *** * * * * * * ** ** This message, together with any attachments, is intended only for the use of the individual or entity to which it is addressed and may contain information that is legally privileged, confidential and exempt from disclosure, If you are not the intended recipient, you are hereby notified that any dissemination, distribution, or copying of this message, or any attachment, is strictly prohibited. If you have received this message in error, please notify the original sender or CDS Technologies, Inc. (888) 535 -7559 immediately by telephone or by return E -mail and delete this message, along with any attachments, from your computer. Thank you. ***************************************************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ,i::,, uF,W;:i,:k .. sa s e ::4 ;r uv.w ;$: .,.ury »1.414.0 :a;at.aV..: 1:a.;c:..4r.raw..�.A..w:..-.:. • ,........ _ Precast Structure Maximum No. Cartridges 60" 0 Manhole 4 72" 0 Manhole 6 25 WA Trench Catch Basin 3 676 Vault 9 612 Vault / Box 20 816 Vault 41 = input = answer For Jurisdictions designing Storm Water Treatment systems using the Western Washinton Hydrology Model * Approval by Washington State Department of Ecology 0.41 gpm/ inch of cartridge - and 9 gpm /cartridge for a typical 22" tall cartridge Water Quality Flow to be Treated: Height of cartridge to use (12 ", 15 ", 18" or 22" available): 12 inch tall cartridges treat at 15 inch tall cartridges treat at 18 inch tall cartridges treat at 22 inch tall cartridges treat at Normad Warehouse Tukwilla, WA -j _ 4.9 6.1 7.4 9 A -1 56.51 (gpm) gpm/ cartridge gpm/ cartridge gpm/ cartridge gpm/ cartridge " 0126;(cfs)'` I (inches)d and requires 17" of drop and requires 20" of drop and requires 23" of drop and requires 27" of drop NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. D. Warner July 2005 Water Quality Flow (cfs)- into detention: 0.530 Peak Flow (cfs) - into detention: 1.0 Return period of Peak Event (yrs): 100.0 Water Quality Release Rate (cfs) - from detention: 0.126 Peak Flow (cfs) - from detention: 0.823 Total Drainage Area (acres): 2.2 Impervious Drainage Area (acres): 2.1 Total Rainfall / Year (inches): 36.0 Runoff Coefficient - C : Project Name: Normad Warehouse Project Number: WA- 05 -074F City / State: Tukwilla, WA User Name: D. Warner, CDS Technologies, Inc. Depth of Live Volume (ft): 2.3 Volume of Live Volume (ft): 14720.0 Depth of Dead Volume (ft): 4.2 Volume of Dead Volume (cubic feet): 25389.0 General Site Specifications Design Flow Rates Detention System Characteristics Dead Volume Live Volume Mass Loading Design Check CDS Media Filtration System (Volume of Runoff During Water Quality event (cubic feet): 9864.01 1II111ti1` \ CDS TECHNOLOGIES B -1 D. Warner July 19, 2005 z w cc J U O 0 0 J = I- w o g • � co IL = I- al Z = I- O Z 0 p U 0— CI I- W 0 . ui Z U w 0 z Pretreatment (Detention) Removal Efficiency ( %) = 235490.77 40 Event Mean Concentration (EMC) of TSS in Runoff (mg /I): Mean Annual Runoff x EMC 60 Pounds of Material to be loaded per 22" tall cartridge (Ibs): 40 Pounds of Material to be loaded per 18" tall cartridge (Ibs): 31 Pounds of Material to be loaded per 15" tall cartridge (Ibs): 26 Pounds of Material to be loaded per 12" :tall'cartridge;(Ibs): " 20 Volume of Mean Annual Rainfall (cubic feet): 235490.77 Total mass of solids generated on site (Ibs): = 880.59 Mean Annual Runoff x EMC Kis Runoff / Pretreatment / Treatment Assumptions: Mass Loading Design Check CDS Media Filtration System Total Mass Loading: 50% of Mass that is removed in pretreatment of detention basin (Ibs): 440.29 50% of Mass that is carried to the Media Filtration System: Filtration System (Ibs): 440.29 Removal Efficiencies: Overall Required Removal Efficiency %: 80 Required Efficiciency by Filters %: (80% - 50% removed in pretreatment = 30% to achieve the last 30% removal, system must remove 60% of the remaining 50% of material) 80 Mass Loading to Cartridges / Number of Cartridges Required: Mass of solids to be captured by Filter Media: Pounds of Material for 12" tall cartridges: 20 (Number of Cartridges Required: 18.01 Design: Use Mass loading method because that is more conservative. I111IIIIIH'. TECHNOLOGIES B -2 352.241 D. Warner July 19, 2005 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. O 6 dm t51 on c,, z� r c.)) NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR 'THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. :.mow'. a 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN As mentioned previously, the conveyance system was sized to convey the surcharging any manholes or catch basins and was sized based in methodology utilizing the Rational method and a precipitation rate of 3. period. Please refer to the calculations within this section of the report and for the explanation of the conveyance sizing for this project. 25 -year storm without the 1998 KCSWDM 4 inches in a 24 -hour the Basin Map as well 67 19.009.doc [JPJ /tep] z re w ug JU 0 c o co Lu J 1 N u_ WO 2 u- < = W 1— _ Z H- 1— O Z F— 2 • p O • N O H W W I L O W Z U = . O ~ z STORM Ar Br fV 2 O CB7 Cal CB2 CB3 CB4 CB5 JOB NAME: NORMED JOEL: 6719 FILE NO.: 6719- 25.XLS A= Contributing Area (Ac) C= Runoff Coefficient Tc= Time of Concentration (min) 1= Intensity at Tc (in/hr) d= Diameter of Pipe (in) L= Length of Pipe (ff) D= Water Depth at Qd (in) FROM TO A S L I d Tc n C =3=.7. _75.7= .....6====== ..Mi...... ROOF1 VAULT 0.48 1.00 10 12 6.3 0.014 0.9 ROOF2 VAULT 0.13 1.00 10 8 6.3 0.014 0.9 ROOF3 VAULT 0.31 1.00 15 8 6.3 0.014 0.9 CBI CB2 CB3 CB4 CB5 VAULT 0.04 0.09 0.14 0.10 0.18 0.00 025 0.25 0.25 0.25 0.25 0.25 BARGHAUSEN CONSULTING ENGINEERS - PIPE FLOW CALCULATOR using the Rational Method & Manning Formula KING COUNTY DESIGN FOR 25 YEAR STORM Qd= Design Flow (cfs) Of= Full Capacity Flow (cfs) Vd= Velocity at Design Flow (fps) Vf= Velocity at Full Flow (fps) s= Slope of pipe (%) n= Manning Roughness Coefficient Tt= Travel Time at Vd (min) 53 10? 138 62 82 11 8 12 12 12 12 12 6.3 7.0 8.2 9.4 9.9 10.5 0.014 0.014 0.014 0.014 0.014 0.014 NOTE: ENTER DEFAULTS AND STORM DATA BEFORE BEGINNING DEFAULTS C= 0.9 d= 12 n= 0.014 Tc= 6.3 0.9 0.9 0.9 0.9 0.9 0.9 COEFFICIENTS FOR THE RATIONAL METHOD 1r"- EQUATION SUM A 0.48 0.13 0.31 0.04 0.13 0.27 0.37 0.55 0.55 A•C 0.43 0.12 028 0.04 0.08 0.13 0.09 0.16 0.00 0.04 0.12 0.24 0,33 0.50 0.50 SUM A•C I 2.73 2.55 2.31 2.11 2.04 1.96 6719- 25.xl5 PRECIP= 3.4 Ar= 2.66 Br= 0.65 Qd Qf Qd/Qf D/d D Vf Vd == =mz = = =zv zaz: =c s= =zzz 0.43 2.73 1.18 3.31 0.357 0.413 4.95 4.21 3.87 0.12 2.73 0.32 1.12 0.285 0.366 2.93 3.22 2.77 0.28 2.73 0.76 1.12 0.680 0.603 4.83 3.22 3.45 0.10 0.30 0.56 0.70 1.01 0.97 Page 1 0.56 1.65 1.65 1.65 1.65 1.65 0.175 0.180 0.339 0.425 0.611 0.587 0.280 0.284 0.402 0.457 0.568 0.550 2.24 3.41 4.83 5.48 6.81 6.60 1.61 2.11 2.11 2.11 2.11 2.11 1.21 1.59 1.91 2.04 2.21 2.19 Tt 0.04 0.06 0.07 0.73 1.14 1.20 0.51 0.62 0.08 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Ch4) Z tli Mimi et) C, E • • Vii d 01 O 4:. 21: O cra NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR - THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. L L__.3 LJ LJ -- NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR 'fl-IAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. I ;711 TAO NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. �.i 7.0 OTHER PERMITS This project will require a Grading Permit from the City of Tukwila, a Commercial Building Permit from the City of Tukwila, a Water and Sewer Extension Permit from the district for whatever jurisdiction controls this area. w QQ 2 J U 00 • 0 W • = I- w g Q' co d I- _ Z H- i— O Z I U 0 O N . CI H 2 V . 1— - u' O, tll Z . U co O~ . 6719.009.doc [JPl /tep] Z �.. Or. Li • NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Event ' Peak Q (cfs) Peak T (hrs)I Hyd Vol (acft)! Area (ac)( Method) Raintype; 6 month 0.1309 8.00 ! 0.0686 1.7500 j SBUH TYPE1A 2 year :I 0.3529 8.00 0.1499 1.7500 i SBUH TYPE1A 10 year 0.6733 8.00 0.2639 1.7500 SBUH TYPE1A 125 year 0.8604 8.00 0.3303 I 0.4117 ; 1 1.7500 ! 1.7500 I SBUH TYPE1A; SBUH ITYPE1A 100 year 1.0890 I 8.00 ..... Design Method SBUH Rainfall type TYPE1A Hyd Intv 10.00 min Peaking Factor 484.00 Abstraction Coeff 0.20 Pervious Area 1.75 ac ; DCIA 0.00 ac Pervious CN 89.00 DC CN 0.00 Pervious TC I 13.48 min :IDC TC I 0.00 min Pervious CN Calc Description SubArea Sub cn Dirt roads & Parkin Lots 1.75 ac 89.00 Pervious Composited CN AMC 2) 89.00 Pervious TC Cale Type Description Length Slope Coeff i Misc TT !Fallow Sheet Fields of Loose Soil • Surface.: 0.05 ' 150.00 ft 1.00 %i 0.0500 ! 2.00 i n 9.39 min ;Channel (interm) Earth -lined (n= 0.025) 250.00 ' ft 0.25% 0.0250' 4.09 min 13.48 Pervious TC min Appended on: 11:47:37 Friday, October 22, 2004 6719tesc Event Summary Record Id: 6719tesc Licensed to: Barghausen Engineers z a • C w � U O 0 W= - F- U) w 0 L.L. z °' w z = � w U � w 0 I- w W IL w z co ..,.... ..:.,:,....ux•x:.w;.ie,k;t, ::;+su,Ss.W.�l,x,w;,: daS::i�S`w` • 'i `)� � y • ;;,p-a■caa:` tr SEDIMENT TRAP SIZING CALCULATIONS Qio during construction = 0.6733 cfs Sediment trap surface area = 2,080 x 0.6733 = 1,400 sq. ft. 6719.009.doc []P] /tep] NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. i NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR 1THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 *ml z r I_ .L. • LI] L.._.1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 10.0 OPERATIONS AND MAINTENANCE MANUAL The operations and maintenance manual will be prepared and submitted with the final Technical Information Report prepared for this project. 6719.009.doc [JPJ /tepj 4 r- • P rrn! I\ In. Subject • Reference: Dear Mr. Shaw: Surface o1/4 • • A PILE COPY Mr. Larry Shaw • . ' NorMed -Shaw Partnership P.O. Box 3644 • Seattle, Washington 98124-3644 SUBSURFACE CONDITIONS TERRA ASSOCIATES; Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences • CODE OM lIANCE A • • F Lb 13 `CUU6 CITY OF RECEIVED ®Z_ NOV 1 0.2005 . City of Tukwila 13U1! DTW3 nflITS 01�' Slope Evaluation . NorMed -Shaw Slope • • ' - Tukwila, Washington . GeotechnicaI Report, NorMed -Shaw Building, Project No. T -5613, prepared'by Terra Associates; Inc., dated November 17, 2004 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821 -7777 • Fax (425) 821 - 4334 November 7, 2005 Project No. T -56 PERMIT CENTER As•requested, we have an evaluation of the slope located in the western 'portion of the NorMed site, Our scope :of work included a visual site reconnaissance, the drilling of 3 test borings to maximum depths of about 20.0 to 21.5 feet below existing surface grads, and review of the referenced geotechnical report. The purpose of our .study was to evaluate slope stability to determine an appropriate permanent slope inclination to be graded in lieu of the previously planned retaining. wall and 2:1 (Horizontal:Vertical) cut slopes.. Our study included analysis of slope stability along three:profiles identified as Section A -A, Section B-B, and Section C-C, on Figures 2 through 4, respectively. Fizq N Grades in the western portion of the site currently slope gently to steeply down about 20 to 25 feet to the east from the shoulder of MacAdam Road. The lower approximately 10 to 20 feet of the slope has recently been graded• to moderate to steep temporary inclinations incidental to the wetland mitigation work east of the slope area. Review of topographic information provided by Barghausen Consulting Engineers, Inc., indicates that the temporary slope inclinations currently range between about 50 percent and 150 percent, but are generally about 70 Percent. Native slope grades above the temporary cut are generally 30 percent or flatter. VOI-1 15 n�" 4" t- n!' trfi �. .'^a s ixi�.- ��.,,...�:.ruc�,..o.., Mr. Larry Shaw November 7, 2005 Soils exposed in the faces of the temporary cut slopes generally consist of dense silty sand to sandy silt with varying amounts of gravel, and fine - grained sand with silt and gravel. We observed light seepage from some of the sand with silt soils exposed in the lower few feet of the temporary cut slope just north of Boring B -2. This seepage, along with uncontrolled runoff from the upper part of the slope, appears to have caused some minor surficial sloughing of the lower slope face. We did not observe indications of deep- seated instability, significant active erosion, or significant groundwater seepage on the slope. We observed several areas along the shoulder of MacAdam Road where road shoulder subgrades appear to consist of fill. The road fill is generally several feet high and slopes down to the native grade at an inclination of about 1:1. A 12 -inch diameter storm sewer pipe currently discharges stormwater from a catch basin on the western side of MacAdam Road to the top of the slope south of Boring B -1. We observed wet surface conditions below the pipe outlet however, we did not observe indications of an established channel or significant active erosion. The upper portions of the slope are currently vegetated with grasses, brush, and occasional mature deciduous trees. Several of the large trees are located near the top of the temporary cut slope. Subsurface Soils The native soils we observed in the test borings consist predominantly of medium dense to dense silty sand to sandy silt with varying amounts of gravel. These soils are generally consistent with our observations of native soils in test pits excavated on the slope during our previous site explorations. The native soils are overlain by fill at Boring B -1 in the northern portion of the slope area. The fill observed in Boring B -1 generally consisted of medium dense to dense silty sand with gravel. We expect that the fill was placed many years ago, possibly at the time that MacAdam Road was constructed. The Geologic Map of the Des Moines Quadrangle, Washington, by Howard H. Waldron (1962), shows the soils on the slope in the western portion of the site mapped as Kame - terrace deposits, which typically consist of silty sand and pebble - cobble gravel. The soils we observed in our site explorations and observed in existing exposures on the slope are generally consistent with the mapped soil description. The boring locations are shown on Figures 1 through 4. Detailed descriptions of the soil conditions observed in the test borings are presented on the boring logs, Figures 6 through 8. Groundwater We encountered groundwater in all 3 borings at depths of 15 to 18 feet below existing surface grades. The groundwater generally occurs within the fine - grained sand with silt to silty sand observed at lower elevations in the borings. This is generally consistent with our observations of light seepage from isolated areas near the toe of the existing cut slope. Project No. T-5613 Page No. 2 Section Analyzed Minimum Safety Factors Static Pseudostatic Section A-A 1.63 1.11 Section B-B 1.89 1.20 Section C-C 1.88 1.33 Mr. Larry Shaw November 7, 2005 Stability Analysis We performed our stability analyses using the computer program WINSTABL. The soil parameters used arc shown on the attached analysis plots and output text. These parameters are based on field and laboratory data, and our past experience with similar soils. As discussed, analyses of the slope were performed along three section lines identified on the attached Figures 2 through 4 as Section A -A, Section B-B, and Section C-C. Our analyses of these sections considered both static and pseudostatic (seismic) conditions for a permanent slope inclination of 1.5:1. A horizontal acceleration of 0.20g was used in the pseudostatic analysis to simulate slope performance under earthquake loading. The lowest safety factors for each condition are presented in the following table: The results of the stability analyses indicate that permanent cut slopes established to an inclination of 1.5 :1 are stable with respect to deep - seated failure under static and pseudostatic conditions. The factors of safety determined by our analyses are considered acceptable by local engineering practice for the static and pseudostatic conditions. The results of the stability analysis are attached. DISCUSSION AND RECOMMENDATIONS Based on our study, and review of the topographic information provided to us, it appears that it will be feasible to establish a permanent cut slope in the western portion of the site provided the slope is adequately protected from erosion and surface water is not allowed to flow uncontrolled onto the slope face. In our opinion, the undisturbed native soils underlying the slope can be graded to a permanent inclination of 1.5:1. We recommend the existing fill soils, such as those observed in the upper approximately ten feet of Boring B -1 in the northern portion of the slope, be graded to a permanent inclination of 2:1 and thoroughly compacted using a hoe pack. As an alternative, fill soils exposed in the slope face may be completed to an inclination of 1.5:1 provided the fill is excavated at the slope face, thoroughly compacted using a hoc pack, and the slope face is buttressed with two- to four -inch diameter quarry spalls (broken rock) as shown on attached Figure 9. As discussed, we observed light groundwater seepage in several areas near the toe of the existing cut slope. In one Iocation, seepage in conjunction with uncontrolled runoff from the upper portion of the slope appears to have caused some minor surficial sloughing near the lower slope face. In our opinion, the potential for continued shallow sloughing due to persistent groundwater seepage can be adequately mitigated by constructing a rock revetment over the portion of the slope face where the seepage is occurring. We recommend that the rock revetment consist of a minimum 12 -inch thick layer of 2- to 4 -inch diameter quarry spalls that extends at least 12 inches beyond the extent of visible seepage. Project No. T -5613 Page No. 3 z � � w 6 J 0 O 0 C o J H CO U- l u 0 2 gQ = • d Z = H I- 0 Z I— w U O CP- O I— W 2 0 u. O .. Z U = O ~ z Mr. Larry Shaw November 7, 2005 A storm sewer currently daylights onto the upper portion of the slope, just south of the location of Boring B-3. Stormwater discharge from this pipe must not be allowed to flow uncontrolled onto the face of the permanent cut slope. We recommend collecting discharge from the pipe and routing in a controlled manner to an approved point of discharge at the toe of the slope. We recommend that a representative of Terra Associates, Inc., observe the slope grading activities to verify soil conditions and appropriate slope inclinations, and to identify seepage areas that require buttressing with a rock revetment. In addition, we should observe installation of erosion protection measures to verify conformance with our recommendations and to provide additional or alternate recommendations, if necessary. We trust this information is sufficient for your current needs. If you have any questions or require any additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. ,b John C. Sadler, L.E.G., L.H.G. Project Manager Once final slope grades are established, the exposed soils should be seeded and covered with an extended-term erosion control blanket. For this purpose, we recommend using North American Green C125 double net coconut blankets (or equivalent.) The erosion control blankets must be installed in conformance with the manufacturer's recommendations, and should extend at least two feet beyond the perimeter of the bare area being covered. Z re w QQ � JU 0 0 co o co Lu J -- U) W W O u_Q co = a � z = o Z !- W O • N off w 11 0 11 7 -05 W N _ --- _. O I Kevin P. Roberts, P.E. Senior Engineer End: Figure 1 - Exploration Location Plan Figures 2 through 4 - Boring Location Detail Figure 5 - Unified Soil Classification System Figures 6 through 8 - Boring Logs Figure 9 - Rock Buttress Detail WINSTABL Output Data cc: Mr. All Sadr, Barghausen Consulting Engineers E E>t'In o8/o4 /a7 y •� A 1 Project No. T -5613 Page No. 4 z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 0 NOTE: THIS SITE PLAN IS SCHEMATIC ALL LOCATIONS AND DIMENSIONS ME APPRO HATE. Ira WENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. REFERENCE: SITE PLAN PROVIDED BY IARGHAUSEN CONSULTING ENGI?EERS, p10 ui LEGEND: $ a-1 APPROXIMATE LOCATION OF BORING Terra Ass Inc. Gr=ew Mi Iawrr EXPLORATION LOCATION PLAN NORMED -SHAW SLOPE TUKWILA, WASHINGTON Rol. No. T -5513' DIM NOV 2005 I FIpw 1 16 22 24 . 26 ---32 34 --- 36 ----____. — MACADAM RD NOTE: THIS SITE PLAN IS SCHEMATIC. All LOCATIONS AND DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. B-1 REFERENCE: SITE PLAN PROVIDED BY BARGHAUSEN CONSULTING ENGINEERS, INC Terra Associates Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj. No. T-5613 16 el w LU o 1--- (f) r 0 30 80 APPROXIMATE SCALE IN FEET BORING LOCATION DETAIL NORMED -SHAW SLOPE TUKWILA, WASHINGTON Date NOV 2005 Figure 2 LEGEND: • B-1 APPROXIMATE LOCATION OF BORING • NOTE: THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. REFERENCE: SITE PLAN PROVIDED BY BARGHAUSEN CONSULTING ENGINEERS, INC Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences LEGEND: • B -2 APPROXIMATE LOCATION OF BORING 0 30 60 APPROXIMATE SCALE IN FEET BORING LOCATION DETAIL NORMED -SHAW SLOPE TUKWILA, WASHINGTON Proj. No. T-562j Date NOV 2005 I Figure 3 .4. rt=aau{bN. ■ MACADAM RD NOTE: THIS SITE PLAN IS SCHEMATIC. ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE. IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES. REFERENCE: SITE PLAN PROVIDED BY BARGHAUSEN CONSULTING ENGINEERS, INC Terra Associates Inc. Consultants In Geotechnical ft ngineering Geology and Environmental Earth Sciences N N—IE 12" CONC. CULV =33. 3 LEGEND: i9 B-3 APPROXIMATE LOCATION OF BORING • - --� —Gt 0 30 60 APPROXIMATE SCALE IN FEET BORING LOCATION DETAIL NORMED -SHAW SLOPE TULWILA, WASHINGTON Proj. No. T.5613 Date NOV 2005 r Figure 4 :l�i�i�3.Niti�lriµi tM'S{}iiJ �aW+lia MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION COARSE GRAINED SOILS More than 50% material larger than No. 200 sieve size GRAVELS More than 50 of coarse fraction large i larger an No. 4 sieve Clean Gravels (less than 5% fines) GW Well- graded gravels, gravel-sand mixtures, little or no fines. GP Poorly- graded gravels, gravel -sand mixtures, little or no fines. Gravels with fines Silty gravels, gravel- sand -silt mixtures, non - plastic fines. GC Clayey gravels, gravel- sand -clay mixtures, plastic fines. SANDS More than 50% of coarse fraction is smaller than No. 4 sieve Clean Sands (less than 5% fines) SW Well- graded sands, gravelly sands, little or no fines. SP Poorly- graded sands or gravelly sands, little or no fines. Sands with fines SM Silty sands, sand -silt mixtures, non - plastic fines. SC Clayey sands, sand -day mixtures, plastic fines. FINE GRAINED SOILS More than 50% material smaller than No. 200 sieve size SILTS AND CLAYS Liquid limit is less than 50% ML Inorganic silts, rock flour, clayey silts with slight CL Inorganic clays of low to medium plasticity, (lean clay). OL Organic silts and organic days of low plasticity. SILTS AND CLAYS Liquid limit is greater than 50% MH Inorganic silts, elastic. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS COHESIONLESS Standard Penetration Density Resistance in Blows /Foot 2" OUTSIDE DIAMETER SPLIT I SPOON SAM PLER I .4" INSIDE DIAMETER RG SAMPLER OR 2 SHELBY TUBE SAMPLEINR = WATER LEVEL (DATE) Tr TORVANE READINGS, tsf Pp PENETROMETER READING, tsf DD DRY DENSITY, pounds per cubic foot LL LIQUID LIMIT, percent P1 PLASTIC INDEX N STANDARD PENETRATION, blows per foot Very loose 0-4 Loose 4-10 Medium dense 10-30 Dense 30-50 Very dense >50 COHESIVE Standard Penetration Consistency Resistance in Blows /Foot Very soft 0 -2 Soft 2-4 Medium stiff 4-8 Stiff 8 -16 Very stiff 16-32 Hard >32 Terra Associates, Inc. Consultants in Geotec Engineering Geology and Environmental Earth Silences UNIFIED SOIL CLASSIFICATION SYSTEM NORMED -SHAW SLOPE TUKWILA, WASHINGTON �`�.��� Proj. No. T-5613 Date NOV 2005 Figure 5 Boring No. B -1 Logged by: JMC Date: 10/28/05 Approximate Elev. 38 Soil Description Consistency/ Relative Density Depth (ft.) Sample (N) Blows/ ft. Moisture Content (%) FILL: brown silty sand to sandy silt with gravel, moist FILL: light brown silty sand, fine - grained sand, moist Medium Dense Medium Dense Dense — 5 - — 10 — 15 - ,_ 20 I I I I I 1 I I I-11 32 19 11 32 41 5.6 7.2 8.8 19.9 13.9 18.6 FILL: grayish-brown silty sand with gravel, mottled, fine- to medium - grained sand, moist, asphalt bits. Possible FILL: Bluish -gray mottled, clayey sand to silty sand, wet. Grayish -brown, mottled silty SAND, fine - gralned sand, wet. (SM) Grayish -brown silty SAND with gravel, medium - grained sand, fine - to medium- grained gravel, wet. (SM) ._. Some areas mottled. Gray SAND, fine- to medium - grained sand, Medium Dense Medium Dense Dense Dense Boring terminated at 21.5 feet. Groundwater encountered below 18 feet. BORING LOG NORMED -SHAW SLOPE TUKWILA, WASHINGTON wl Terra Associates, InC. `,,�` ` k � Consultants In Geotechnical Engineering Geology and Environmental Earth Sdences Proj. No. T-5613 Date NOV 2005 Figure 6 z Z CC 6 QQ J U U O CO W J = H 2 w 0 2 u.Q _ ° w - 0 Z i— W W U � O - WW H - O U - H ± Z Logged by: JMC Date: 10/28/05 Boring No. B -2 Approximate Elev. 33 Soil Description Light brown sandy SILT, fine-grained sand, moist. (ML) Light brown, mottled silty SAND with gravel, fine- grained sand and gravel, moist. (SM) Brown silty SAND to SAND with silt, interbedded SILT with sand, fine - grained sand, wet. (SM/SP -SM) Gray silty SAND with gravel, fine - grained sand, fine- to medium - grained gravel, moist. (SM) (Glacial till -like) Consistency/ Relative Density Medium Stiff Medium Dense Dense Dense to Very Dense Depth (f.) 5 10 15 20 m co Blo (N) ws/ ft. 14 26 28 45 50/4" 35 Moisture Content (%) 8.3 13.7 12.6 15.6 11.0 7.9 10.1 Boring terminated at 21.5 feet. Groundwater encountered at 15 feet. Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Silences BORING LOG NORMED -SHAW SLOPE TUKWILA, WASHINGTON Proj. No. T-5613 Date NOV 20051 Figure 7 z 1 z W re g 6 00 W = N W W • }} g J LL Q N � = I ._W z � Z W • W U� O - • 1- W W H � . • O iii z U= 17- z Boring No. B -3 Logged by: JMC Date: 10/28/05 Approximate Elev. 38 Soil Description Consistency/ Relative Density Depth (ft.) 1 9Idweg (N) Blows/ ft. Moisture Content ( %) Dark broom silty SAND with gravel, medium - graind sand, medium- grained gravel, moist. (SM) Some areas mottled. ... .........._. .... _ Light brown, mottled sandy SILT, fine - grained sand, wet (ML) Brown gray, mottled sandy SILT, fine-grained sand, wet. (ML) Brown gray, mottled silty SAND with gravel, medium- grained sand, fine - grained gravel, wet. (SM) Loose Very D — Dense Medium Dense to Dense - - -- 5 _ _ — 10 - - _ -'" 15 - - — 2(_ i► I I I I-I 3 55/11.5" 35 17 38 5013" 17.0 11.4 6.1 20.3 16,1 12.9 12A--, Brown silty SAND, fine - grained sand, wet. (SM) — 'Light rdivi molttT T(ty — SAND v�iv tfi gravel; fine"fo medium - grained sand, moist to wet. (SM) Dense -N Very Dense Boring terminated at 20'3" feet. Perched water in sand seams below 15 feet. BORING LOG NORM ED-SHAW SLOPE TUKWILA, WASHINGTON Terra Associates, Inc. , � ` llm, ■��� Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj. No. T-5613 Date NOV 2005 Figure 8 , ., ... ...�: /.:. .:t�s :::' ,. i:' L�: ii:. . J . taL,:.; .. Ui�'..4i .J;:sq:,..x Y,.. F ,0!ro0141. a.;:dLU,:ts:.r:::;.ti ^.iJ -�'t w�.4 ..;.ar:nwl:i.:.:s:.0 : i ' w NOTES: 2" TO 4" DIAMETER QUARRY SPALLS Terra 1.5 H/2 • 1) TEMPORARY CUT FACE IN FILL SOIL SHOULD BE MECHANICALLY COMPACTED PRIOR TO PLACEMENT OF ROCK 2) MINIMUM WIDTH OF BUTTRESS BASE CUT H/2 = 2 FEET Associates, Inc. Consultants in Geotechnicat Engineering ogy and Environmental Earth Sciences NOT TO SCALE EXISTING FILL NATIVE SOIL ROCK BUTTRESS DETAIL NORMED -SHAW SLOPE TUKWILA, WASHINGTON Proj.No. T-5613 Date NOV 2005 Figure 9 41.88 33.50- 25.13- 16.75- 8.38- 1.5:1 (A A) Static 8.38 16.75 25.13 33.50 41.88 50.25 58.63 67 00 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR1HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Safety Factors 1.63 1.64 1.67 1.67 1.67 1.67 1.68 1.68 1.68 1.74 PROBLEM DESCRIPTION 1.5:1 (A -A) Static BOUNDARY COORRDINATES 7 Top Boundaries 9 Total Boundaries Boundary X -Left No. (ft) 1 5.00 2 10.00 3 16.00 4 30.00 5 39.00 6 43.00 7 50.00 8 30.00 9 16.00 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total saturated Type unit Wt. unit Wt. 1 125.0 2 130.0 3 130.0 125.0 130.0 135.0 Profile.out ** PCSTABL6 ** Purdue university modified by Peter J. Bosscher university of Wisconsin- Madison - -slope stability Analysis- - simplified )anbu, simplified Bishop or Spencers Method of slices • Y -Left X -Right Y -Right Soil Type (ft) (ft) (ft) Below Bnd 2.00 10.00 2.00 3 2.00 16.00 6.00 3 6.00 30.00 15.00 2 15.00 39.00 21.00 1 21.00 43.00 22.00 1 22.00 50.00 26.00 1 26.00 67.00 28.00 1 15.00 67.00 15.00 2 6.00 67.00 9.00 3 Cohesion Friction Pore Pressure Piez. Intercept Angle Pressure Constant surface (psf) (deg) Param. (psf) No. 100.0 32.0 125.0 35.0 100.0 35.0 Page 1 0.00 0.0 0 0.00 0.0 0 0.00 0.0 1 Profile.out 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Z unit weight of Water = 62.40 w re Piezometric Surface No. 1 specified by 2 Coordinate Points 6 c U0 N O Point X -Water Y -Water w Lu No. (ft) (ft) u. 1 16.00 6.00 w O 2 67.00 9.00 u_Q A critical Failure Surface searching Method, Using A Random = d Technique For Generating circular Surfaces, Has Been specified. I- _ ZI- 100 Trial Surfaces Have Been Generated. z O w 10 surfaces Initiate From Each of 10 Points Equally Spaced v Along The Ground surface Between x = 10.00 ft. 0 N and X = 20.00 ft. o H w w U Each Surface Terminates Between x = 43.00 ft. F= and x = 65.00 ft. — Z U N Unless Further Limitations were Imposed, The Minimum Elevation F- _ At which A Surface Extends Is Y = 1.00 ft. z E- 3.00 ft. Line segments Define Each Trial Failure surface. Following Are Displayed The Ten Most Critical of The Trial Failure Surfaces Examined. They Are ordered - Most critical First. * * Safety Factors Are calculated By The Modified Bishop Method * * Failure Surface Specified By 19 coordinate Points Point X -Surf Y -surf NO (ft) (ft) 1 10.00 2.00 2 13.00 2.11 3 15.99 2.39 Page 2 Profile.out 4 18.95 2.84 5 21.88 3.47 6 24.77 4.28 7 27.61 5.25 8 30.39 6.38 9 33.10 7.68 10 35.72 9.13 11 38.26 10.73 12 40.69 12.48 13 43.02 14.37 14 45.24 16.40 15 47.33 18.55 16 49.29 20.82 17 51.11 23.20 18 52.80 25.68 19 53.21 26.38 Circle Center At X = 9.7 ; Y = 53.1 and Radius, 51.1 * ** Failure surface Specified By 19 coordinate Points Point x -surf Y -surf No. (ft) (ft) 1 10.00 2.00 2 12.99 2.29 3 15.95 2.72 4 18.90 3.31 5 21.81 4.04 6 24.68 4.91 7 27.50 5.93 8 30.27 7.08 9 32.98 8.37 10 35.62 9.80 11 38.18 11.35 12 40.67 13.03 13 43.07 14.84 14 45.37 16.76 15 47.58 18.79 16 49.68 20.93 17 51.67 23.17 18 53.55 25.51 19 54.27 26.50 1.633 * ** Circle Center At x = 5.7 ; Y = 62.0 and Radius, 60.1 * ** 1.642 * * * Failure surface specified By 18 Coordinate Points Point X -surf Y-Surf No. (ft) (ft) Page 3 p h .:..'.•�..:........::.... i �...4.a.. .' .. �:. �... ,.�' 4' i i .. .. _ .,: <w,r�:.v'•iv .�v , .li. _ .t.��.t;..r ,ukt: •..;: -::_ ?ims+:..l:iYa . ,. 2 3 4 5 Profile.out 1 10.00 2.00 2 12.98 1.64 3 15.98 1.53 4 18.97 1.67 5 21.95 2.06 6 24.88 2.70 z 7 27.75 3.57 8 33.22 6.03 I- uj 11 35.78 8.20 9.36 OJF) 12 40.47 11.33 0C) 13 42.56 13.48 uO 0 14 44.47 15.79 COW 15 46.18 18.26 i 16 47.67 20.86 u) u. 17 48.95 23.58 111 18 49.81 25.89 Circle Center At X = 15.8 ; Y = 37.5 and Radius, 35.9 L. Via ire*. 1.666 * ** H u1 Z = I- 0 ui Failure surface specified By 15 coordinate Points LU U � Point X -surf Y -surf - No. (ft) (ft) o F- w w . O .. z w U= 0 10.00 2.00 2.0 15.92 2.94 18.83 3.70 21.67 4.64 6 24.45 5.77 7 27.16 7.07 8 29.77 8.55 9 32.28 10.19 10 34.68 11.99 11 36.96 13.94 12 39.10 16.04 13 41.11 18.27 14 42.96 20.63 15 44.50 22.86 Circle center At X = 5.7 ; Y = 48.1 and Radius, 46.3 * ** 1.667 * ** Failure surface Specified By 16 Coordinate Points Point X -Surf Y -Surf NO. (ft) (ft) 1 11.11 2.74 2 14.11 2.68 Page 4 z Profile.out 3 17.10 2.87 • 4 20.07 3.31 5 22.99 4.01 6 25.84 4.95 7 28.59 6.13 8 31.24 7.55 9 33.76 9.18 Z 10 36.12 11.02 1 I- 11 38.33 13.06 ;i- w 12 40.35 15.28 re 13 13 42.17 17.66 6 v 0 14 43.78 20.19 v 15 45.17 22.85 N p 16 45.39 23.36 w = Circle Center At X = 13.4 ; Y = 37.8 and Radius, 35.1 _II_ * ** 1.674 * ** 2 LL co D Failure Surface Specified By 18 Coordinate Points = ci I- Iii ZF. Poi x -Surf y-surf No. (ft) (ft) w w 1 11.11 2.74 n 0 2 14.11 2.58 0 � 3 17.11 2.65 0 F- 4 20.09 2.95 5 23.04 3.48 H v . 6 25.95 4.24 7 28.78 5.22 u 8 31.53 6.42 Z 9 34.18 7.83 V tii N 10 36.71 9.44 Z 11 39.11 11.25 p F' 12 41.36 13.23 ? 13 43.45 15.38 14 45.36 17.69 15 47.09 20.14 16 48.63 22.72 17 49.96 25.41 18 50.21 26.02 circle center At x = 14.7 ; Y = 41.2 and Radius, 38.6 * ** 1.675 * ** Failure Surface Specified By 17 coordinate Points Point x -surf Y -surf No. (ft) (ft) 1 11.11 2.74 2 14.08 3.15 3 17.03 3.72 Page 5 L.Ili4Luk:v'. •, i.1 >,j,:<v' A4�C. wi+.: s ,u,:Fi}C.rv.:::.k.."MLC.��.:1.' Profile.out 4 19.94 4.43 5 22.82 5.30 6 25.64 6.31 7 28.40 7.47 8 31.11 8.78 9 33.74 10.22 10 36.29 11.80 11 38.76 13.50 12 41.13 15.34 13 43.41 17.29 14 45.58 19.36 15 47.64 21.54 16 49.58 23.83 17 51.37 26.16 circle center At X = 4.7 ; Y • 60.0 and Radius, 57.7 * ** * ** 1.680 * ** Failure Surface Specified sy 17 Coordinate Points PNnt X(ft) Y (f) 1 10.00 2.00 2 12.97 1.54 3 15.96 1.38 4 18.96 1.51 5 21.93 1.94 6 24.84 2.66 7 27.67 3.67 8 30.38 4.95 9 32.95 6.49 10 35.36 8.28 11 37.58 10.30 12 39.59 12.52 13 41.37 14.94 14 42.90 17.52 15 44.17 20.23 16 45.17 23.06 17 45.22 23.27 circle Center At x = 16.1 ; Y = 31.7 and Radius, 30.3 1.682 * ** Failure Surface Specified sy 18 Coordinate Points Point X� ft� f Y- Surf NO. 1 10.00 2.00 2 12.94 2.62 3 15.84 3.36 4 18.72 4.21 Page 6 Profile.out 5 21.56 5.16 6 24.37 6.23 7 27.13 7.41 8 29.84 8.69 9 32.50 10.08 10 35.11 11.56 11 37.65 13.15 12 40.13 14.84 13 42.55 16.62 14 5 47.16 20.45 16 49.36 22.50 17 51.47 24.63 18 53.05 26.36 Circle Center At X = -4.6 ; Y = 78.1 and Radius, 77.4 * ** * ** 1.684 * ** Failure surface Specified By 21 coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 10.00 2.00 2 12.99 1.80 3 15.99 1.77 4 18.99 1.91 5 21.98 2.21 6 24.94 2.68 7 27.87 3.31 8 30.77 4.10 9 33.61 5.05 10 36.40 6.15 11 39.12 7.41 12 41.77 8.82 13 44.34 10.37 14 46.82 12.06 15 49.20 13.89 16 51.48 15.84 17 53.64 17.92 18 55.69 20.11 19 57.61 22.41 20 59.40 24.82 21 61.04 27.30 Circle Center At X = 15.0 ; Y = 56.0 and Radius, 54.2 1.738 * ** Y A X I S F T 0.00 8.38 16.75 25.13 33.50 41.88 Page 7 X 0.00 + F 58.63 + T 67.00 + + Profile.out 8.38 + * Z • ` - - 31. 6D - .57.. 0 O A 16.75 +.. 57.... - ..49.... w = -.3127 .....9... N LL W 0 - .30124 ..6. 9. X 25.13 ri +..3.1247.... ...65.49.... u. Q - ...3.12.7. coD ... ICI -.... 6...4... . - ....03.157 ~ _ - ......6...4... . ? I 33.50 + ....0381257 Z 0 0. • .. 8...4.. . W uj - .....0.3 4.. 3812.5.. .. 0...6.87 4.. * UO 312.5.. 4. 5 41.88 + 0 3.8.95.. * W - 0 3169.8 .48 � v , 2.37 .. 5. — O 0 1 637 ... ▪ .....0.. ....1.63 v 50.25 + 2..7.6* = 0 19.7 0 ..... 0.... ...21. z ........ ' .... ..2 - Page 8 0 �0 * 1.5:1 (A A) Pseudostatic 8.38 16.75 25.13 33.50 41.88 50.25 58.63 67 00 Safety Factors NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. - -slope Stability Analysis- - Simplified 3anbu, Simplified Bishop or Spencer s Method of slices PROBLEM DESCRIPTION 1.5:1 (A -A) Pseudostatic BOUNDARY COORDINATES 7 Top Boundaries 9 Total Boundaries Boundary No. 1 2 3 4 5 6 7 8 9 x�ftft 5.00 10.00 16.00 30.00 39.00 43.00 50.00 30.00 16.00 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Type Unit Wt. Unit Wt. No. (pcf) (pcf) 1 125.0 2 130.0 3 130.0 Purdue University modified by Peter 7. Bosscher University of Wisconsin - Madison 125.0 130.0 135.0 A 1.5 to 1 Pseudostatic ** PCSTABL6 ** Y-Left X -Right Y-Right 2.00 10.00 2.00 2.00 16.00 6.00 6.00 30.00 15.00 15.00 39.00 21.00 21.00 43.00 22.00 22.00 50.00 26.00 26.00 67.00 28.00 15.00 67.00 15.00 6.00 67.00 9.00 Cohesion Friction Intercept Angle (psf) (deg) 100.0 32.0 125.0 35.0 100.0 35.0 Page 1 soil Type Below Bnd 3 2 1 1 1 2 3 Pore Pressure Piez. Pressure Constant Surface Param. (psf) No. 0.00 0.0 0 0.00 0.0 0 0.00 0.0 1 Z re r JU O 0 CO WI J i- w O g a u) D. = Z � H O Z F- LU uj 2 p 0 •O -, O I- .W Z w U = . O ~ Z A -A 1.5 to 1 Pseudostatic 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of water = 62.40 z 1 z � " w Piezometric Surface No. 1 Specified by 2 Coordinate Points v 00 Point X -Water Y -Water 0 No. (ft) (ft) W F co LL. 1 16.00 9.00 ujO u_a A Horizontal Earthquake Loading coefficient N a of0.200 Has Been Assigned H W A Vertical Earthquake Loading Coefficient ? H Of0.000 Has Been Assigned Z O Cavitation Pressure = 0.0 psf g j o O A Critical Failure Surface Searching ethod, Using Random 0E- Technique For Generating Circular Surfaces, Has Been specified. z v 100 Trial Surfaces Have Been Generated. LL. z Iii U 10 Surfaces Initiate From Each of 10 Points Equally Spaced p E- Along The Ground Surface Between x = 10.00 ft. z and X = 20.00 ft. Each Surface Terminates Between X e 43.00 ft. and X = 65.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A surface Extends Is Y = 1.00 ft. 3.00 ft. Line Segments Define Each Trial Failure surface. Following Are Displayed The Ten Most Critical Of The Trial Failure surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are calculated sy The Modified Bishop Method * * Page 2 tQM (J11144 4ui6taY.rtl a�..t.9M-.�,u a.,.. A -A 1.5 to 1 Pseudostatic Failure surface Specified By 19 Coordinate Points Point X -surf Y -surf No. (ft) (ft) 1 10.00 2.00 2 13.00 2.11 3 15.99 2.84 5 21.88 3.47 6 24.77 4.28 7 27.61 5.25 8 30.39 6.38 9 33.10 7.68 10 35.72 9.13 11 38.26 10.73 12 40.69 12.48 13 43.02 14.37 14 45.24 16.40 15 47.33 18.55 16 49.29 20.82 17 51.11 23.20 18 52.80 25.68 19 53.21 26.38 Circle Center At X = 9.7 ; Y = 53.1 and Radius, 51.1 * ** 1.109 *** Failure surface Specified By 19 Coordinate Points PNnt x-surf f f Y�ft) 1 10.00 2.00 2 12.99 2.29 3 15.95 2.72 4 18.90 3.31 5 21.81 4.04 6 24.68 4.91 7 27.50 5.93 8 30.27 7.08 9 32.98 8.37 10 35.62 9.80 11 38.18 11.35 12 40.67 13.03 13 43.07 14.84 14 45.37 16.76 15 47.58 18.79 16 49.68 20.93 17 51.67 23.17 18 53.55 25.51 19 54.27 26.50 circle center At X = 5.7 ; Y = 62.0 and Radius, 60.1 Page 3 rb8lf:Slitivl.InWi2 '' 'J.L - V'atiN * ** A -A 1.5 to 1 Pseudostatic 1.112 * ** Failure surface Specified By 18 Coordinate Points zzQ S Point x -Surf Y -surf 1 No. (ft) (ft) w oC 1 10.00 2.00 6 5 2 12.98 1.64 v 0 0 . 3 15.98 1.53 4 18.97 1.67 cow 5 21.95 2.06 W I 6 24.88 3.57 coo 8 30.53 4.69 w 9 33.22 6.03 10 35.78 7.59 g a 11 38.20 9.36 12 40.47 11.33 N 13 42.56 13.48 = w 14 44.47 15.79 Z H 15 46.18 18.26 16 47.67 20.86 1-0 0 17 48.95 23.58 18 49.81 25.89 W D 110 Circle center At x = 15.8 ; Y = 37.5 and Radius, 35.9 cn oE- * ** 1.139 * ** LU LU . U- p ..z Failure Surface Specified By 15 Coordinate Points `do F= _ H Point x -Surf Y -surf z No. (ft) (ft) 1 10.00 2.00 2 12.98 2.38 3 15.92 2.94 4 18.83 3.70 5 21.67 4.64 6 24.45 5.77 7 27.16 7.07 8 29.77 8.55 9 32.28 10.19 10 34.68 11.99 11 36.96 13.94 12 39.10 16.04 13 41.11 18.27 14 42.96 20.63 15 44.50 22.86 circle center At X = 5.7 ; Y = 48.1 and Radius, 46.3 * ** 1.145 * ** Page 4 Failure Surface specified By 18 coordinate Points Point X -Surf Y -surf NO. (ft) (ft) 1 10.00 2.00 2 12.94 2.62 3 15.84 3.36 4 18.72 4.21 5 21.56 5.16 6 24.37 6.23 7 27.13 7.41 8 29.84 8.69 9 32.50 10.08 10 35.11 11.56 11 37.65 13.15 12 40.13 14.84 13 42.55 16.62 14 44.89 18.49 15 47.16 20.45 16 49.36 22.50 17 51.47 24.63 18 53.05 26.36 circle center At X = -4.6 ; Y = 78.1 and Radius, 77.4 * ** 1.146 * ** Failure Surface Specified By 18 Coordinate Points Point x -surf Y -surf No. (ft) (ft) 1 11.11 2.74 2 14.11 2.58 3 17.11 2.65 4 20.09 2.95 5 25.95 4.24 7 28.78 5.22 8 31.53 6.42 9 34.18 7.83 10 36.71 9.44 11 39.11 11.25 12 41.36 13.23 13 43.45 15.38 14 45.36 17.69 15 47.09 20.14 16 48.63 22.72 17 49.96 25.41 18 50.21 26.02 A -A 1.5 to 1 Pseudostatic Circle Center At X = 14.7 ; Y = 41.2 and Radius, 38.6 * ** 1.148 * ** Page 5 z d=- Z JU O 0 wen J = h N u_ w O � co I F ..w Z = H I- 0 Z t- • w U � O 92 o F- wW u. 0 - . ..z w • S O F' z 1 Failure Surface specified By 17 Coordinate Points Point X -Surf Y -surf No. (ft) (ft) 1 11.11 2.74 2 14.08 3.15 3 17.03 3.72 4 19.94 4.43 5 22.82 5.30 6 25.64 6.31 7 28.40 7.47 8 31.11 8.78 9 33.74 10.22 10 36.29 11.80 11 38.76 13.50 12 41.13 15.34 13 43.41 17.29 14 45.58 19.36 15 47.64 21.54 16 49.58 23.83 17 51.37 26.16 Circle center At X = 4.7 ; Y = 60.0 and Radius, 57.7 * ** 1.150 * ** Failure surface Specified By 16 Coordinate Points Point x -Surf Y -Surf No. (ft) (ft) 1 11.11 2.74 2 3 17.10 2.87 4 20.07 2.99 4.01 6 25.84 4.95 7 28.59 6.13 8 31.24 7.55 9 33.76 9.18 10 36.12 11.02 11 38.33 13.06 12 40.35 15.28 13 42.17 17.66 14 43.78 20.19 15 45.17 22.85 16 45.39 23.36 * ** circle Center At X = 13.4 ; Y = 37.8 and Radius, 35.1 1.153 * ** A -A 1.5 to 1 Pseudostatic Page 6 A -A 1.5 to 1 Pseudostatic Failure surface Specified By 21 Coordinate Points Point X-Surf Y -surf No. (ft) (ft) 1 10.00 2.00 2 12.99 1.80 3 15.99 1.77 4 18.99 1.91 5 21.98 2.21 6 24.94 2.68 7 27.87 3.31 8 30.77 4.10 9 33.61 5.05 10 36.40 6.15 11 39.12 7.41 12 41.77 8.82 13 44.34 10.37 14 46.82 12.06 15 49.20 13.89 16 51.48 15.84 17 53.64 17.92 18 55.69 20.11 19 57.61 22.41 20 59.40 24.82 21 61.04 27.30 Circle center At x = 15.0 ; Y = 56.0 and Radius, 54.2 * ** 1.154 * ** Failure surface Specified By 17 coordinate Points Point x -Surf Y -Surf No. (ft) (ft) 1 10.00 2.00 2 12.97 1.54 3 15.96 1.38 4 18.96 1.51 5 21.93 1.94 6 24.84 2.66 7 27.67 3.67 8 30.38 4.95 9 32.95 6.49 10 35.36 8.28 11 37.58 10.30 12 39.59 12.52 13 41.37 14.94 14 42.90 17.52 15 44.17 20.23 16 45.17 23.06 17 45.22 23.27 circle Center At X = 16.1 ; Y = 31.7 and Radius, 30.3 Page 7 * ** Y A X I S F T Z F- 0.00 8.38 16.75 25.13 33.50 41.88 � X 0.00 + + + + + + U O co 0 — W= _ J * CD u_ 8.38 + w O - 31. u.a - .67.. up d - .314..* _ A 16.75 +..67.... Z w H - ..45.... -.3127 ' i-.0 5... f - .39124 D =)p X 25.13 +..3.1247.. .. U tn i - ...68.45.... O ~ — ...3.12.7. ... -.... 6...4... . * w w - ....93.187 F- U - ......6...4... . L- p I 33.50 + ....9301287 z -.. .. 0...4.. . a; 0 - .....9.3.1287 4.. -- 3012.5.. .. F. H 9...6.07 4.. * z 312.5.. 4. S 41.88 + 9 3.0.58.. - ........ . . ...12..7. 84* 9 3165.0 .40 2.37 .. 8. 9 1 537 ... . . .......9.. ....1.53 50.25 + 2..7.6* - 9 15.7 ..... .... 9.... ...21. .. .... ..2 9 F 58.63 + T 67.00 + A -A 1.5 to 1 Pseudostatic 1.156 * ** 9 ..... . ..9... 9 Page 8 ';V�i�� �.:�4w::.wi ✓.is'�}ii+WN3�..n: k:t:ihvtajro x5'h i.dM .aye. 40.63 32.50- 24.38- 16.25- 8.13- 1.5:1 (B -B) Static 8.13 16 :25 24.38 32.50 40 :63 48 :75 56 :88 65 00 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Safety Factors 1.89 2.08 2.10 2.10 2.10 2.10 2.11 2.13 2.15 2.16 BOUNDARY COORDINATES Boundary NO. 1 2 3 4 5 6 7 8 3 Type(s) of soil 1 2 3 120.0 120.0 130.0 Profile.out ** PCSTABL6 ** by, Purdue university modified by Peter J. Bosscher university of Wisconsin- Madison - -slope Stability Analysis- - Simplified Janbu, Simplified Bishop or Spencer's Method of Slices PROBLEM DESCRIPTION 1.5:1 (B -B) Static 6 Top Boundaries 8 Total Boundaries X -Left (ft) 2.00 6.50 16.00 27.50 40.00 55.00 27.50 16.00 ISOTROPIC SOIL PARAMETERS Soil Total saturated Type unit wt. Unit Wt. No. (pcf) (pcf) 120.0 125.0 130.0 Y -Left X -Right Y -Right Soil Type (ft) (ft) (ft) Below Bnd 2.00 6.50 2.00 3 2.00 16.00 8.50 3 8.50 27.50 16.00 2 16.00 40.00 24.00 1 24.00 55.00 29.00 1 29.00 65.00 29.00 1 16.00 65.00 16.00 2 8.50 65.00 8.50 3 cohesion Intercept (psf) 150.0 100.0 250.0 Page 1 Friction Angle (deg) 34.0 35.0 36.0 Pore Pressure Piez. Pressure Constant Surface Param. (psf) No. 0.00 0.0 0 0.00 0.0 1 0.00 0.0 0 . profile.out 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit Weight of water = 62.40 z _1 1- z Piezometric Surface No. 1 Specified by 2 Coordinate Points re 2 -iO Point X -Water Y -Water 0 0 No. (ft) (ft) co w 1 27.50 16.00 J i_ 2 60.00 16.00 co LL w A Critical Failure Surface Searching Method, Using A Random u. Technique For Generating Circular Surfaces, Has Been Specified. ( d I' w F— _ 100 Trial Surfaces Have Been Generated. ' z f' E--0 zF- 10 surfaces Initiate From Each of 10 Points Equally spaced Ill w Along The Ground surface Between X = 6.50 ft. • o and X - 25.00 ft. v O N Each Surface Terminates Between x = 40.00 ft. w w and X = 65.00 ft. 0 u_ 0 . .z Unless Further Limitations Were Imposed, The Minimum Elevation • 2 At which A surface Extends Is Y = 1.00 ft. _ O ~ 3.00 ft. Line Segments Define Each Trial Failure surface. Following Are Displayed The Ten Most critical Of The Trial • Failure Surfaces Examined. They Are ordered - Most critical Fi rst. * * safety Factors Are Calculated By The Modified Bishop Method * * Failure surface Specified By 17 coordinate Points Point x-surf f f Y�f�� No. 1 16.78 9.01 2 19.78 8.88 3 22.77 8.94 4 25.76 9.21 Page 2 ...... ........ .. w:. �::. n...,... xa,. �. eiu, .t::�.i;:.;�i.;:::u..:.iv�Sn�;s '. ..•�.:: � �.,�w.i.�f�.,,.aa:s✓: s. z Profile.out 5 28.73 9.67 6 31.65 10.33 7 34.53 11.18 8 37.35 12.22 9 40.09 13.44 10 42.74 14.84 11 45.29 16.41 12 47.74 18.15 13 50.06 20.05 14 52.26 22.09 15 54.31 24.28 16 56.22 26.59 17 57.94 29.00 Circle Center At X = 20.3 ; Y = 54.2 and Radius, 45.3 * ** Failure surface specified By 16 coordinate Points Point X -surf Y -surf No. (ft) (ft) 1 16.78 9.01 2 19.69 9.71 3 22.59 10.51 4 25.45 11.41 5 28.28 12.40 6 31.08 13.48 7 33.84 14.66 8 36.56 15.93 9 39.23 17.28 10 41.86 18.73 11 44.44 20.26 12 46.97 21.88 13 49.44 23.58 14 51.85 25.36 15 54.21 27.22 16 56.32 29.00 Circle Center At X = -3.0 ; Y = 97.1 and Radius, 90.3 * ** 1.891 * ** 2.080 * ** Failure Surface Specified By 19 coordinate Points Point x -Surf Y -surf NO. (ft) (ft) 1 6.50 2.00 2 9.43 2.65 3 12.33 3.41 4 15.20 4.28 5 18.04 5.26 6 20.83 6.35 Page 3 z re 2 w J U 00 CO o. w WI � LL w O g a • d = W z � • 1-0. z 2 o U .0 H W u' O. ui U =. 0~ z iAti:ourk .• ..,;; b; e�ii :cwa:Xaa4,c�J:.vin'ri:3`d... ...ia«a�:.. « »:... Profile.out 7 23.59 7.54 8 26.29 8.84 9 28.95 10.24 10 31.54 11.74 11 34.08 13.33 12 36.56 15.03 13 38.97 16.81 14 41.31 18.69 15 43.58 20.65 16 45.77 22.70 17 47.88 24.83 18 49.91 27.04 19 50.22 27.41 Circle Center At x = -9.1 ; Y = 79.1 and Radius, 78.7 * ** 2.096 * ** Failure surface Specified By 18 coordinate Points Point X -Surf Y -Surf No. (ft) (ft) 1 14.72 7.63 2 17.68 8.10 3 20.63 8.68 4 23.55 9.36 5 26.45 10.15 6 29.31 11.03 7 32.14 12.02 8 34.94 13.11 9 37.70 14.29 10 40.41 15.57 11 43.08 16.95 12 45.69 18.42 13 48.25 19.98 14 50.76 21.63 15 53.20 23.37 16 55.59 25.19 17 57.90 27.09 18 60.06 29.00 Circle Center At x = 2.8 ; Y - 91.8 and Radius, 85.0 * ** 2.098 * ** Failure Surface specified By 17 Coordinate Points Point x -Surf Y -Surf No. (ft) (ft) 1 14.72 7.63 2 17.65 8.28 3 20.55 9.04 4 23.42 9.92 Page 4 z w . o: U U 0 U U w= J I- w O LL¢ = • d 1- w Z = F-- 0 Z 1- 11J uj 2 • o O CP- ILJ = U H I - - II- O ..z w U = O z Profi l e. out 5 26,25 10.90 6 29.05 12.00 7 31.79 13.21 8 34.49 14.52 9 37.14 15.93 10 39.72 17.45 11 42.25 19.07 12 44.71 20.79 13 47.10 22.60 14 49.42 24.50 15 51.67 26.49 16 53.83 28.56 17 53.90 28.63 Circle Center At X = -0.5 ; Y = 83.0 and Radius, 76.9 * ** * ** 2.103 * ** Failure Surface specified By 12 Coordinate Points Point x -surf Y -surf No. (ft) (ft) 1 22.94 13.03 2 25.94 13.14 3 28.92 13.53 4 31.84 14.19 5 34.70 15.11 6 37.45 16.30 7 40.09 17.73 8 42.59 19.40 9 44.92 21.29 10 47.06 23.38 11 49.01 25.67 12 50.24 27.41 Circle center At X = 23.2 ; Y = 45.7 and Radius, 32.6 2.104 * ** Failure surface Specified By 10 Coordinate Points Point X -Surf Y -surf NO. (ft) (ft) 1 22.94 13.03 2 25.93 12.69 3 28.92 12.91 4 31.82 13.69 5 34.52 14.98 6 36.94 16.75 7 38.99 18.94 8 40.61 21.47 9 41.72 24.26 10 41.79 24.60 Page 5 rcc:•:. G;: L. t. zi• ctat��:; xi:L`�x::b'S✓n.E:.:uq.......�n, o-...., z re QQ � JU U O CO W - = H N O w u.Q c d 1 = W - _ z I- O z � uj w U� O N CI ff w II w z 0 F- z Profile.out Circle Center At X = 26.2 ; Y = 28.8 and Radius, 16.1 * ** 2.106 * ** Failure surface Specified By 12 Coordinate Points Point . X -Surf Y -Surf No. (ft) (ft) 1 22.94 13.03 2 25.82 12.17 3 28.80 19 11.96 5 34.72 12.62 6 37.50 13.76 7 40.04 15.35 8 42.28 17.34 9 44.15 19.69 10 45.59 22.32 11 46.57 25.16 12 46.75 26.25 Circle center At x = 29.4 ; Y = 29.5 and Radius, 17.7 * ** * ** 2.127 * ** Failure surface Specified By 17 Coordinate Points Point X -surf Y -Surf No. (ft) (ft) 1 12.67 6.22 2 15.64 6.64 3 18.58 7.22 4 21.49 7.95 5 24.36 9.85 7 29.94 11.02 8 32.64 12.32 9 35.27 13.77 10 37.82 15.35 11 40.29 17.06 12 42.67 18.89 13 44.94 20.84 14 47.12 22.91 15 49.18 25.08 16 51.14 27.36 17 51.50 27.83 circle Center At X = 5.9 ; Y = 64.1 and Radius, 58.3 2.151 * ** Page 6 * ** Point x -surf Y -surf No. (ft) (ft) 1 16.78 9.01 2 19.74 9.48 3 22.69 10.03 4 25.62 10.67 5 28.53 11.40 6 31.42 12.21 7 34.28 13.10 8 37.12 14.07 9 39.93 15.13 10 42.71 16.26 11 45.45 17.48 12 48.16 18.77 13 50.83 20.14 14 53.45 21.59 15 56.04 23.11 16 58.58 24.71 17 61.07 26.38 18 63.51 28.12 19 64.68 29.00 _ * 8.13 + . - .3. 2.156 * ** - .. .3. 9 - ....3.. 4 A 16.25 + 9 *1 - ..... 3...4. 9 Profile.out Failure Surface Specified By 19 coordinate Points circle center At x = 2.0 ; Y = 112.0 and Radius, 104.0 Y A X IS F T 0.00 8.13 16.25 24.38 32.50 40.63 x 0.00 + + + + + + _* - ....... .9.. . 3 142. 6 X 24.38 +.. ... ...9.. . 1 5286. 4 Page 7 1. Profile.out - . 130276.. 4 13852.... 32.50 + 4 6 32 1.49 6.. . . 03 27.. - • 1 8496... . 027 S 40.63 + . 1 4.96...7. .* 8 26. .. 7 • • .. • ....1.04.9.3.. . . - .. OOOOOO .. .1...825. . • .... ..04 ..83..8. 1 256.38. 48.75 + 0 4 . .596. 1 4 ..33 0 2 59 .... .. ... ... 1.4 1 2 5. ...0..4. OOOOOO F 56.88 + 1 �2 ... • .....0..4 1 .w... ... 4 0.... T 65.00 + 0 * * • Page 8 1.5:1 (B -B) Pseudostatic 8.13 16.25 24.38 32.50 40.63 48.75 56.88 65 00 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Safety Factors 1.20 1.33 1.35 1.35 1.36 1.39 1.40 1.40 1.41 1.44 BOUNDARY COORDINATES 6 Top Boundaries 8 Total Boundaries ISOTROPIC SOIL PARAMETERS 3 Type(s) of soil Soil Total Saturated Type U(pc f )t. Unit Wt. 1 120.0 120.0 2 120.0 125.0 3 130.0 130.0 Profile . out ** PCSTABL6 ** by Purdue University modified by Peter J. Bosscher university of Wisconsin- Madison - -Slope stability Analysis- - Simplified ianbu, Simplified Bishop or spencer s Method of slices PROBLEM DESCRIPTION 1.5:1 (B -B) Pseudostatic Boundary X -Left Y -Left X -Right Y -Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 2.00 2.00 6.50 2.00 3 2 6.50 2.00 16.00 8.50 3 3 16.00 8.50 27.50 16.00 2 4 27.50 16.00 40.00 24.00 1 5 40.00 24.00 55.00 29.00 1 6 55.00 29.00 65.00 29.00 1 7 27.50 16.00 65.00 16.00 2 8 16.00 8.50 65.00 8.50 3 Cohesion Intercept (psf) 150.0 100.0 250.0 Page 1 Friction Pore Pressure Piez. Angle Pressure Constant Surface (deg) Param. (psf) No. 34.0 0.00 0.0 0 35.0 0.00 0.0 1 36.0 0.00 0.0 0 J' ..i�ua,:iw.a „laJ,{.'.ir «V •'t'i,.axa:i�:t:. Profile.out 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED unit Weight of Water = 62.40 Piezometric Surface No. 1 Specified by 2 coordinate Points Point X - Water Y - Water NO. (ft) (ft) 1 27.50 16.00 2 60.00 16.00 A Horizontal Earthquake Loading coefficient of0.200 Has Been Assigned A Vertical Earthquake Loading coefficient Of0.000 Has Been Assigned Cavitation Pressure = 0.0 psf A Critical Failure Surface searching Method, Using A Random Technique For Generating circular surfaces, Has Been specified. 100 Trial Surfaces Have Been Generated. 10 surfaces Initiate From Each of 10 Points Equally spaced Along The Ground surface Between x = 6.50 ft. and X = 25.00 ft. Each surface Terminates Between x = 40.00 ft. and x = 65.00 ft. : Unless Further Limitations were Imposed, The Minimum Elevation At Which A surface Extends Is Y = 1.00 ft. 3.00 ft. Line Segments Define Each Trial Failure surface. Following Are Displayed The Ten Most critical of The Trial Failure Surfaces Examined. They Are ordered - Most critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Page 2 z z te U0 w= J H, w 0 u_¢ w a =w z � o z i- w • w O • D- O H w . z r. w O 1 " z e Profile.out Failure Surface specified By 17 coordinate Points Point x -surf Y -Surf No. (ft) (ft) 1 16.78 9.03. 2 19.78 8.88 3 22.77 8.94 4 25.76 9.21 5 28.73 9.67 6 31.65 10.33 7 34.53 11.18 8 37.35 12.22 9 40.09 13.44 10 42.74 14.84 11 45.29 16.41 12 47.74 18.15 13 50.06 20.05 14 52.26 22.09 15 54.31 24.28 16 56.22 26.59 17 57.94 29.00 circle Center At x = 20.3 ; Y = 54.2 and Radius, 45.3 * ** 1.204 * ** Failure Surface specified By 19 coordinate Points Point X -surf Y -Surf NO. (ft) (ft) 1 16.78 9.01 2 19.74 9.48 3 22.69 10.03 4 25.62 10.67 5 28.53 11.40 6 31.42 12.21 7 34.28 13.10 8 37.12 14.07 9 39.93 15.13 10 42.71 16.26 11 45.45 17.48 12 48.16 18.77 13 50.83 20.14 14 53.45 21.59 15 56.04 23.11 16 58.58 24.71 17 61.07 26.38 18 63.51 28.12 19 64.68 29.00 circle Center At X = 2.0 ; Y = 112.0 and Radius, 104.0 * ** 1.333 * ** Page 3 .a.+Jr,:k.;wt7K -�rin eu.fl1%.Ia4. Profile.out Failure Surface Specified By 16 coordinate Points Point X -Surf Y-surf No. (ft) (ft) 1 16.78 9.01 2 19.69 9.71 3 22.59 10.51 4 25.45 11.41 5 28.28 12.40 6 31.08 13.48 7 33.84 14.66 8 36.56 15.93 9 39.23 17.28 10 41.86 18.73 11 44.44 20.26 12 46.97 21.88 13 49.44 23.58 14 51.85 25.36 15 54.21 27.22 16 56.32 29.00 Circle Center At X = -3.0 ; Y . 97.1 and Radius, 90.3 * ** Failure surface Specified By 18 Coordinate Points Point X -surf Y -surf No. (ft) (ft) 1 14.72 7.63 2 17.68 8.10 3 20.63 8.68 4 23.55 9.36 5 26.45 10.15 6 29.31 11.03 7 32.14 12.02 8 34.94 13.11 9 37.70 14.29 10 40.41 15.57 11 43.08 16.95 12 45.69 18.42 13 48.25 19.98 14 50.76 21.63 15 53.20 23.37 16 55.59 25.19 17 57.90 27.09 18 60.06 29.00 Circle Center At X = 2.8 ; Y = 91.8 and Radius, 85.0 * ** 1.348 * ** 1.350 * ** Page 4 1- Profile.out Failure Surface Specified By 19 coordinate Points Point x -Surf Y -surf No. (ft) (ft) 1 16.78 9.01 2 19.72 9.59 3 22.65 10.24 4 25.56 10.96 5 28.46 11.75 6 31.33 12.62 7 34.18 13.55 8 37.01 14.55 9 39.81 15.62 10 42.59 16.75 11 45.34 17.96 12 48.05 19.23 13 50.74 20.56 14 53.39 21.96 15 56.01 23.42 16 58.60 24.95 17 61.14 26.54 18 63.65 28.19 19 64.81 29.00 Circle Center At X = -5.7 ; Y = 130.7 and Radius, 123.8 * ** 1.362 * ** Failure Surface Specified By 17 coordinate Points Point x -surf Y -surf No. (ft) (ft) 1 14.72 7.63 2 17.65 3 20.55 9.04 4 23.42 9.92 5 26.25 10.90 6 29.05 12.00 7 31.79 13.21 8 34.49 14.52 9 37.14 15.93 10 39.72 17.45 11 42.25 19.07 12 44.71 20.79 13 47.10 22.60 14 49.42 24.50 15 51.67 26.49 16 53.83 28.56 17 53.90 28.63 circle center At X = -0.5 ; Y = 83.0 and Radius, 76.9 * ** 1.387 * ** Page 5 Profile.out Failure surface Specified By 18 Coordinate Points Point x -Surf Y - surf No. (ft) (ft) 1 20.89 11.69 2 23.89 11.67 3 26.89 11.81 4 29.87 12.09 5 32.84 12.53 6 35.79 13.11 7 38.70 13.83 8 41.57 14.70 9 44.39 15.71 10 47.16 16.86 11 49.87 18.14 12 52.52 19.56 13 55.09 21.11 14 57.58 22.79 15 59.98 24.58 16 62.29 26.49 17 64.50 28.52 18 64.98 29.00 Circle Center At X = 22.7 ; Y = 72.0 and Radius, 60.3 * ** Failure surface specified By 17 coordinate Points Point x -Surf Y--surf No. (ft) (ft) 1 20.89 11.69 2 23.74 10.75 3 26.67 10.10 4 29.65 9.76 5 32.65 9.72 6 38.58 10.57 8 41.45 11.44 9 44.21 12.61 10 46.84 14.05 11 49.31 15.75 12 51.59 17.70 13 53.66 19.87 14 55.50 22.25 15 57.09 24.79 16 58.40 27.49 17 58.95 29.00 Circle Center At X = 31.5 ; Y = 38.9 and Radius, 29.2 * ** 1.401 * ** 1.402 * ** Page 6 Profile.out Failure surface Specified By 12 coordinate Points Point x -Surf Y -surf No. (ft) (ft) z 1 22.94 13.03 1 z 2 25.94 13.14 3 28.92 13.53 W g 4 31.84 14.19 6 U 5 34.70 15.11 0 0 6 37.45 16.30 N 0 7 40.09 17.73 cow 8 42.59 19.40 W I 9 44.92 21.29 N u_ 10 47.06 23.38 _ w O 11 49.01 25.67 12 50.24 27.41 Circle Center At X = 23.2 ; Y = 45.7 and Radius, 32.6 u. a u) C! * ** 1.413 * ** z i ZF- 1- O Z I- Failure Surface specified By 22 coordinate Points ? o U Point X -surf Y -Surf O E No. (ft) (ft) la 1 8.56 3.41 H 2 11.54 3.67 _ O 3 14.52 4.03 z 4 17.48 4.51 w cn 5 20.43 5.77 0 H 7 26.25 6.55 z 8 29.11 7.44 9 31.94 8.43 10 34.74 9.51 11 37.50 10.70 12 40.21 11.98 13 42.87 13.36 14 45.48 14.84 15 48.04 16.40 16 50.55 18.05 17 52.99 19.80 18 55.37 21.62 19 57.68 23.54 20 59.92 25.53 21 62.09 27.60 22 63.46 29.00 circle Center At X = 2.7 ; Y = 87.7 and Radius, 84.5 * ** 1.441 * ** Page 7 Y A X I 0.00 8.13 16.25 X 0.00 + + + * 8.13 + 0 • • • - ....0.. 4 16.25 + *1 ..... 0 4. -.. ..0.. .12.7 - ....... ..•. • Profile.out - . ...0...123. 9 X 24.38 +.. ... .87. . - ......0..1 23.9. - .........4..7. .* - . . ...0. 1.23.9.. 8 47.. . 1 253.... I 32.50 + 0 8 .4.9... 253.... 8 1.4. 9... 25 3. .. - . .........8.1..4.9. . . ..... 7.2.3.. ... S 40.63 + . 0 1 4..9..... .* 8...7..5 39. .. - ... .. . ..0.1.24...... • . .. ...... 8. 71.5..36. .. - . . .... ...0 .24 ▪ ....... 8..071.5.369.. 48.75 + ... 8 2 4 . .6.9. ....... .. ...7..1.4.3 ..9 .... 8. 2 36. .7. 1.4 ........ ....8... .1..3 6. ...... ... .7825.4. * F 56.88 + ....... .... ....8.1 3 . ...7025.48 1 ..W... ... .70 4 25... 70.. 20 T 65.00 + * * .. 7* Page 8 $ F T 24.38 32.50 40.63 43.75- 35.00- 26.25- 17.50- 8.75- 1.5:1 (C -C) Static 8.75 17.50 26.25 35.00 43.75 52.50 61.25 70.00 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Safety Factors 1.88 1.90 1.90 1.91 1.92 1.92 1.96 1.96 1.97 1.98 Profile.out ** PCSTABL6 ** b Purdue university modified by Peter 3. Bosscher university of Wisconsin- Madison - -Slope stability Analysis- - Simplified 3anbu, simplified Bishop or spencer's Method of Slices PROBLEM DESCRIPTION 1.5:1 (C -C) Static BOUNDARY COORDINATES 7 Top Boundaries 10 Total Boundaries Boundary No. 1 2 3 4 5 7 8 9 10 x -Left (ft) 7.00 9.50 23.00 26.00 38.00 46.00 50.00 38.00 26.00 23.00 ISOTROPIC SOIL PARAMETERS 4 Type(s) of Soil Soil Total saturated Type unit Unit Wt. 1 120.0 120.0 2 120.0 120.0 Y -Left X -Right Y -Right (ft) (ft) (ft) 2.00 9.50 2.00 2.00 23.00 11.50 11.50 26.00 13.50 13.50 38.00 22.00 22.00 46.00 27.50 27.50 50.00 28.00 28.00 70.00 28.50 22.00 70.00 22.00 13.50 70.00 13.50 11.50 70.00 11.50 cohesion Friction Intercept Angle (psf) (deg) 0.0 30.0 150.0 34.0 Page 1 soil Type Below and 4 4 3 2 1 1 1 2 3 4 Pore Pressure Piez. Pressure constant Surface Param. (psf) No. 0.00 0.0 0 0.00 0.0 0 Profile,out 3 130.0 135.0 250.0 36.0 0.00 0.0 1 4 130.0 130.0 250.0 36.0 0.00 0.0 0 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit weight of Water = 62.40 Piezometric surface No. 1 Specified by 2 coordinate Points Point X -Water V-Water No. 1 26.00 13.50 2 70.00 13.50 A critical Failure surface Searching Method, Using A Random Technique For Generating Circular surfaces, Has Been specified. 100 Trial surfaces Have Been Generated. 10 surfaces Initiate From Each of 10 Points Equally spaced Along The Ground surface Between x = 9.50 ft. and X = 26.00 ft. Each Surface Terminates Between x = 46.00 ft. and X = 60.00 ft. Unless Further Limitations were Imposed, The Minimum Elevation At which A surface Extends Is Y = 1.00 ft. 3.00 ft. Line Segments Define Each Trial Failure surface. Following Are Displayed The Ten Most critical Of The Trial Failure surfaces Examined. They Are ordered - Most Critical First. * * Safety Factors Are calculated By The Modified Bishop Method * * Failure surface Specified By 18 coordinate Points Point x -surf Y -surf No. (ft) (ft) 1 9.50 2.00 Page 2 Z. Z ce w QQ � J0 0 w= J H wO g = • a ZF._ Z I— U 0 O N o ff w ti O WZ U = 0 1- z • or Profile.out 2 12.42 2.68 3 15.32 3.48 4 18.17 4.39 5 20.99 5.41 6 26.50 7.79 8 29.18 9.15 9 31.80 10.61 10 34.36 12.17 11 36.85 13.83 12 39.28 15.60 13 41.64 17.46 14 43.91 19.41 15 46.11 21.45 16 48.23 23.57 17 50.26 25.78 18 52.18 28.05 Circle Center At X -6.0 ; Y = 75.4 and Radius, 75.1 * ** 1.883 * ** Failure Surface Specified By 19 coordinate Points Point X( Y�ft)f 1 9.50 2.00 2 12.50 2.12 3 15.48 2.41 4 18.45 2.89 5 21.37 3.55 6 24.25 4.38 7 27.08 5.39 8 29.84 6.56 9 32.53 7.90 10 35.12 9.40 11 37.63 11.05 12 40.02 12.86 13 42.31 14.80 14 44.47 16.88 15 46.50 19.09 16 48.40 21.41 17 50.15 23.85 18 51.75 26.39 19 52.67 28.07 Circle Center At x = 9.1 ; Y = 51.5 and Radius, 49.5 * ** 1.899 * ** Failure surface specified By 12 Coordinate Points Point x - surf Y -surf NO. (ft) (ft) Page 3 z z H ' re 2 JU 00 U) CO UJ J = F U) u_ u O g a to D = Z = E-0 Z I- w w U 0 N: 0 = U r . ttl Z U - H =, Z 1 24.17 12.28 2 27.11 12.87 3 30.00 13.68 4 32.82 14.69 5 35.56 15.91 6 38.21 17.32 7 40.75 18.92 8 43.16 20.70 9 45.44 22.65 10 47.57 24.76 11 49.54 27.02 12 50.28 28.01 circle Center At X = 17.5 ; Y = 53.0 and Radius, 41.3 * ** 1.904 * ** Failure Surface specified By 13 coordinate Points Point X-Surf Y -surf No. (ft) (ft) 1 24.17 12.28 2 27.12 12.87 3 30.01 13.64 4 32.86 14.58 5 35.64 15.69 6 38.35 16.98 7 40.98 18.42 8 43.52 20.02 9 45.96 21.77 10 48.28 23.67 11 50.48 25.71 12 52.56 27.87 13 52.73 28.07 circle Center At X = 15.9 ; Y = 60.9 and Radius, 49.3 * ** 1.906 * ** Profile.out Failure surface Specified By 18 Coordinate Points Point x -surf Y -Surf No. (ft) (ft) 1 13.17 4.58 2 16.15 4.87 3 19.12 5.34 4 22.05 5.97 5 24.94 6.77 6 27.78 7.74 7 30.56 8.86 8 33.27 10.14 9 35.91 11.58 Page 4 10 11 12 14 15 16 18 Circle Center At x = 9.5 ; Y = 56.8 and Radius, 52.3 Failure surface specified By 17 Coordinate Points Point No. 2 3 4 6 7 9 10 11 12 14 15 16 17 * ** * ** 38.45 40.91 43.26 45.49 47.61 49.61 51.47 53.20 53.30 1.921 * ** x -Surf (ft) 13.17 16.15 19.11 22.04 24.91 27.73 30.47 33.14 35.71 38.18 40.55 42.79 44.90 46.87 48.70 50.38 51.06 Circle Center At X = 1.923 * ** Profile.out 13.17 14.89 16.76 18.76 20.88 23.12 25.47 27.93 28.08 Y -surf (ft) 4.58 4.88 5.37 6.05 6.90 7.94 9.14 10.52 12.06 13.76 15.61 17.60 19.74 21.99 24.37 26.86 28.03 9.8 ; Y = 52.4 and Radius, 47.9 Failure surface specified By 18 Coordinate Points Point x {ft)f Y(ft)f 1 11.33 3.29 2 14.18 4.24 3 17.00 5.27 4 19.79 6.38 5 22.55 7.55 6 25.27 8.80 7 27.97 10.12 8 30.63 11.51 9 33.25 12.97 Page 5 ■ .1,!...LJ.'< .. . 4:(: M1;'isilti8,ii.�etF:>;1�:;;';.�5:. dirt ,'�ti:c.l. \. «i:ill:.+pi.A"_V:.1 Profile.out 10 35.83 14.50 11 38.37 16.10 12 40.86 17.76 13 43.31 19.49 14 45.72 21.29 15 48.08 23.14 16 50.38 25.06 17 52.64 27.04 II-: 18 53.78 28.09 ce 1 circle center At X = -23.4 ; Y == 111.4 and Radius, 113.6 6 c=i 00 * ** 1.957 * ** w = _I E,- N u. Failure Surface Specified By 17 Coordinate Points W O J Point x (ft) f Y�ft) f N d = w 1 9.50 2.00 H = 2 12.47 2.43 z H 3 15.41 3.04 z I- 4 18.30 3.83 5 21.14 4.80 6 23.91 5.94 v 0 7 26.61 7.26 OD 8 29.22 8.73 0 H 9 31.74 10.37 w w 10 34.15 12.16 I 0 11 36.44 14.09 u. ~O 12 38.61 16.16 13 40.65 18.36 Z 14 42.54 20.69 U 15 44.29 23.13 16 45.89 25.67 F- z 17 46.95 27.62 circle Center At X = 4.1 ; Y = 50.1 and Radius, 48.4 * ** 1.960 * ** Failure surface Specified By 13 Coordinate Points Point x-surf Y -surf No. (ft) (ft) 1 26.00 13.50 2 28.96 14.00 3 31.89 14.65 4 34.78 15.45 5 37.63 16.40 6 40.42 17.49 7 43.15 18.72 8 45.82 20.10 9 48.41 21.61 Page 6 Profile.out 10 50.92 23.25 • 11 53.35 25.02 12 55.68 26.90 13 57.09 28.18 Circle center At x 17.8 ; Y = 71.2 and Radius, 58.3 * ** Failure Surface specified Sy 21 coordinate Points Point x -surf Y -Surf No. (ft) (ft) 2 12.50 1.97 3 15.50 2.11 4 18.48 2.42 5 21.44 2.89 6 24.38 3.52 7 27.27 4.31 8 30.11 5.27 9 32.90 6.38 10 35.62 7.64 11 38.27 9.05 12 40.84 10.60 13 43.31 12.29 14 45.69 14.12 15 47.97 16.08 16 50.13 18.16 17 52.17 20.36 18 54.09 22.66 19 55.88 25.07 20 57.53 27.57 21 57.90 28.20 circle Center At x = 11.5 ; Y = 56.2 and Radius, 54.2 * ** Y A X I S F T 0.00 8.75 17.50 26.25 35.00 43.75 X 0.00 + + + + + + 8.75 + _* - 7 1.971 * ** 1.977 * ** Page 7 u ; . 12 0 ∎.;e. ;su A 17.50 + —17.. - ..28.5.... ..817. .. - ..02..5.7.. 1 * - ...02. 5 7...3 X 26.25 + 81 * - ....02..5..7 3. ...2. 1. ..9. ▪ ...0...5..7..3.. - .2..1....9. - �.....0 ..5.87.3 X 35.00 +... ....0.2..1...3.. 5 17.. . 0 2 56.743. ... 2. 1 .... .. ......0....56 743 .. 2 1 8 S 43.75 + ... .... .0.-2.9143.8 .........0....5.67.3. 8 ... . .. . ..2. 1 *8 -- 0 29713 ... .....0....52.1.3* � LL w 2 g Q (Da � Z = I— 0 9 4266 w j 52.50 + 0 71 ? 0 ▪ .. . ....0..9. 5 U ... ......... O co - 9 �I- 0 = W - U u. _ O Z U N 0 F O Z F 61.25 + 70.00 + - 21 5 - ..7 - .021.5. * * Profile .out * _ H w 00 U)0 CO J 43.75 35.00- 26.25- 17.50- 8.75- 1.5:1 (C-C) Pseudostatic 8.75 17 :50 26 :25 35 :00 43 :75 52 :50 61 :25 70.00 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Safety Factors 1.33 1.34 1.34 1.36 1.36 1.37 1.37 1.37 1.37 1.37 Profile. out ** PCSTABL6 ** by_ Purdue University modified by Peter 3. Bosscher university of Wisconsin- Madison - -Slope Stability Analysis- - simplified 3anbu, Simplified Bishop or Spencers Method of Slices PROBLEM DESCRIPTION 1.5:1 (C -C) Pseudostatic BOUNDARY COORDINATES 7 Top Boundaries 10 Total Boundaries Boundary No. 1 2 3 4 5 6 7 8 9 10 X-Left (ft) 7.00 9.50 23.00 26.00 38.00 46.00 50.00 38.00 26.00 23.00 ISOTROPIC SOIL PARAMETERS 4 Type(s) of soil Soil Total saturated Type unit wt. U(pc (pcf) 1 120.0 120.0 2 120.0 120.0 Y-Left X -Right Y -Right 2.00 9.50 2.00 2.00 23.00 11.50 11.50 26.00 13.50 13.50 38.00 22.00 22.00 46.00 27.50 27.50 50.00 28.00 28.00 70.00 28.50 22.00 70.00 22.00 13.50 70.00 13.50 11.50 70.00 11.50 Cohesion Friction Intercept Angle (psf) (deg) 0.0 30.0 150.0 34.0 Page 1 Soil Type Below Bnd 4 4 3 2 1 1 1 2 3 4 Pore Pressure Piez. Pressure Constant surface Param. (psf) No. 0.00 0.0 0 0.00 0.0 0 Profile .out 3 130.0 135.0 250.0 36.0 0.00 0.0' 1 4 130.0 130.0 250.0 36.0 0.00 0.0 0 1 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED Unit weight of water = 62.40 Piezometric surface No. 1 Specified by 2 Coordinate Points Point X-Water Y-Water No. (ft) (ft) 1 26.00 13.50 2 70.00 13.50 A Horizontal Earthquake Loading coefficient of0.200 Has Been Assigned A Vertical Earthquake Loading coefficient Of0.000 Has Been Assigned Cavitation Pressure = 0.0 psf A Critical Failure surface Searching Method, Using A Random Technique For Generating Circular surfaces, Has Been Specified. 100 Trial Surfaces Have Been Generated. 10 Surfaces Initiate From Each of 10 Points Equally Spaced Along The Ground surface Between x = 9.50 ft. and X = 26.00 ft. Each surface Terminates Between x = 46.00 ft. and x = 60.00 ft. Unless Further Limitations were Imposed, The Minimum Elevation At Which A surface Extends Is Y = 1.00 ft. 3.00 ft. Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure surfaces Examined. They Are Ordered - Most Critical First. Page 2 W 6 J U U 0 CO CO w J = H 2 w w u_¢ tn I w Z F. I— O Z 1— w uj O — 0 w W I— ra w Z U N O Z Profile.out * * Safety Factors Are calculated By The Modified Bishop Method * * Failure surface Specified By 13 Coordinate Points z Point x -surf v -Surf No. (ft) (ft) 4 _ - w re 2 1 2 28.96 14.00 _e) 3 31.89 14.65 4 34.78 15.45 N 5 37.63 16.40 w i 6 40.42 17.49 N � 7 43.15 18.72 8 45.82 20.10 W O 9 48.41 21.61 2?- 10 50.92 23.25 g5 11 53.35 25.02 u_ 12 55.68 26.90 (/) 13 57.09 28.18 I W Circle Center At x = 17.8 ; Y = 71.2 and Radius, 58.3 ' z H F- O z I- * ** 1.327 * ** Failure surface specified By 13 coordinate Points 0 H W W . !U Point X -Surf v -surf u. H No. (ft) (ft) : z U- 0 1 0 1 24.17 12.28 2 27.11 12.87 3 30.01 .86 14.58 5 35.64 15.69 6 38.35 16.98 7 40.98 18.42 8 43.52 20.02 9 45.96 21.77 10 48.28 23.67 11 50.48 25.71 12 52.56 27.87 13 52.73 28.07 circle Center At x = 15.9 ; Y = 60.9 and Radius, 49.3 * ** 1.340 * ** Failure Surface Specified By 18 coordinate Points Point X -Surf Y -surf No. (ft) (ft) Page 3 D O- z.. a Profile.out 1 9.50 2.00 2 12.42 2.68 3 15.32 3.48 4 18.17 4.39 5 20.99 5.41 6 23.77 6.55 7 26.50 7.79 8 29.18 9.15 9 31.80 10.61 10 34.36 12.17 11 36.85 13.83 12 39.28 15.60 13 41.64 17.46 14 43.91 19.41 15 46.11 21.45 16 48.23 23.57 17 50.26 25.78 18 52.18 28.05 circle Center At X = -6.0 ; Y = 75.4 and Radius, 75.1 Failure Surface specified By 19 Coordinate Points Point X -surf Y -Surf NO. (ft) (ft) 1 9.50 2.00 2 12.50 2.12 3 15.48 2.41 4 18.45 2.89 5 21.37 3.55 6 24.25 4.38 7 27.08 5.39 8 29.84 6.56 9 32.53 7.90 10 35.12 9.40 11 37.63 11.05 12 40.02 12.86 13 42.31 14.80 14 44.47 16.88 15 46.50 19.09 16 48.40 21.41 17 50.15 23.85 18 51.75 26.39 19 52.67 28.07 Circle Center At X = 9.1 ; Y = 51.5 and Radius, 49.5 * ** 1.342 * ** 1.357 * ** Failure surface Specified By 20 coordinate Points Point x -surf Y -Surf Page 4 No. 1 11.33 3.29 2 14.31 3.64 3 20.22 4.71 5 23.13 5.42 6 26.01 6.25 7 28.86 7.19 8 31.67 8.25 34.43 9.42 10 37.15 10. 7 12 39.81 13.58 13 44.95 15.18 14 47.42 16.87 15 49.82 18.67 16 52.15 20.56 17 54.40 22.54 18 56.57 24.62 19 58.66 26.77 20 59.97 28.25 Circle Center At X = 4.0 ; Y = 77.5 and Radius, 74.5 * ** Failure Surface specified By 18 Coordinate Points Point x-surf f f Y�f�� No. 1 13.17 4.58 2 16.15 4.87 3 19.12 5.34 4 22.05 5.97 5 24.94 6.77 6 27.78 7.74 7 30.56 8.86 8 33.27 10.14 9 35.91 11.58 10 38.45 13.17 11 40.91 14.89 12 43.26 16.76 13 45.49 18.76 14 47.61 20.88 15 49.61 23.12 16 51.47 25.47 17 53.20 27.93 18 53.30 28.08 circle Center At x = 9.5 ; Y = 56.8 and Radius, 52.3 * ** Profile.out (ft) (ft) 1.359 * ** 1.365 * ** Failure surface specified By 12 coordinate Points Page 5 • • • • • • 1Z z U 0 . w� u) w 0 u. DO w z � o z uj • p O -: D I- LL! Lu - u_la 111 U= o '' z Point X -Surf Y -surf No. (ft) (ft) 1 24.17 12.28 2 27.11 12.87 3 30.00 13.68 4 32.82 14.69 5 35.56 15.91 6 38.21 17.32 7 40.75 18.92 8 43.16 20.70 9 45.44 22.65 10 47.57 24.76 11 49.54 27.02 12 50.28 28.01 Circle center At x = 17.5 ; Y = 53.0 and Radius, 41.3 * ** 1.365 * ** Failure surface specified By 20 Coordinate Points Point x -Surf Y -surf No. (ft) (ft) 1 11.33 3.29 2 14.32 3.58 3 17.29 3.99 4 20.24 4.53 5 23.17 5.19 6 26.06 5.98 7 28.92 6.90 8 31.74 7.93 9 34.51 9.08 10 37.22 10.35 11 39.89 11.74 12 42.48 13.24 13 45.02 14.84 14 47.48 16.56 15 49.87 18.37 16 52.18 20.29 17 54.40 22.30 18 56.53 24.41 19 58.58 26.61 20 59.98 28.25 Circle Center At X = 6.1 ; Y = 73.4 and Radius, 70.3 * ** 1.366 * ** Profile.out Failure surface Specified By 14 Coordinate Points Point , x -surf Y -Surf Page 6 s • .' 1. w • Profile.out No. (ft) (ft) 1 22.33 11.03 2 25.22 11.85 3 28.08 12.76 4 30.91 13.76 5 33.70 14.84 6 36.47 16.02 7 39.19 17.28 8 41.87 18.62 9 44.51 20.05 10 47.10 21.56 11 49.64 23.15 12 52.13 24.83 13 54.57 26.57 14 56.65 28.17 Circle Center At X = -2.2 ; Y = 103.2 and Radius, 95.3 * ** Failure surface specified By 13 coordinate Points Point X(ft)f Y(ftf ) 1 26.00 13.50 2 29.00 13.51 3 31.99 13.78 4 34.94 14.29 5 37.85 15.05 6 40.68 16.05 7 43.41 17.28 8 46.03 18.74 9 48.52 20.41 10 50.87 22.28 11 53.04 24.35 12 55.04 26.59 13 56.22 28.16 Circle Center At X : 27.4 ; Y = 49.2 and Radius, 35.8 * ** Y A X IS F T 0.00 8.75 17.50 26.25 35.00 43.75 X 0.00 + + + + + + 1.369 * ** 1.370 * ** Page 7 V 8.75 + • * - 5 - 43 6 - .5. -..43.6. A 17.50 + ...3... - ..4..6.... .53.. .. - ...4..6.... 9 - 53 * - ....4. 6 ....2 X 26.25 + 5 3 * - .....4..6 ..... 2. ...45 3. .01. 6 2 - ........ 4..3...01. 6 2. • 35.00 +... .....84..3.0.1.. 56. 3.9. . 84.6.0.17. * . .....854.3 9... - 60 127 .. - 854..39.... S 43.75 + ... .... ......401327.. ..........5...6.1..7. . - .. ... . ... .04..2 ........ ..5...041.27 . .....5.. .64.3.7* �0 1 24.. 52.50 + ........ .5....9...2 - .. .. ...85..19.6 01. 5 1 . . 85 . ....5 61.25 + T 70.00 + Profi 1e.out * * * Page 8 , • 1. • 1 .> • . 0 p "Ciehtz• 12) ..e-iew c- D LO■ - Ise) U.■ pLaAe 111111 111111111, cvp Q. "e czt W &La_ \Lt.42.. & ga-gh-a.."(•- %.1. FILE copy N. Permit Project No. T-5613 REVIEWED FOR CODE COMPLIANCE Lionorwcn SEP 1 9 2005 KLiwt City Of "rukla BUILDING DIVISION tOr2—LA-- 'TO NY VYN. • • h;k Ji • RECEIVED 'NOV .1 9 2004 COMMUNITY -4 ,,•; : .. r' PERMANENT FILE COPY E .., .7 ;, ',...:{ , t t NorMed-Shaw Building ,.,. 4310 South 131st Place ..,; .2. Tukwila, Washington GEOTECHNICAUREPORT Terra Associates, Inc. Prepared for: NorMed-Shaw Partnership Seattle, Washington November 17, 2004 RECEIVED MAY 0 4 2005 TUKWILA PUBLIC WORKS ••• ;1 • • • •• I. ERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences ' Mr. Larry Shaw NorMed -Shaw Partnership P.O. Box 3644 Seattle, Washington 98124 -3644 Subject: Geotechnical Report NorMed -Shaw Building 4310 South 131st Place Tukwila, Washington Dear Mr. Shaw: November 17, 2004 Project No. T -5613 As requested, we completed a geotechnical report for the subject project. The purpose of our study was to explore the subsurface soil and groundwater conditions and develop geotechnical engineering recommendations for project design and construction. Our field exploration indicates the proposed building area is generally underlain by soft, loose to medium dense compressible alluvial soils. We observed groundwater levels between approximately 3 and 12 feet below the existing ground surface. The upper approximately 10 to 14 feet of native soils in the planned building area will consolidate under stress imposed by . proposed structures and the fills placed for site grading. To mitigate the potential for post - construction settlements due to consolidation, we recommend preloading the building location with a surcharge fill. Following completion of successful preloading, the building may be supported on conventional spread footing foundations bearing on a minimum of two feet of structural fill. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. 12525 Willows Road, Suite 101, Kirkland, Washington 98034 Phone (425) 821 -7777 • Fax (425) 821 -4334 • 1 Z '~ w QQ • � J0 O 0 w CO Ili J H w 0 u_ < co = w Z = ZO w U O O N O F— w W O W N O z Mr. Larry Shaw November 17, 2004 We trust the information presented is sufficient for your current needs. If you have any questions or require additional information, please call. Sincerely yours, TERRA ASSOCIATES, INC. e Princi DPL/TJS: cc: . d Kehie Architects Mr. Dan Balmelli, Barghausen Consulting Engineers, Inc. Project No. T -5613 Page No. ii z z - QQ 2 J U 0 N o U) - � W O LL a . = W ~ _ ? t- zO - W 2 Lu U O— O 1- W UJ �U W z c) I . O~ z Figures Appendices TABLE OF CONTENTS Vicinity Map Figure 1 Exploration Location Plan Figure 2 Typical Wall Drainage Detail Figure 3 Page No. 1.0 Project Description 1 2.0 Scope of Work 1 3.0 Site Conditions 2 3.1 • Surface 2 3.2 Soils 3 3.3 Groundwater 3 3.4 Seismic 4 4.0 Discussion and Recommendations 4 4.1 General 5 4.2 Site Preparation and Grading 5 4.3 Building Preload • 7 4.4 Excavations 7 4.5 Foundations 8 4.6 Retaining Walls 9 4.7 Slabs -on -Grade Floors 9 4.8 Stormwater Detention Vault 10 4.9 Subsurface Drainage 11 4.10 Utilities 11 4.11 Pavements 11 5.0 Additional Services 12 6.0 Limitations • 12 Field Exploration and Laboratory Testing Appendix A • 1.0 PROJECT DESCRIPTION Geotechnical Report NorMed -Shaw Building 4310 South 131st Place Tukwila, Washington The proposed project is a new 37,806 square -foot office /warehouse building with associated parking and utilities. The building will be located northeast of and adjacent a similar existing commercial building. Building plans are currently not available; however, we expect the proposed structure will be a typical light industrial office /warehouse building with concrete slab -on -grade floors, concrete tilt -up panel walls, and floor loads on the order of 200 to 400 pounds per square foot (psf). A site plan by David Kehle Architect, dated May 17, 2004, shows the proposed finished floor elevation of the building at Elev. 15.5. Approximately three to five feet of fill will be required to achieve this finish grade. Parking and driveway areas are located around the perimeter of the building at similar grades, except in the area of loading docks on the eastern side of the building. Planned parking lot elevations in this area are between Elev. 11.0 and Elev. 12.0, which are approximately one to two feet above existing site grades. The plans indicate significant grading will be required on the slope in the western portion of the site as part of on- site wetland enhancement activities. Proposed grades on the plans indicate cuts approaching 14 feet will be required to achieve a final slope inclination of 2:1 (Horizontal:Vertical) along the length of the slope. A retaining wall is shown supporting a vertical grade break of approximately six to eight feet at the top of the 2:1 slope. Site stormwater will be collected and routed to a detention vault adjacent the northern side of the proposed building. The site plan indicates the bottom elevation of the vault will be at Elev. 6.0, approximately four to six feet below existing surface grades. The northern side of the detention vault will function as a retaining wall for the parking lot fill on the northern side of the building. Stormwater discharged from the vault will be routed through a small sand filter vault off the eastern end of the detention vault. The recommendations contained in the following sections of this report are based on our understanding of the design features. If actual features vary or changes are made, we should review them in order to modify our recommendations, as required. We should review final design drawings and specifications to verify that our recommendations have been properly interpreted and incorporated into project design. 2.0 SCOPE OF WORK On October 18, 2004, we excavated 8 test pits to depths ranging from 11 to 16 feet below existing surface grades. Using the information obtained from the subsurface explorations, we developed geotechnical recommendations for project design and construction. '4.0o:.gut: Specifically, this report addresses the following: • Soil and groundwater conditions • Seismic • Site preparation and grading • Building preload • Excavations • Foundations • Retaining walls • Slab -on -grade floors • Stormwater detention vault • Subsurface drainage • Utilities • Pavements U� O N o ,- w W It should be noted that recommendations outlined in this report regarding drainage are associated with soil 1- ,, strength, design earth pressures, erosion, and stability. Design and performance issues with respect to moisture as "-- O z it relates to the structure environment (i.e., humidity, mildew, mold) is beyond Terra Associates purview. A v C. building envelope specialist or contactor should be consulted to address these issues, as needed. i _ O H z 3.0 SITE CONDITIONS 3.1 Surface The project site is an undeveloped property located between State Route 599 (SR 599) and 42nd Avenue South, and just north of South 131st Place in Tukwila, Washington. The approximate location of the site is shown on Figure 1. An existing office /warehouse building is located immediately southwest of the subject site. Site topography is relatively flat in the planned building area, and areas north of the building. The western portion of the site slopes up about 20 to 30 feet to the west to 42nd Avenue South at grades of about 15 to 40 percent. Localized slope areas with steeper or flatter grades exist. The slope appeared stable. We did not observe indications of instability, erosion, or significant seepage on the slope face. The eastern margin of the site is adjacent the toe of an approximately 20- to 30 -foot high embankment fill for SR 599. We observed an existing drainage culvert and ditch running along the toe of the slope in the western portion of the site, and across the relatively flat low -lying area north of the planned building area. The ditch discharges to a 66- inch diameter culvert that extends beneath SR 599 in the northeastern portion of the site. Page No. 2 November 17, 2004 Project No. T -5613 • 3.2 Soils November 17, 2004 Project No. T -5613 Soils in the planned building area generally consist of 12 inches of sod and topsoil overlying alluvial silt, clay, silty sand, and sand. The silt and clay are typically soft and wet, with occasional discontinuous layers of fibrous peat. The maximum thickness of the peat layers we observed in the test pits was two feet in Test Pit TP -6. Test Pits TP -1 through TP -6 all terminated in medium dense sand to silty sand observed below depths of approximately 11.5 to 15.0 feet. Based on our experience in the area, and review of boring logs from previous site explorations in the planned building area, we expect these granular soils extend to depths of about 35 beneath the site. We observed approximately 2.5 to 3.0 feet of fill overlying the native soils in Test Pits TP -4 through TP -6, which were located in the southern portion of the planned building area. The fill generally consisted of loose, wet topsoil and organic clayey silt. However, the fill observed in Test Pit TP -5 consisted of firm, brown silty sand with gravel that appeared to be associated with filling for the existing parking lot to the southwest. The soils we observed in Test Pits TP -7 and TP -8, located on the slope in the western portion of the site, consist of approximately six feet of fill overlying native, medium dense to dense, moist to wet silty sand to sandy silt with varying amounts of gravel. The fill is generally loose to medium dense silty sand to sandy silt that contains a moderate amount of residential debris including carpeting, wood, tires, and broken concrete. We understand that several residences formerly occupied the upper to mid portions of the western slope. The Geologic Map of the Des Moines Quadrangle, Washington, by Howard H. Waldron (1962), shows the soils in the planned building area mapped as Quaternary alluvium consisting predominantly of fine- grained sand , silt, and clay. The soils on the slope in the western portion of the site are mapped as Kame - terrace deposits, which typically consist of silty sand and pebble - cobble gravel. The soils we observed in our site explorations are generally consistent with the mapped soil descriptions. The preceding discussion is intended to be a brief review of the soil conditions encountered on the site. Detailed descriptions are presented on the Test Pit Logs in Appendix A. 3.3 Groundwater In general, we observed light to moderate groundwater seepage between depths of about 3 and 12 feet below the ground surface in the test pits excavated in the planned building area. Groundwater seepage in Test Pits TP -7 and TP -8, located on the slope in the western portion of the site, generally occurred between depths of about 6 and 10 feet. The seepage in these test pits was generally light to moderate, and typically occurred at the base of the uncontrolled fills that have been placed on the slope. Fluctuations in groundwater levels will occur seasonally and annually, with lowest levels and volumes occurring during late summer to early fall (July through September). Considering our test pits were excavated in mid - October, we expect the groundwater levels we observed in the test pits are slightly above their seasonal low levels. Page No. 3 .� 3.4 Seismic November 17, 2004 Project No. T -5613 Based on the soil conditions encountered and the local geology, per Section 1615 of the 2003 International Building Code (IBC) for seismic conditions, site class "D" should be used in design of the structure. Liquefaction is a phenomenon where there is a reduction or complete loss of soil strength due to an increase in water pressure induced by vibrations. Liquefaction mainly affects geologically recent deposits of fine- grained sands that are below the groundwater table. Soils of this nature derive their strength from intergranular friction. The generated water pressure or pore pressure essentially separates the soil grains and eliminates this intergranular friction; thus, eliminating the soil strength. Potential project impacts due to liquefaction would include excessive settlement, foundation bearing failure, and surface rupturing due to lateral spreading. Our subsurface exploration indicates that the soils at the site are alluvial in origin, consisting of varying layers of loose and wet silts, silty sands, sandy silts, and clay. Groundwater was generally encountered between depths of 3 to 12 feet in our recent study. Our review of these conditions indicates that there is a potential for liquefaction to occur. In our opinion, the potential impact would be reflected at the ground surface in the form of subsidence. Estimated settlement as a result of the liquefaction is approximately one to three inches. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General The upper approximately 10 to 14 feet of soft, loose, fine- grained alluvial soils in the planned building area are compressible and will consolidate under stress imposed by the proposed structure and the fills placed for site grading. To mitigate the potential for post - construction settlements due to consolidation, we recommend preloading the building area. Preloading will involve placing the structural fill required to achieve the finish floor elevations, then applying an additional three -foot surcharge fill above finished floor elevation, and allowing settlements to occur under this load before building construction. Preloading/surcharge, applied as described, will mitigate the potential for post - construction settlement under the building loads and an expected maximum floor loading of 400 pounds per square foot (psf). If higher floor loading is expected and will be uniformly distributed over the area of the floor slab, additional surcharge will be required to mitigate post - construction settlements. . After completing the preload, building construction can begin. The buildings can be supported on conventional spread footings bearing on a minimum of two feet of compacted structural fill. With building grades as planned, overexcavation of existing fill and native soils and replacement with structural fill will likely be required below some of the footing areas, including the loading docks on the eastern side of the building. Terra Associates, Inc. should observe footing subgrades to verify that the exposed soils are suitable for support. Page No. 4 >.. November 17, 2004 Project No. T -5613 Organic soils encountered at the site will not be suitable for reuse as structural fill or utility trench backfill. Other inorganic native soils encountered at the site generally contain a significant amount of fines and will be difficult to compact as structural fill when too wet. The ability to use native soil from site excavations as structural fill will depend on its moisture content and the prevailing weather conditions at the time of construction. Based on the results of laboratory testing, the contractor should be prepared to dry native soils by aeration during the normally dry summer season to facilitate compaction as structural fill. Alternatively, stabilizing the native soil with lime, . cement kiln dust, or cement can be considered. If grading activities will take place during the winter season, the owner /contractor should also be prepared to import clean granular material for use as structural fill and backfill. Detailed recommendations regarding these issues and other geotechnical design considerations are provided in the following sections. These recommendations should be incorporated into the final design drawings and construction specifications. 4.2 Site Preparation and Grading At the time of our study, surface conditions in the planned building area were wet and soft. A track - mounted excavator was necessary to move around the area of the site. The grading contractor should expect similar conditions, especially if grading is initiated in early spring, and should plan site grading activities accordingly. Existing topsoil fills observed in Test Pits TP -4 and TP -6 in the southeastern portion of the planned building area is not suitable as a fill subgrade or for re -use as structural fill, and should be removed from areas of new construction. The existing mineral soil fill observed in Test Pit TP -5, along the southwestern side of the planned building area, can remain in place. In our opinion, it will not be necessary to strip the organic surface layer where structural fill depths above existing grade are a minimum of three feet in the building area and two feet in paved areas. Surface vegetation in these areas should be mowed closed to the ground, with cutting debris removed from the site. Where structural fill thicknesses fall below these minimums, vegetation and organic topsoil should be stripped from areas that will receive fill. Topsoil will not be suitable for use as structural fill but can be used in landscaped areas. In general, the on -site soils, including the native soils on the western slope, contain a significant amount of fines and will be difficult to compact if the moisture conditions cannot be carefully controlled. Extreme care should be taken to ensure that exposed surfaces of the surficial soils do not become disturbed due to weather and construction traffic. Accordingly, the ability to use native soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time site grading activities take place. Based on our observations, we expect that soils will be wet of optimum when excavated, and direct use as structural fill will likely require drying by aeration or treatment with an additive such as cement kiln dust (CKD) cement, or lime. If additives are used, additional Best Management Practices (BMPs) will need to be implemented to mitigate potential impacts to construction stormwater. Page No. 5 November 17, 2004 Project No. T -5613 • If grading activities are planned during the wet winter months, or if they are initiated during the summer and extend into fall and winter, the contractor should be prepared to treat/amend soil as necessary to facilitate compaction, or import wet weather structural fill. We recommend importing wet weather structural fill that meets the grading requirements for gravel borrow outlined in Section 9- 03.14(1) of the Washington State Department of Transportation (WSDOT) 2004 Standard Specifications for road, bridge, and municipal construction, modified to allow a maximum aggregate size of 6 inches and a maximum fines content (minus No. 200 sieve) of 5 percent based on the 3/4 -inch aggregate fraction. Prior to use, Terra Associates, Inc. should examine and test all materials planned to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D -698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this ASTM standard. In non - structural areas, the degree of compaction can be reduced to 90 percent. Slope Grading As discussed, the existing slope in the western portion of the site will be graded to an inclination of 2:1 (Horizontal:Vertical). Because significant cuts will be required to achieve this final inclination, it is planned to use soil excavated from the slope as fill for the new building and parking areas, and the preload surcharge. However, the upper approximately six feet of material observed in our test pits excavated on the western slope contains a moderate amount of residential debris, and will not be suitable for reuse as structural fill. It appears that cuts required to achieve the planned slope grades will result in removal of the vast majority of the fill on the slope. If fill is exposed at final surface grades on the slope face, it should be removed and replaced with structural fill. Structural fills placed on slope must be keyed and benched into competent native soils. Based on our observations, light to moderate groundwater seepage may be encountered from some of the native soils exposed in the excavated slope face. Interceptor drains may be required to facilitate excavation, and to reduce the potential of shallow sloughing and erosion of the slope face due to emergent seepage. The need for drains on the slope should be evaluated by field observations at the time of construction. Water collected by slope drains should be tightlined to the toe of the slope. Upon completion of grading, the slope face should be firmly compacted, trackwalked, and vegetated, or provided with other physical means to guard against erosion. Final grades at the top of the slope must promote surface drainage away from the slope crest. Water must not be allowed to flow uncontrolled over the slope face. If surface runoff must be directed towards the slope, the runoff should be controlled at the top of the slope, piped in a closed conduit installed on the slope face, and taken to an appropriate point of discharge beyond the toe. S e c_ i �L` r -L: ( 1. ' rv. , .i • :�a `:,ENV•. Analysis indicates adequate safety factors for stability will be achieved for finished slope grades completed to an inclination of 2:1. Our analysis is based on a finished slope consisting of competent materials such as the medium dense to dense native soils observed below the uncontrolled fill, or structural fill. Page No. 6 4.3 Building Preload We recommend preloading the building area to limit building and floor slab settlements to tolerable levels. For this procedure, we recommend placing structural fill in the building area to the design subgrade elevations and then surcharging the building area with surcharge fill totaling three feet in thickness. Building construction is then delayed until settlements under the preload fill have occurred. The preload fill should extend a minimum of five feet beyond the building perimeters and then slope down at an inclination of 1:1. The exception to this is on the northwestern side of the planned building where the proposed stormwater detention vault will be located. To reduce the potential for settlements between the building and the vault, the surcharge fill on this side of the building should extend at least five feet beyond the southeastern perimeter of the vault, approximately 17 feet from the northwestern perimeter of the building. We estimate total settlements under the building fill will be in the range of five to eight inches. These settlements are expected to occur in about four to six weeks following full application of the preload fill. To verify the amount of settlement and the time rate of movement, the preload program should be monitored by installing settlement markers. The settlement markers should be installed on the existing grade prior to placing any building or preload fills. Once installed, elevations of both the fill height and marker should be taken daily until the full height of the preload is in place. Once fully preloaded, readings should continue weekly until the anticipated settlements have occurred. It is critical that the grading contractor recognize the importance of the settlement marker installations. All efforts must be made to protect the markers from damage during fill placement. It is difficult, if not impossible, to evaluate the progress of the preload program if the markers are damaged or destroyed by construction equipment. As a result, it may be necessary to install new markers and extend the surcharging time period in order to ensure that settlements have ceased and building construction can begin. We expect that the surcharge fill removed from the building area will be re -used as fill around the building. We recommend that this fill be placed first in parking lot areas to allow additional settlements to occur that will further reduce the potential for settlement beneath parking lot utilities. Following the successful completion of the preload program, with foundations designed as recommended in the following Foundation section (Section 4.5 of this report), maximum total and differential post - construction settlements following full -load application are estimated at one inch, and one -half inch, respectively. • 4.4 Excavations November 17, 2004 Project No. T -5613 All excavations at the site associated with confined spaces, such as utility trenches, must be completed in accordance with local, state, or federal requirements. Based on current Occupational Safety and Health Administration (OSHA) regulations, soils observed at the site are classified as Type C soils. Accordingly, for excavations less than 20 feet deep, the side slopes should be laid back at a minimum slope inclination of 1.5:1. If there is insufficient room to complete the excavations in this manner, or if excavations greater than 20 feet deep are planned, the use of temporary shoring to support the excavations will be required. During our site explorations, we observed caving of the test pit sidewalls in several of the test pits excavated in the planned building area. Page No. 7 Groundwater seepage should be expected in excavations made in the planned building area, particularly during the winter season. The volume of water and rate of flow into the excavation will be dependant on the excavation depth below the seepage elevation. Excavations that extend only one to two feet below the seepage level can likely be dewatered using conventional sump pumping procedures, along with a system of collection trenches, if necessary. Deeper excavations may require predraining the excavation site using well points or deeper pumped wells. The contractor must be prepared to dewater the excavations, as required, to maintain excavation stability and relatively dry working conditions. Groundwater levels in our site explorations excavated in the planned building area generally occurred below a depth of about three feet, or about Elev. 9.0 in Test Pit TP -1, located near the western end of the proposed detention vault. Therefore, excavations to the planned bottom of vault elevations of approximately Elev. 6.0 will extend at least three feet below the known water table. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Terra Associates, Inc. assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. 4.5 Foundations November 17, 2004 Project No. T -5613 Following the successful completion of the preload program, the building may be supported on conventional spread footing foundations bearing on a minimum of 2.0 feet of structural fill. As discussed, three to five feet of fill will be required to achieve design floor elevations. Portions of the perimeter building foundation, including foundations in the area of the loading docks on the northeastern side of the building, will likely require overexcavation into the native soils to allow for placement of the two feet of structural fill. The structural fill should extend laterally from the edges of the footing at least a distance equal to its thickness beneath the footing. Perimeter foundations exposed to the weather should be at a minimum depth of 1.5 feet below final exterior grades. We recommend designing foundations for a net allowable bearing capacity of 2,000 psf. For short-term loads, such as wind and seismic, a one -third increase in this allowable capacity can be used. With the anticipated loads and bearing stresses, the estimated total settlements are as discussed in Section 4.3 of this report. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the side of the footings and buried portions of the foundation stem walls can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 300 pounds per cubic foot (pcf). We recommend not including the upper 12 inches of soil in this computation because they can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be backfilled with structural fill as described in Section 4.2 of this report. The values recommended include a safety factor of 1.5. Page No. 8 4.6 Retaining Walls November 17, 2004 Project No. T -5613 The plans show a retaining wall with a maximum height of about six to eight feet supporting the upper portion of the cut. The face of the retaining wall is approximately eight to ten feet from the western margin of the property. The excavation for construction of the retaining wall must be sloped back to the inclination recommended in Section 4.4 of this report. If a temporary construction slope cannot be laid back to the recommended inclination due to site constraints, and a temporary construction easement cannot be obtained, a soldier pile wall should be considered. We can provide design parameters for soldier pile wall construction at this location; however, additional subsurface investigations will be required. The magnitude of earth pressure development on the retaining walls will partly depend on the quality of the wall backfill. We recommend placing and compacting wall backfill as structural fill. Below improved areas, such as pavements or floor slabs, the backfill should be compacted to a minimum of 95 percent of its maximum dry unit weight, as determined by ASTM Test Designation D -698 (Standard Proctor). In unimproved areas, the relative compaction can be reduced to 90 percent. To guard against hydrostatic pressure development, wall drainage must also be installed. A typical wall drainage detail is shown on Figure 3. With wall backfill placed and compacted as recommended and drainage properly installed, we recommend designing unrestrained walls for an active earth pressure equivalent to a fluid weighing 35 pcf. For restrained walls, an additional uniform lateral pressure of 100 psf should be included. To account for normal traffic loading, the walls should be designed for an additional height of two feet. These values assume a horizontal backfill condition and that no other surcharge loading, such as sloping embankments or adjacent buildings, will act on the wall. If such conditions exist, then the imposed loading must be included in the wall design. Friction at the base of foundations and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in Section 4.5 of this report. 4.7 Slab -on -Grade Floors Slab -on -grade floors may be supported on the subgrade prepared as recommended in Section 4.2 of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer composed of clean, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will be ineffective in assisting in uniform curing of the slab and can actually serve as a water supply for moisture bleeding through the slab and affecting floor coverings. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided if floor slab construction occurs during the wet winter months and the layer cannot be effectively drained. Page No. 9 :+.APWiIMSir:14F4.J1F. Other methods are available for preventing or reducing water vapor transmission through the slab. We recommend consulting with building envelope specialist or contractor for additional assistance regarding this issue. 4.8 Stormwater Detention Vault Page No. 10 November 17, 2004 Project No. T -5613 In general, soil conditions we observed consist of 12 inches of sod and topsoil overlying soft, wet clayey silt to clay with occasional layers of fibrous peat. The soft, fine- grained soils will not be suitable for providing direct support for the vault foundation. Therefore, we recommend overexcavating beneath the bottom of vault and vault foundations to allow placement of a minimum of two feet of granular structural fill or crushed quarry rock. Vault foundations supported by the improved subgrade can be dimensioned for an allowable bearing capacity of 2,000 psf. The magnitude of earth pressures developing on vault walls will partly depend on the wall backfill. Backfill should be placed in loose lifts not exceeding 12 inches and compacted to a minimum of 95 percent of the soil's maximum dry density, as determined by American Society for Testing and Materials (ASTM) Test Designation D -698 (Standard Proctor). Existing organic soils and fill with organic debris will not be suitable for reuse as structural fill. Native soils or existing fill that are free of organic material and debris can be used for wall backfill provided its moisture content will facilitate proper compaction. The contractor should be prepared to dry or amend the native soils to reduce their moisture content in order to use the excavated soil for backfill. To guard against hydrostatic pressure development, drainage must be installed behind the wall. A typical wall drainage detail is shown on attached Figure 3. If it is not possible to discharge collected water at the footing elevation, we recommend setting the invert elevation of the wall drainpipe equivalent to the outfall invert and connecting the drain to the outfall pipe for discharge. With proper wall backfill and drainage, we recommend designing the vault walls for an earth pressure imposed by an equivalent fluid weighing 50 pcf. For any portion of the wall that falls below the invert elevation of the wall drain, an earth pressure equivalent to a fluid weighing 85 pcf should be used. These values assume a horizontal backfill condition. To simulate traffic surcharge impacts, walls should be designed for an additional imaginary height of two feet. As discussed, the northwestern side of the vault will function as a retaining wall where exposed above the existing ground surface, approximately Elev. 10 top Elev. 12. The top of the wall on the northwestern side of the vault is shown at Elev. 15.0. The portion of the vault wall between the adjacent ground surface and the maximum water elevation in the vault (Elev. 11.5) is a hydraulic structure that retains stored water; therefore, the loads imposed on the wall by the stored water would govern the wall design. Because the proposed vault will extend below the known water table, the structure will be subject to uplift pressures if drainage is not provided. The weight of the structure and the weight of the backfill soil above its foundation will provide resistance to uplift. For backfill consisting of on -site soils, a soil unit weight of 110 pcf can be used, provided the backfill is placed and compacted as structural fill. If vault backfill consists of imported material conforming to the gradation recommended in Section 4.2 of this report, a unit weight of 125 pcf should be used. • 4.9 Subsurface Drainage Surface Final exterior grades should promote free and positive drainage away from the site at all times. Water must not be allowed to pond or collect adjacent to foundations or within the immediate building areas. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeters. If this gradient cannot be provided, surface water should be collected adjacent to the structures and discharged to the storm sewer or an approved point of controlled discharge. Subsurface We recommend installing perimeter foundation drains. Roof and foundation drains should be tightlined separately to the storm drains. Subsurface drains must be laid with a gradient sufficient to promote positive flow to an approved point of controlled discharge. All drains should be provided with cleanouts at easily accessible locations. 4.10 Utilities November 17, 2004 Project No. T -5613 Utility pipes should be bedded and backfilled in accordance with American Public Works Association (APWA), or Section 7- 08.3(3) of the WSDOT 2004 Standard Specifications. As a minimum, trench backfill should be placed and compacted as structural fill, as described in Section 4.2 of this report. As noted, it is likely that most native soils excavated in the planned building area will be wet of optimum when excavated and will not be suitable for reuse as backfill without drying or treatment with an additive. If utility construction takes place during the wet winter months, it may be necessary to import suitable wet weather fill for utility trench backfilling. Buoyancy, or an unbalanced hydrostatic head, will impact the trench bottom stability. Where an unbalanced hydrostatic head exists in the trench excavation, the trench bottom can heave and, subsequently, become unstable causing installed utility pipes to settle when overburdened stresses from utility trench backfill are replaced. Two methods for stabilizing the trench bottoms can be considered. The first involves using well point dewatering systems to lower the groundwater table adjacent to utility excavation and prevent development of an unbalanced hydrostatic head. Single- stage, well point dewatering systems are typically effective for utility excavations occurring to depths of 15 to 20 feet. The second method that can be used to mitigate heave or unstable soil conditions at the trench bottom involves overexcavation of the affected soils and replacement with free - draining crushed rock. As a general rule, the depth of overexcavation below the pipe invert and replacement with free - draining crushed rock would be equivalent to one foot for every two feet of unbalanced hydrostatic head. 4.11 Pavements Pavements should be constructed on a subgrade consisting of at least two feet of structural fill prepared as described in Section 4.2 of this report. Regardless of the degree of relative compaction achieved, the subgrade must be firm and relatively unyielding before paving. Proofrolling the subgrade with heavy construction equipment should be completed to verify this condition. Page No. 11 a...2 4- .0C a} 'd 4ultki,4 14 4: a7hSucti The pavement design section is dependent upon the supporting capability of the subgrade soils and the traffic conditions to which it will be subjected. We expect moderate to heavy traffic loading. With a stable subgrade prepared as recommended, we recommend the following pavement sections: z • Three inches of asphalt concrete (AC) over six inches of crushed rock base (CRB) 1 z � w • Three inches of AC over four inches of asphalt- treated base (ATB) aa 2 JU The paving materials used should conform to the Washington State Department of Transportation (WSDOT) N 0 specifications for Class B asphalt concrete and CRB surfacing. iu H Long -term pavement performance will depend on surface drainage. A poorly - drained pavement section will be w 0 subject to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. To improve performance, we recommend surface drainage gradients of at least two u � percent. Some longitudinal and transverse cracking of the pavement surface should be expected over time. _ 0 Regular maintenance should be planned to seal cracks when they occur. z Ill I— 0 ZI-- 2 D 5.0 ADDITIONAL SERVICES v 0 O CI H Terra Associates, Inc. should review the final design drawings and specifications in order to verify that earthwork w w and foundation recommendations have been properly interpreted and implemented in project design. We should r z also provide geotechnical services during construction to observe compliance with our design concepts, LL' 0 Z specifications, and recommendations. This will allow for design changes if subsurface conditions differ from v w those anticipated prior to the start of construction. ~O H z 6.0 LI1bIITATIONS Page No. 12 November 17, 2004 Project No. T -5613 We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Terra Associates, Inc., and is intended for specific application to the NorMed -Shaw Building project. This report is for the exclusive use of the NorMed -Shaw Partnership, and their authorized representatives. The analyses and recommendations presented in this report are based on data obtained from the test pits excavated, and the previous borings advanced on the site. Variations in soil conditions can occur, the nature and extent of which may not become evident until construction. If variations appear evident, Terra Associates, Inc. should be requested to re- evaluate the recommendations in this report prior to proceeding with construction. N S 137TH S 136TH 4TH ST N 126T 141ST S 142ND 2600 S i2±2n sr 130TH PL ro S 131ST ST S 1421D Pl s 142ND S 126TH S 119TH ST JUNIPER Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences VICINITY MAP NORMED -SHAW BUILDING TUKWILA, WASHINGTON NOT TO SCALE REFERENCE: THOMAS GUIDE, CD -ROM, KING, PIERCE AND SNOHOMISH COUNTIES, 2003 EDITION Proj. No. T -5613 I Date NOV 2004 I Figure 1 cJ.) cii ..., • 5 eD . ii • • = i d:, Ui NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • 12" MINIMUM 3/4" MINUS WASHED GRAVEL "t: 411 ;� Pegs • •• 1 111 •1111 •. : 4" DIAMETER PERFORATED PVC PIPE NOTE: SLOPE TO DRAIN NOT TO SCALE 12" OVER PIPE L 3" BELOW PIPE MIRADRAIN G100N PREFABRICATED DRAINAGE PANELS OR SIMILAR PRODUCT CAN BE SUBSTITUTED FOR THE 12 -INCH WIDE GRAVEL DRAIN BEHIND WALL. DRAINAGE PANELS SHOULD EXTEND A MINIMUM OF SIX INCHES INTO 12 -INCH THICK DRAINAGE GRAVEL LAYER OVER PERFORATED DRAIN PIPE. EXCAVATED SLOPE (SEE REPORT TEXT FOR APPROPRIATE INCLINATIONS) Terra : -• • Associates, Inc. • •r_ Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences TYPICAL WALL DRAINAGE DETAIL NORMED -SHAW BUILDING TUKWILA, WASHINGTON Proj. No. T -5613 I Date NOV 2004 Figure 3 4 • vim' •4,, .Wb.•• .* 4 /ante ' ua�++a+•Wxkia . Ri -1- • APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING NorMed -Shaw Building Tukwila, Washington On October 18, 2004, we performed our field explorations using a track - mounted excavator. We explored subsurface soil conditions at the site by excavating 8 test pits to a maximum depth of 16 feet below existing surface grades. The test pit locations are shown on Figure 2. The test pit locations were approximately determined by measurements from existing site features. The test pit logs are presented on Figures A -2 through A -5. An engineering geologist from our office conducted the field exploration, classified the soil conditions encountered, maintained a log of each test pit, obtained representative soil samples, and observed pertinent site features. All soil samples were .visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A -1. Representative soil . samples obtained from the test pits were placed in closed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the test pit logs. Project No. T -5613 , MAJOR DIVISIONS LETTER SYMBOL TYPICAL DESCRIPTION COARSE GRAINED SOILS More than 50% material larger than No. 200 sieve size GRAVELS More than 50% of coarse fraction is larger than No. 4 sieve Clean Gravels (less than 5% fines) GW Well- graded gravels, gravel -sand mixtures, little or no fines. GP Poorly- graded gravels, gravel -sand mixtures, little or no fines. Gravels with fines GM Silty gravels, gravel- sand -silt mixtures, non - plastic fines. GC Clayey gravels, gravel- sand -clay mixtures, plastic fines. SANDS More than 50% of coarse fraction is smaller than No. 4 sieve Clean Sands (less than 5% fines) SW Well- graded sands, gravelly sands, little or no fines. SP Poorly- graded sands or gravelly sands, little or no . fines. Sands with fines SM Silty sands, sand -silt mixtures, non - plastic fines. SC Clayey sands, sand -clay mixtures, plastic fines. FINE GRAINED SOILS More than 50% material smaller than No. 200 sieve size SILTS AND CLAYS Liquid limit is less than 50% ML Inorganic silts, rock flour, clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity, (lean clay). OL Organic silts and organic clays of low plasticity. SILTS AND CLAYS Liquid limit is greater than 50% MH Inorganic silts, elastic. CH Inorganic clays of high plasticity, fat clays. OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS u) w z iii w I o 0 Standard Penetration D ensity Resistance in Blows /Foot 2 OUTS DIAMETER SPLIT I SPOON SAM PLER Very loose 0 -4 Loose 4 - 10 Medium dense 10 -30 Dense 30 - 50 Very dense ' 2.4 IND DIAMETER R SAMPLER OR " SH E TUBE SAMPLER 1 WATER LEVEL (DATE) Tr TORVANE READINGS, tsf w > w I o Standard Penetration Consistency Resistance in Blows /Foot Pp PENETROMETER READING, tsf DD DRY DENSITY, pounds per cubic foot LL LIQUID LIMIT, percent P1 PLASTIC INDEX N STANDARD PENETRATION, blows per foot Very soft 0 -2 Soft 2 -4 Medium stiff 4 -8 ff stiff -132 Ve Hard >32 UNIFIED SOIL CLASSIFICATION SYSTEM NORMED -SHAW BUILDING TUKWILA, WASHINGTON Terra Associates, Inc. �.•���� Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Proj. No. T -5613 Date NOV 2004 Figure A -1 • • (12 inches TOPSOIUSOD) 35.7 40.4 120.4 78.9 49.8 25.8 25.2 Y _ Grayish -brown sandy clayey SILT, medium stiff to stiff, some roots and iron stains. (ML) Pp- 3.5 to 4.0 at 3 feet. Interbedded grayish -brown to brown clayey SILT and PEAT, soft, wet. (COPT) Pp- 0 to 1 at 4 to 6 feet. Grayish -brown CLAY with peat stringers, soft, wet. Pp -1 to 2 at 7 to 10 feet. - Black silty SAND, fine grained, medium dense, wet. (SM) Test pit terminated at 14 feet. Moderate to heavy groundwater seepage at 3 to 12 feet. Some caving at 11 feet. • Logged by: DPL Date: 10/18/04 Depth (ft.) 0 5 10 15 Logged by: DPL Date: 10/18/04 Depth (ft.) 0 - • 5 10 15 Test Pit No. TP -1 Soil Description Test Pit No. TP -2 Soil Description Approximate Elev. 12 Moisture Content ( %) (12 inches TOPSOIUSOD) Dark gray sandy clayey SILT, some roots, soft, wet. (ML) Grayish -brown clayey SILT to CLAY interbedded with peat layers, small log at 5 feet, soft, wet. (PT /CL) Black silty SAND, fine grained, medium dense, wet. (SM) 39.7 59.7 177.7 206.3 57.5 62.2 27.1 27.4 Test pit terminated at 13.5 feet. Moderate groundwater seepage at 3 to 10 feet. Some caving below 9 feet. Approximate Elev. 10 Moisture Content ( %) Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences TEST PIT LOGS NORMED -SHAW BUILDING TUKWILA, WASHINGTON Proj. No. T -5613 1Date NOV 20041 Figure A -2 : ect ::w:+...:L}:ar..:;::;w+.•i,'t:r .c . Ea. . 404ak.ro' r u" - - FILL: old organic topsoil, some debris, loose, wet. 50.5 50.8 Gra ish -b sandy clay SILT, iron stained, medium stiff to stiff, wet. ye - (ML)Pp- 2.5to3to4feet. 49.8 - - Gray sandy SILT, trace peat stringers, medium stiff, wet. (ML) Pp- 1 to 2 at 6 feet. Pp- 0.5 at 8.5 feet. 41.3 _ 37.0 - Gray sandy clayey SILT to silty CLAY, soft, wet. (CL) - Pp- O to 0.5 at 11 feet. - _- Black silty SAND, fine grained, medium dense, wet. (SM) 27.2 Test pit terminated at 15 feet. - Moderate groundwater seepage at 4 feet. - Some caving below 5 feet. r Logged by: DPL Date: 10/18/04 Depth (ft.) 0 5 10 15 20 Logged by: DPL Date: 10/18/04 Depth (ft.) 0 10 15 20 Test Pit No. TP -3 Soil Description owl (12 inches TOPSOIL/SOD) Dark grayish -brown sandy SILT, trace roots, medium stiff to stiff, wet. (ML) Pp- 2 to 3 at 3 to 4 feet. Brown PEAT, soft, wet. (PT) Grayish -brown CLAY with some peat soft, wet. (COPT) Gray sandy SILT, trace peat, medium stiff, wet. (ML) Pp- 0.5 to 1.5 at 10.0 feet. Black silty SAND, fine grained, medium dense, wet. (SM) 50.2 87.3 41.2 41.4 29.5 29.0 Z Test pit terminated at 14 feet. Moderate to heavy groundwater seepage at 3.5 and 12 feet. Test Pit No. TP -4 Soil Description Approximate Elev. 10 Moisture Content ( %) Approximate Elev. 12 Moisture Content (% Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences TEST PIT LOGS NORMED -SHAW BUILDING TUKWILA, WASHINGTON Proj. No. T -5613 Date NOV 20041 Figure A -3 ga - _ _ _, FILL: import, brown silty sand with gravel, fine grained, medium dense, moist. 112.1 47.7 138 2 131.2 74.5 29.0 Dark gray sandy silty CLAY, iron stained, stiff, wet, trace rootlets. Pp- 1 to 2.5 at 4 feet. - - Dp -1 ark brown to at 7 gray feet. sandy clayey SILT with peat, soft, wet. (MUPT) P , 5 Brown PEAT with gray clay lenses, soft, wet. (PT /CL) — - Gray sandy clayey SILT to silty CLAY, soft, wet, trace peat. (ML/CL) Pp- 0.5 to 1.5 at 11 feet. Black sand, to silty SAND, fine grained, medium dense, wet. (SM) - - - Test pit terminated at 15 feet. Light groundwater seepage observed at 3.5 feet. Some caving below 12 feet. V Logged by: DPL Date: 10/18/04 Depth (ft. ) 10 15 20 Logged by: DPL Date: 10/18/04 Depth (ft.) 0 5 10 15 20 Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences Test Pit No. TP -5 Soil Description Test Pit No. TP -6 Soil Description Proj. No. T - 5613 Approximate Elev.12 Moisture Content ( %) Approximate EIev. 12 Moisture Content ( %) FILL: topsoil fill mixed with dark brown sandy organic clayey silt, loose, wet. Brown clayey SILT, iron stained, stiff, wet. (ML) Pp- 2.5 to 4 at 4 feet. Brown PEAT with thin clay lenses, soft, wet. (PT /CL) Gray CLAY with trace peat, soft, wet. (CL) Pp- 0 to 1 at 8 feet. Gray sandy SILT, medium stiff, trace peat, wet. (ML) Pp 0.5 to 1.5 at 10 feet. Interbedded black silty SAND to gray clayey SILT, soft, wet. 51.5 150.0 62.6 46.3 33.7 Test pit terminated at 16 feet. Moderate to heavy groundwater seepage at 4 feet. TEST PIT LOGS NORMED -SHAW BUILDING TUKWILA, WASHINGTON Date NOV 2004 Figure A -4 Z I Z re QQ � J U 0 co co w J = I — v) W O 2 g = d FW Z = E- O Z H ui O N 0H W W 9: 0 t ..Z U = 1- Z Logged by: DPL Date: 10/18/04 Depth (ft.) 0 10 15 Logged by: DPL Date: 10/18/04 Depth (ft.) 0 5 10 15 Test Pit No. TP -7 Soil Description Test Pit No. TP -8 Soil Description Approximate Elev. 24 Moisture Content ( %) FILL: dark gray silty SAND with gravel, quarry rock, concrete, and car tires, loose, wet. FILL: tan -brown sandy SILT with gravel, with quarry rock and concrete, loose to medium dense, wet. FILL: grayish -black sandy clayey silt, clay tile, soft, wet. Bluish -gray sandy SILT to silty SAND with some gravel, iron stained, fine grained, medium dense, wet. (MUSM) Greenish -blue sandy clayey SILT, medium stiff, wet. (ML) Gray silty SAND with gravel, fine grained, dense, moist. (SM) 18.1 76.9 19.4 11.4 19.3 13.3 Test pit terminated at 12 feet. Light groundwater seepage observed at 6 to 10 feet. Approximate Elev. 22 Moisture Content ( %) FILL: dark brown to gray silty SAND to sandy SILT with gravel and debris. Pieces of concrete, wood, carpet, car parts, tires, and cobbles to small boulders, wet, loose. Tan -brown to grayish -brown silty SAND with some gravel, some iron staining, fine grained, medium dense, moist. (SM) Grayish -brown sitly SAND with gravel, fine grained, dense, moist to wet. (SM) 17.9 21.4 13.3 12.6 8.9 Test pit terminated at 11 feet. Light groundwater seepage observed at 6 feet. Moderate groundwater seepage at 9.5 feet. Terra Associates, Inc. Consultants in Geotechnical Engineering Geology and Environmental Earth Sciences TEST PIT LOGS NORMED -SHAW BUILDING TUKWILA, WASHINGTON Proj. No. T -5613 1Date NOV 2004 Figure A -5 z = c W QQ � JU 0 ND CO W u o g < = � z = I- 0 z i- V O ON o1-- WW 11- w U= 0I z 4T It • GN z € tiF 0 s+ r .4�10 ' N C ENGIN OPERATIONS AND MAINTENANCE MANUAL NEC — Macadarp Road and South 131st Place Tukwila, Washington REVIEWED FOR CODE COMPLIANCE annonlmo SEP 19 2005 Pk% City Of Tukwila BUILDING DIVISION Proposed Normed Warehouse S r-) . I ,,,■11 PERMIT tt1' E LTR# PERMANENT FILE COPY Prepared for: Normed Development P.O. Box 3644 Seattle, WA 98124 -3644 September 9, 2005 Our Job No. 6719 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX BRANCH OFFICES • OLYMPIA, WA • TEMECULA, CA • WALNUT CREEK, CA www.barghausen.com -y -0 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR1HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 1.0 INTRODUCTION /GENERAL INFORMATION The following pages of this report delineate the maintenance requirements for the surface water collection, conveyance, detention, and treatment facilities proposed for the development known as Normed Warehouse, in particular for the wet vault, which is the large vault located on the western portion of the project site. The maintenance considerations for that vault include: 1. Accumulated sediment and stagnant conditions may cause noxious gases to form and accumulate in the vault. Vault maintenance procedures must meet OSHA confined space entry requirements, which include clearly marking entrances to confined space areas. This may be accomplished by hanging a removable sign in the access risers, just under the access lid. 2. Facilities should be inspected annually. Floating debris and accumulated petroleum products should be removed as needed, but at least annually. The floating oil should be removed from wet vaults used as oil /water separators when oil accumulation exceeds one inch. 3. Sediment should be removed when the 1 -foot (average) sediment zone is full, thus 6 inches. Sediment should be tested for toxicants in compliance with current disposal requirements if land uses in the catchment include commercial or industrial zones, or if visual or olfactory indications of pollution are noticed. 4. Water drained or pumped from the vault prior to removing accumulated sediments may be discharged to storm drains if it is not excessively turbid (i.e., if water appears translucent when held to light) and if all floatable debris and visible petroleum sheens are removed. Excessively turbid water (i.e., water appears opaque when held to light) should be discharged only after the settleable solids have been removed. 5. Maintenance Requirements for the Stormwater Filter. Maintenance needs vary from site to site based upon the type of land use activity, implementation of source controls, and weather conditions. Stormwater filters (otherwise known as media filters) shall be inspected quarterly or at a frequency recommended by the supplier. Inspection and maintenance shall include the following: a. The operation and maintenance instructions from the manufacturer shall be kept along with an inspection and maintenance log. The maintenance log shall be available for review by city inspectors. b. Routine maintenance shall include inspecting for debris, vegetation and sediment accumulation, flushing the under drain, and removing or replacing media. c. Sediment shall be removed when the accumulation causes the infiltration capacity to drop below the design flow rate of 15 gallons per minute (gpm) per filter cartridge. d. The filter media should be replaced at least once a year or when infiltration capacity is unrecoverable. Sediment removal and/or media replacement may require a vactor truck, but more typically is removed in the dry with a square -point shovel. e. Media shall be disposed of in accordance with applicable regulations, including the Seattle -King County Department of Public Health solid waste regulations (Title 10) and State dangerous waste regulations (WAC 173 -303). 6719.015.doc [JPJ /dmj z � re w UO N 0 J i-- w� 2 g Q cn I w z = H O z E— w U � O N O H w H� LL' O Z = O ~ z c. In Appendix A of this report are all of the maintenance requirements for all of the stormwater collection, conveyance, and treatment facilities as delineated in the 1998 King County Surface Water Design Manual. Appendix B is the Operations and Maintenance Manual for the stormwater filter. Please refer to these documents for how to maintain the high level of performance required to detain, convey, collect, and treat runoff from this project site. z . QQ : 2 J U O O NO CO al -I 1— W O u_ om . I O Z F- 6719.015.doc [JPJ /dm] Z tv t51 r � 4 z� y t t t. 1 ,1 z -3y Mot ct)7 � odd )• cl Oon t on on NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance Component General Cleanout Gate Orifice Plate Overflow Pipe Manhole Catch Basin 9/1/98 NO. 4 - CONTROL STRUCTURE/FLOW RESTRICTOR Defect Trash and Debris (Includes Sediment) Structural Damage Damaged or Missing Damaged or Missing Obstructions Obstructions • Condition When Maintenance is Needed Distance between debris build -up and bottom of orifice plate is less than 1 -1/2 feet. Structure is not securely attached to manhole wall and outlet pipe structure should support at least 1,000 Ibs of up or down pressure. Structure is not in upright position (allow up to 10% from plumb). Connections to outlet pipe are not watertight and show signs of rust. Any holes —other than designed holes —in the structure. Cleanout gate is not watertight or is missing. Gate cannot be moved up and down by one maintenance person. Chain leading to gate is missing or damaged. Gate is rusted over 50% of its surface area. Control device is not working properly due to missing, out of place, or bent orifice plate. Any trash, debris, sediment, or vegetation blocking the plate. Any trash or debris blocking (or having the potential of blocking) the overflow pipe. See "Closed Detention Systems" Standards No. 3 See "Catch Basins" Standards No. 5 A - 4 Results Expected When Maintenance is Performed All trash and debris removed. Structure securely attached to wall and outlet pipe. Structure in correct position. Connections to outlet pipe are water tight; structure repaired or replaced and works as designed. Structure has no holes other than designed holes. Gate is watertight and works as designed. Gate moves up and down easily and is watertight. Chain is in place and works as designed. Gate is repaired or replaced to meet design standards.. Plate is in place and works as designed. Plate is free of all obstructions and works as designed. Pipe is free of all obstructions and works as designed. See "Closed Detention Systems' Standards No. 3 See 'Catch Basins" Standards No. 5 1998 Surface Water Design Manual Ja:4,..bw.L.v us:40::.?w.ai.6s ivilputt:.k,4::41444 ,4441 Asaeg4:44Sm'04.t Maintenance Component General APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5 - CATCH BASINS Defect Trash & Debris (Includes Sediment) Structure Damage to Corner of frame extends more than 3/4 inch past Frame and/or Top Slab curb face into the street (If applicable). Cracks in Basin Walls/ Bottom Sediment/ Misalignment 1998 Surface Water Design Manual Conditions When Maintenance is Needed Trash or debris of more than 1/2 cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the basin by more than 10% Trash or debris (in the basin) that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking more than 1/3 of its height. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in volume Top slab has holes larger than 2 square inches or cracks wider than 1/4 inch (intent is to make sure all material is running into basin). Frame not sitting flush on top slab, i.e., separation of more than 3/4 inch of the frame from the top slab. Cracks wider than 1/2 inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot at the joint of any inlet/ outlet pipe or any evidence of soil particles entering catch basin through cracks. Basin has settled more than 1 inch or has rotated more than 2 inches out of alignment A - 5 Results Expected When Maintenance is performed No Trash or debris located immediately in front of catch basin opening. No trash or debris in the catch basin. Inlet and outlet pipes free of trash or debris. No dead animals or vegetation present within the catch basin. No condition present which would attract or support the breeding of insects or rodents. Frame is even with curb. Top slab is free of holes and - cracks. Frame is sitting flush on top slab. Basin replaced or repaired to design standards. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Basin replaced or repaired to design standards. 9/1/98 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Maintenance - 2 Component Ladder Metal Grates (If Applicable) Maintenance Components General Metal 9/1/98 NO.5 - CATCH BASINS (CONTINUED) Defect Fire Hazard Vegetation Pollution Catch Basin Cover Cover Not in Place' Locking Mechanism Not Working Cover Difficult to Remove Ladder Rungs Unsafe Damaged or Missing. Defect Trash and Debris Conditions When Maintenance is Needed Presence of chemicals such as natural gas, oil and gasoline. Vegetation growing across and blocking more than 10% of the basin opening. Vegetation growing in inlet/outlet pipe joints that is more than six inches tall and less than six inches apart. Nonflammable chemicals of more than 1/2 cubic foot per three feet of basin length. Cover is missing or only partially in place. Any open catch basin requires maintenance. Mechanism cannot be opened by on maintenance person with proper tools. Bolts into frame have less than 1/2 inch of thread. One maintenance person cannot remove lid after applying 80 lbs. of lift; intent is keep cover from sealing off access to maintenance. Ladder is unsafe due to missing rungs, misalignment, rust, cracks, or sharp edges. Grate with opening wider than 7/8 inch. Trash and Debris Trash and debris that is blocking more than 20% of grate surface. Grate missing or broken member(s) of the grate. NO. 6 DEBRIS BARRIERS (E.G., TRASH RACKS) Condition When Maintenance is Needed Trash or debris that is plugging more than 20% of the openings in the barrier. Damaged/ Missing Bars are bent out of shape more than 3 inches. Bars. Bars are missing or entire barrier missing. Bars are loose and rust is causing 50% deterioration to any part of barrier. : ' t ai::: v,:7kwr7`=— ':�::w::a.'u.�_�..'- '::# 1+ 1d. 1ni' 47. 1y �Jl :aiIRSY+r: "kisik4+ri.r:: u '•Ai. A -6 Results Expected When Maintenance is performed No flammable chemicals present. No vegetation blocking opening to basin. No vegetation or root growth present. No pollution present other than surface film. Catch basin cover is closed Mechanism opens with proper tools. Cover can be removed by one maintenance person. Ladder meets design standards and allows maintenance person safe access. Grate opening meets design standards. Grate free of trash and debris. Grate is in place and meets design standards. Results Expected When Maintenance is Performed. Barrier clear to receive capacity flow. Bars in place with no bends more than 3/4 inch. Bars in place according to design. Repair or replace barrier to design standards. 1998 Surface Water Design Manual Maintenance Component Pipes Open Ditches Catch Basins Debris Barriers (e.g., Trash Rack) Maintenance Component General APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 10 - CONVEYANCE SYSTEMS (PIPES & DITCHES) Defect Sediment & Debris Vegetation Damaged Trash & Debris Sediment Vegetation Erosion Damage to Slopes Rock Lining Out of Place or Missing (If Applicable). NO.11- GROUNDS (LANDSCAPING) Defect Weeds (Nonpoisonous) Safety Hazard Trash or Litter Trees and Shrubs Damaged 1998 Surface Water Design Manual Conditions When Maintenance is Needed Accumulated sediment that exceeds 20% of the diameter of the pipe. Vegetation that reduces free movement of water through pipes. Protective coating is damaged; rust is causing more than 50% deterioration to any part of pipe. Any dent that decreases the cross section area of pipe by more than 20%. Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Accumulated sediment that exceeds 20 % of the design depth. Vegetation that reduces free movement of water through ditches. See "Ponds" Standard No. 1 Maintenance person can see native soil beneath the rock lining. See "Catch Basins: Standard No. 5 See "Debris Barriers" Standard No.6 Conditions When Maintenance is Needed Weeds growing in more than 20% of the landscaped area (trees and shrubs only). Any presence of poison ivy or other poisonous vegetation. Paper, cans, bottles, totaling more than 1 cubic foot within a landscaped area (trees and shrubs only) of 1,000 square feet. Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees or shrubs that have been blown down or knocked over. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. A -9 Results Expected When Maintenance is Performed Pipe cleaned of all sediment and debris. All vegetation removed so water flows freely through pipes. Pipe repaired or replaced. Pipe repaired or replaced. Trash and debris cleared from ditches. Ditch cleaned/ flushed of all sediment and debris so that it matches design. Water flows freely through ditches. See "Ponds" Standard No. 1 Replace rocks to design standards. See "Catch Basins` Standard No. 5 See "Debris Barriers" Standard No. 6 Results Expected When Maintenance is Performed Weeds present in less than 5% of the landscaped area. No poisonous vegetation present in landscaped area. Area clear of litter. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Tree or shrub in place free of injury. Tree or shrub in place and adequately supported; remove any dead or diseased trees. 9/1/98 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.13 - WATER QUALITY FACILITIES (CONTINUED) D.) Wetvaults Maintenance Defect Component Wetvautt Trash/ Debris Accumulation Sediment Accumulation in Vault Damaged Pipes Access Cover Damaged/ Not Working Vault Structure Damaged Baffles Access Ladder Damage 1998 Surface Water Design Manual Condition When Maintenance is Needed Trash and debris accumulated in vault, pipe or inlet/ outlet, (includes floatables and non - floatables). Sediment accumulation in vault bottom that exceeds the depth of the sediment zone plus 6- inches. Inlet/ outlet piping damaged or broken and in need of repair. Cover cannot be opened or removed, especially by one person. Vault: Cracks wider than 1/2 -inch and any evidence of soil particles entering the structure through the cracks, or maintenance/ inspection personnel determines that the vault is not structurally sound. Baffles corroding, cracking, warping and/ or showing signs of failure as determined by maintenance/ inspection staff. Ladder is corroded or deteriorated, not functioning properly, missing rungs, has cracks and/ or misaligned. A - 13 Results Expected When Maintenance is Performed Trash and debris removed from vault. Removal of sediment from vault. Pipe repaired and/ or replaced. Pipe repaired or replaced to proper working specifications. No cracks wider than 1 /4-inch at the joint of the inlet/ outlet pipe. Vault is determined to be structurally sound. Repair or replace bathes to specifications. Ladder replaced or repaired to specifications, and is safe to use as determined by inspection personnel. 9/1/98 z Z rt QQ� J U O 0 CO 0 W 11J J = F- • W W 0 u. Q Nd = W Z 1... I— O W • W O • N O I— WW H L I O .. W O ~ z . r ' �wanth'. �.. �..•+......: J..:. t.: rw: alY: �iaof] L. �: SrW.. YSiu: L2L.�Kp�Lawu »l..W.w��.— '+wN.u.. NVrw'u NO. 13 - WATER QUALITY FACILITIES (CONTINUED) F.) Leaf Compost Filters Maintenance Defect Component APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Above Ground Open Swale Below Ground Vault 9/1/98 Sediment accumulation on Geo- Textile/ media Trash and debris accumulations Sediment/ debris in drain/ yard drains/ clean -outs. Vegetation Leaf Compost Media Short- Circuiting Erosion Damage to Slopes Damaged Geo- Textile Fabric. Rock Pad Missing or out of place Damaged Pipes V -Notch Weir Assemblies Sediment Accumulation on Geo- Textile/ Media. Sediment Accumulation in Vault Trash/ Debris Accuumulation Sediment in Drain Pipes/ Yard Drains! Clean -Outs Conditions When Maintenance is Needed Sediment depth exceeds 0.25 - inches. Trash and debris accumulated on compost filter bed. When the yard drain CB's and clean -outs become full of sediment and/ or debris. Vegetation impending flow through section, or encroaching into compost media. Drawdown of water through the leaf compost, takes longer than 12- hours, and/ or flow through the overflow pipes occurs frequently. When Channeled flow occurs over the leaf media; and where flow perks through the media at the baffles. Eroded damage over 2- inches deep where cause of damage is prevalent or potential for continued erosion is prevalent. When fabric is torn, deteriorated, raveled, etc. Soil beneath the pad is visible. Any part of the pipe system that is crushed, damage due to corrosion, and/ or settlement. Flow is not being uniformly spread over filter media. Sediment depth exceeds 0.25- inches. Sediment depth exceeds 6- inches in first chamber. Trash and debris accumulated on compost filter bed. When drain pipes, clean -outs, yard drains become full with sediment and/ or debris. A - 16 Results Expected When Maintenance is Performed No sediment deposits on fabric layer which would impede permeability of the fabric. Trash and debris removed from compost filter bed. Remove the accumulated material from the facility. Vegetation is mowed or eradicated such that flow is no longer impeded. Replace media with new to design specifications, in addition to replacing fabric. Flow is uniform over the entire width of the media section, and concentrated percolation does not occur at the baffle walls. Media needs to be graded and re-set at the baffles to form a seal. Weir plate may need to be adjusted in addition. Slopes should be stabilized by using proper erosion control measures. Fabric replaced as necessary. Replace or rebuild the rock pad to design standards. Pipe repaired or replaced. Clean, repair or replace the weir systems. No sediment deposits on fabric layer which would impede permeability of the fabric and compost media. No sediment deposits in vault bottom of first chamber. Trash and debris removed from the compost filter bed. Remove the accumulated material from the facilities. 1998 Surface Water Design Manual • iwLi.ii.A'.writ:4vN.r w :iw•Y•v +w.+w.yv.nuaiAe+e :6..1bi Ax:tonAU:dsS.+d' b�1Wai1''. C,'1 Z N CC J U O 0 n/0 • W W - H CO W O LLQ to I d F W Z = I— O Z I— • W U � O N O I— WW H� 11 0 Z .. W = . O Z NO. 13 - WATER QUALITY FACILITIES (CONTINUED) F. Leaf Compost Filter (Continued Maintenance Component Below Ground APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES Defect Leaf Compost Media Short Circuiting Plugged/ Damaged Elbows Damaged Geo- Textile Fabric Rock Pad Missing or Out of Place Damaged Pipes Access Cover Damaged/ Not Working V -Notch Weir Assemblies Vault Structure Includes Cracks in Wall, Bottom, Damage to Frame and/or Top Slab Baffles Access Ladder Damaged Condition When Maintenance is Needed Drawdown of water through the leaf compost, takes longer than 12- hours, and/ or overflow occurs frequently. When seepage occurs along the vault wall and corners occur. Flow tends to backup unusually high in the first chamber of the vault. Fabric is torn, deteriorated, raveled, etc. Soil beneath the pad is visible. Any part of the pipes that are crushed, damaged due to corrosion and/or settlement. Cover cannot be opened, one person Cannot open the cover, corrosion/ deformation of cover. Flow does not spread uniformly over filter media by weir section. • Cracks wider than 1/2 -inch and any evidence of soil particles entering the structure through the cracks, or maintenance/ inspection personnel determines that the vault is not structurally sound. Baffles corroding, cracking warping, and/ or showing signs of failure as determined by maintenance/ inspection person. Ladder is corroded or deteriorated, not functioning properly, missing rungs, cracks, and misaligned. Cracks wider than 1/2 -inch at the joint of any inlet/outlet pipe or any evidence of soil particles entering the vault through the walls. Results Expected When Maintenance is Performed Replace media with new compost to specifications, in addition to replacing fabric. Percolation of water occurs along the walls and corners and not through the media section. • Media needs to be re -set along the vault wall and corners to form a semi -seal. Clean out the elbow fittings and! or replace if damaged. Fabric replaced as necessary. Replace or rebuild the rock pad to design standards. Pipe repaired and/ or replaced. Cover repaired to proper working specifications or replaced. Clean, repair and/ or replace the weir plate section, or adjust height. Vault replaced or repaired to design specifications. Repair or replace baffles to specification. Ladder replaced or repaired and meets specifications, and is safe to use as determined by inspection personnel. No cracks more than 1/4 -inch wide at the joint of the inlet/ outlet pipe. 1998 Surface Water Design Manual 9/1/98 A -17 Z W re 6 O 0 co O CO Ill Ill I CO u_ w } g J � _ ° W ? H O z U 0 O N D F- W W H � O .. W co O ~ Z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. CDS Technologies, Inc. is positioned to provide maintenance services, as may be requested /required by the owner. Maintenance involving observation for z proper operation is a non - hazardous activity and can normally be performed by a single person. re When the media needs to be replaced, or the vault forebay needs to be cleaned, - o confined space entry is required, and needs to be carried out in conformance g with all safety provisions required for the entry being followed. CDS has many of w uJ its staff trained in confined space entry. N LL wo The maintenance requirements and frequency of direct filtration systems is highly site specific depending on the characteristics of the runoff including: sediment ,� a particle size distribution, pollutants associated with those particulates particularly N d oil and grease and amount of organics, trash and litter. The Media Filtration w System with the dedicated volume for the capture and retention of larger sized z solids will extend the period before replacement of cartridges is required thus z o reducing maintenance costs. In addition, with its large forebay and cartridges LIJ mounted on a support above the forebay, allows the cartridges to be maintained D numerous times prior to the need to clean out the forebay. o Replacement of the cartridge media is required when the cartridge chamber is filled with water to the extent that the cartridges are submerged and water is flowing over the head control weir at the valve box. Additionally, when floatables begin to collect on the screen surface inside of the cartridge vent pipe, the system has bypassed. This bypass could be a result of cartridges being clogged. This is a visual observation that can be made during an event or during dry days. When possible during storm events, visual observations will allow for inspection inside of the cartridge center tube. Comparison of the water surface in the center to tube to the water surface outside of the cartridge will allow for measurement of the headloss through the cartridge. As the cartridges begin to clog, the headloss will increase (ie. As the difference between the water surface outside the cartridge and the water surface inside the center tube increases, the headloss is increasing) indicating that maintenance should be performed soon. The spent cartridges need to be properly transported to a facility where the media can be removed, the cartridge structure cleaned, and rejuvenated, then charged with new media. These cartridges can be stored and made available for the next maintenance effort. Removal of solids from the bottom of the vault is not required when the cartridges are replaced. However, the solids in the vault should be removed when they reach a depth of about 1 -foot, and it is time to recharge the media in the cartridges. A vacuum truck provides the easiest means of removing these settled solids from the vault floor. The process requires setting up traffic control if necessary, setting up and performing a confined space entry, repositioning the CDS Technologies, Inc. Operation and Maintenance September 2005 4 -1 - 1' 01- tu u w z FL c 0 z anti - flotation channel racks by hanging them on the walls, disconnecting the slip connection flexible drain tubes from the bottom of the cartridge or unthreading the cartridges from the support racks, which eliminates the need to disconnect the flexible drain tubes, as they will stay attached to the underside of the cartridge support rack, removing the cartridges from the vault, rotating the hinged cartridge support racks against the walls to expose all of the forebay area to an unimpeded work area. CDS MFS Cartridges Connection Flexible Drain Tubes CDS Technologies, Inc. CDS MFS Cartridges filled with XSORB Perlite Media Hinged Cartridge Support Racks September 2005 4 -2 Perform an inspection prior to rainy season. Observe floatable accumulation; inspect inlet and outlet pies for obstructions. Sept — Oct Annually r. .F �,. ti t t ?' 4i 13"''i. Y7i�'!: ' -:� 4�rf:}.'C.ty'.. V . v.. F a A'.:4 "'" 7'.y �i�j'," # t ` }\tit �a yy � � t t ? * , �fi,..�; t `f "L � ; �!a. 3,�,.1A� � u • s f` `•� : � }. 7 13�r -� �i .J ri ....�i'�� }j{���g��+ .�':+�+ � .•.J . ... �1 �L.Q �. ..;7tn'�•b}.�. ..+'1.�A�'tir �.'•V�.. \�..'. `i51 K:t',l".�. .., ..�j yc:'f III 4� �"1��:�:,w., } >' .;Yir.�° (�'s' 4.,?d� Inspection: (1) Note if floatables have been caught on the screen inside the vent pipe located on top of the cartridge, the MFS has by- passed. Measure depth of sediment in the sediment area below the cartridges. (2) If possible during a storm event, observe the function of the MFS. Check inside the vent pipe to observe the water surface inside the center tube compared to the water depth outside of the cartridge. The greater the headloss across the cartridge, the more sediments have been captured and a maintenance cycle will occur soon. Measure depth of sediment in the sediment area below the cartridges. Dec Annually ) 7:' � t7 :,9 ♦n, f' 'i '� 1 Y::� k' _ M •'.• l.. t;<. .i�t h• 54$ ': Sr3 '`4 ' x. . 1 I 1 ^.Aytjj }�}r, , { j z O ," O O` `jTtw; ' ?�'.. '� , �°��'k S P `}'lr.�r�ip: ' � . r� �'. P !fit . .� �• ..����Y�.s241Q.•?.'R•. , � , ?��� 3RM1H47s � f'�Y= :i�i�..r��'r'�'�'S� %f.� �' ��..c�t�� :S r:C4� i "IH3V Y' �J. 4• 2Cn.k -Ci' %. t 'tv sf t W, t. 5n 1. 1t. . I. � ice PS „q '!LS{�����i�Y:C.'.1T� i�= Yearly Maintenance. Perform dry season maintenance to recharge/ replace media/ cartridges, and remove floatable trash and debris. Prepare MFS for the upcoming rainy season by re • lacing cartridges with new /fresh media. May — Aug Annually Ott �t .¢ ». F r7; Vi U �+S' F� ' = � �� fi� ye t 11�:�2.Ye'a1y� '�'�! ✓ Ww f A , � Y i ' .,.4013., i � J �R _RO �. 1�.t.. :ZP, 7 �'i. -. ? ,4+l . JJ t.+`:f�.' � d�hr. �\ �kT%F.� : i. �T: \,+.� �. i�' d'i� i� %. ��r ..��y�' �, �Ti' !�$ Ai X57 ; 5" � i \ a �i'i {�i �' Bi- Annual maintenance. Replace Filter Cartridges, and clean sediment storage area below cartridges. May - Aug 2 - 3 Years After the solids are vacuumed out, the cartridge support rack is rotated into position, new cartridges are reloaded, the flexible drain tubes reconnected, and the anti - flotation channels are set back into position. Since the materials extracted from the vault may be hazardous, it is appropriate to analyze a grab sample to confirm if special handling for disposal is required. Typical Cleaning and Inspection Schedule: Suggested Tools for Successful Maintenance • Safety Cones • Wader Boots • Vault Pentalock Tool/ Manhole casting lifter • Large Shovel • Hand Shovel • Confined Entry Equipment CDS Technologies, Inc. September 2005 4 -3 • Flashlight • Garbage Bags /Cans — or Dump truck • Duct Tape • Pool net for removable of floatables Suggested Equipment for Successful Maintenance • New media or replacement cartridges • Small crane with 800 lb. Lifting capacity • Vacuum truck with water hose (for use during 2 to 3 year cycle when cleaning sediment area below cartridges) • Cable system for lifting cartridges (weight will vary between 200 and 300 -Ibs) • Flat bed truck to transport cartridges Recommended Maintenance Procedure Checklist If desired, CDS Technologies, Inc., will contract for maintenance of the filter unit. This yearly contract covers all inspections and maintenance cycles. CDS Technologies will supply the owner and the jurisdiction of authority with written confirmation that maintenance has occurred, when contracts are in effect. For an hourly rate, a CDS staff person can arrive on site and answer any questions during the procedure. Alternatively, the owner can opt to purchase new canisters or media from CDS Technologies and arrange to have them installed. Maintenance of the MFS is not proprietary. The following list outlines step- by- step instructions for maintenance: ❑ Safety Cones should placed around the Access Hatches of the Direct Filter Vault. ❑ The access hatches should be opened upon arriving on site ❑ Confined entry equipment must be used to test the air quality of the CDS Filter and for all persons who enter the filter ❑ The ladder inside of the filter vault should be pulled up and secured. The installed ladder is the safest way to enter the structure. ❑ The floor of the vault (the sediment storage bay) or the support rack are the best places to stand. The sediment storage bay may have 18 -in of standing water. Wader boots are recommended. CDS Technologies, Inc. September 2005 4 -4 Z re w J U U O cn o W I u. w 0 ga u. I F w z = • HO Z I- w U� O — C H w w L I o Z w U = O h- z ❑ Using the pool net, scoop floatables, trash and debris from the surface and dispose of in the trash bag. Removing these items first, will allow better access to the cartridges. z � Media Filter Systems with slip connections and hold down Racks cc w ❑ The top float rack bars are the first items to be removed, if they are installed. 6 E o ach rack is attached to hinges on the inside walls of the filter. The pin o connection should be pulled releasing the rack from the hinge. Note: if the top co ° i w float rack bars are not present on the top of the cartridges, then the F. cartridges are the threaded connection type. u. w o ❑ Each of the support racks are designed to attach to the concrete anchors § 5 installed in the filter side walls, approximately 2 -ft above the top of the canisters. The racks should be placed against the wall horizontally on these concrete i c� anchors. F- _ Z F- ❑ A release tool used to detach the cartridge from the flexible tube, is installed in z o each filter near the support rack anchor bolts. This tool is the next piece of equipment to find. 0 o • - ❑ This release tool allows the discharge tubing to be released from the base of the W 1- w LI o ..z Media Filter Systems with threaded cartridge connections ❑ Some units are designed with threaded cartridges, eliminating the need for hold o down racks. If the cartridges are designed with threads on the bottom, removal z occurs by turning the cartridge. Threaded cartridges eliminate the need to disconnect the flexible tubing. This tubing will remain attached to the underside of the support rack. canister. ❑ Turn the cartridge using the handles on top of the cartridge. ❑ The suggested place to begin is with the canisters closest to the center of the vault ❑ Each of the canisters should be lifted using the handles on top of the canisters ❑ If a vaccum truck is on site, the tops of the cartridges may be removed and the media can be vacuumed from the cartridges before they are lifted out of the vault ❑ Each canister can be removed by hand or via a small crane. CDS Technologies, Inc. September 2005 4 -5 ❑ If the sediment area is filled with sediment to a depth of over 13 -in, the vactor truck begins to vacuum this area. A water tank is recommended to wash the vault floor, helping to keep the solids in suspension for easier removal.Flushing of the vault floor may be necessary every 2 to 3 years. = z ❑ If new media is to be installed in the cartridges on site, the used media should be emptied into garbage bags/ cans or into a dump truck. Please contact CDS 6 Technologies, Inc at (888) 535 -7559 for information on recycling the used o o cartridges. co W ❑ Once the cartridges have been filled with new media or the new cartridges are on u_ site, they can be lowered into the vault and attached to the 2 -in discharge tubing w o or threaded back on to the support rack. � a ❑ After each discharge tube has a new cartridge securely attached, or all cartridges = a are secured on to the threaded connection, the maintenance is complete. I- _ Z � ❑ Be sure to shut and lock the access doors, and sweep the site if necessary. w o • w C) O - CI I- 111 u j u- O . .. Z Lb U N 1- O CDS Technologies, Inc. September 2005 4 -6 Z DATE/INSPECTOR DEPTH OF SEDIMENTS OF VAULT FLOOR* IS THE WATER MARK ABOVE THE LINE MARKED MAINTENANCE IS OIL & GREASE VISIBLE ON THE WATER SURFACE IS THERE STANDING WATER ABOVE THE BOTTOM OF THE CARTRIDGES WHAT IS THE DEGREE OF FLOATABLE MATERIAL IN SYSTEM CDS TECHNOLOGIES INSPECTION I OBSERVATION LOG CDS INSTALLATION: MODEL DESIGNATION DATE SITE LOCATION WAS VAULT FLOOR VACUUMED DURING LAST MAINTENANCE: YES NO INSPECTIONS: • If this depth is greater than 12 -in, vacuum service should be performed. OTHER OBSERVATIONS: CERTIFICATION: TITLE: DATE: CDS Technologies, Inc. September 2005 4 -7 00 CD NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR 1THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Project Description Annual Maintenance Estimate Project Name: Project Location: CDS Model No. Ladder Float Float Arm Slide Gate Outlet Box Outlet Pipe CDS Technologies, Inc. Manhole Cover Normad Warehouse Tukwila CDS 816 MFS Water Quality flow rate: 0.28 cfs Number of cartridges: 26 (System has been sized) for mass loading Estimated costs for Annual Maintenance: $2,600 Collector Box Support Rack Collector Manifold s1 Inlet Pipe September 2005 4 -9 i.xna:ii ir.ucwuv.. .:aww».Nw•aaaablas' .wu' -: CDS Technologies, Inc. Appendix B Site Plan Plan and Profile Drawings (Project Specific) September 2005 4 -10 z re W 6 U 00 CO 0 Ill H W LL =, N Z r. 1-0 Z !— W 0 co 0 H W W H U u' 0 W Z C° ' O Z CDS Technologies, Inc. Appendix C Maintenance Service Contract Proposal (Provided upon Request) September 2005 4 -11 Z W QQ J U O 0 Lu W = . - H N O W g J LL. Q W _ z � Z� O ▪ D '. • F- w - _ • O H z _UP SHANNON iWILSON, INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS January 5, 2006 Ms. Jill Mosqueda, P.E. City of Tukwila Department of Public Works Development Section 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 -2544 PERMANENT FILE COPY RE: GEOTECHNICAL PEER REVIEW, NORMED -SHAW BUILDING, 4310 SOUTH 131 PLACE, TUKWILA, WASHINGTON Dear Ms. Mosqueda: -f EC:PV V ID JAN 1 1 2006 �UB!<IC WORK: This letter presents the results of our peer review of geotechnical engineering reports for the proposed NorMed -Shaw Office Building project in Tukwila, Washington. The project site consists of an undeveloped portion of a commercial property located northeast of an existing office /warehouse building at 4310 South 131 Place, Tukwila, Washington. The proposed building site is currently covered with a mound of fill material that was recently placed to pre -load the subgrade soils for the building pad. An enhanced wetland has been partially constructed along the western portion of the site. The purpose of our work is to provide an opinion as to the adequacy of the geotechnical engineering reports submitted with the proposed development permit application. The geotechnical studies for this project consist of two reports prepared by Terra Associates, Inc. (Terra), and an older geotechnical report prepared in April 1980 by Pacific Testing Laboratories (PTL). The Terra reports include a geotechnical report dated November 17, 2004, and a slope evaluation letter dated November 7, 2005. The geotechnical report by Terra presents the results of eight test pit explorations and includes recommendations for site development, foundation design, preloading, seismic design, subsurface drainage, and other typical geotechnical issues. Terra recommended preloading the site with 3 feet of surcharge fill and leaving it in place for 4 to 6 weeks. The November 2005 letter by Terra presents 400 NORTH 34TH STREET • SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 206.632.8020 FAX 206.695.6777 TDD: 1.800.833.6388 www.shannonwilson.com BACKGROUND INFORMATION ALASKA COLORADO FLORIDA MISSOURI OREGON WASHINGTON 21-1-20436-001 4 , ''0 lS A " `Q) ,flactC 1 w 2 6 0 wF w 2 J 11.. co_ 3 � Z = I- O Z I- W w 0 0- a -- wW I-F LL' O .. w c o 0 ~ z Ms. Jill Mosqueda, P.E. City of Tukwila Department of Public Works January 5, 2006 Page 2 21-1-20436-001 -L1 /wp /LKD CONCLUSIONS SHANNON WILSON, INC. information from three soil borings that were drilled on the slope located between Macadam Road and the recently expanded wetlands on the NorMed Property. It addresses slope stability for the proposed cut slopes in this area. The PTL report, which was included with the September 2001 Draft Environmental Impact Statement, presents the results of nine soil borings ranging from 20 to 40 feet deep. It includes geotechnical recommendations for foundation design, structural fill, and pavement design. PTL recommended preloading the site with 10 feet of surcharge fill and leaving it in place for 6 to 9 months. We note that laboratory consolidation tests were not discussed in the PTL report. Because of the age of the PTL report, we understand that the recommendations of Terra are being relied upon for the current project and Terra is the geotechnical engineer -of- record. We also reviewed a set of drawings dated October 2005 showing proposed site grading around the wetlands. These included sheet SD -1 by David Kehle architect, and sheets 1 and 2 by Barghausen Consulting Engineers. These drawings indicate proposed cut slopes ranging from 2 Horizontal to 1 Vertical (2H:1 V) to 1.4H:1 V. Based on our review of the 2004 Terra Associates report and observations of the site, we generally concur with the opinions and recommendations provided for the proposed building foundation. We note that Terra Associates predicted the site will settle 5 to 8 inches during the 4- to 6 -week preload period. The 1980 Pacific Testing Laboratories report suggested that the preload period would be 6 to 9 months. Neither report presented laboratory consolidation test data that would provide a more accurate estimate of settlement rates; however, geotechnical observations and analysis are required to confirm that the preload method achieves a sufficiently improved subgrade soil prior to building construction (the observational method). Therefore, we recommend that Terra prepare reports that document the preload settlement data and analysis. These reports should be provided to the City of Tukwila to become part of the permanent construction record. 21 -1- 20436 -001 z • Z w 6 J U O 0 CO w J H O L w 0 2 LLQ =a w Z = ZI- 111 uj U � O ( O H w W • 0 u z w U = O r` z • Ms. Jill Mosqueda, P.E. City of Tukwila Department of Public Works January 5, 2006 Page 3 SHANNON iWILSON, INC. Terra Associates, in their November 2004 letter, recommended that permanent slopes along the western edge of the enhanced wetland be graded to an inclination of 1.5H:1 V. They performed slope stability analyses that indicate the factors of safety against slope failure are adequate under static and seismic conditions. In our opinion, these findings and recommendations are acceptable and the proposed slopes are not likely to result in adverse affects, e.g., settlement, on Macadam Road. During our recent visit to the project site we observed that the temporary slopes along the west side of the enhanced wetland are, in places, currently cut much steeper than 1.5H:1 V. Some of the cuts are near - vertical and there is no erosion control matting or mulch on the slope. We also observed active erosion occurring on the exposed soil cuts, most notably where water from a storm sewer pipe discharges directly onto the ground surface above the temporary cut slope. Thus, it is important that slope modifications and stabilization occur as soon as possible to prevent continued erosion and sedimentation of the wetlands. The 1.5H:1 V slopes, protected with erosion control blanket or rock revetment, as recommended by Terra Associates, should be implemented. If space limitations between the wetlands and protected trees prevent the use of 1.5H:1 V slopes, then additional geotechnical recommendations should be provided by the project geotechnical engineer. Such additional measures could include use of rockeries to provide erosion - resistant facing on stable slopes steeper than 1.5H:1 V. Finally, the site grading drawings prepared by Barghausen Consulting Engineers show slopes steeper than the 1.5H:1V recommended by Terra. Terra should review and comment on the stability of these slopes, if they are to be used. It is our opinion that the geotechnical reports prepared for this project by Terra meet the generally accepted standards of practice in this area and meets the standards of Tukwila Municipal Code 18.45.080E. Additional information should be provided to the City of Tukwila by the applicant's geotechnical engineer, as discussed above. 21 -1 -20436 -001- L1 /wp /LKA 21 -1 -20436 -001 z J U 00 0 N J 1.- w 1Q u o = ▪ w Z t- 0 Z ~ U 0 O N O I- wW I I O .. z w = O ~ z Ms. Jill Mosqueda, P.E. City of Tukwila Department of Public Works January 5, 2006 Page 4 We appreciate the opportunity to be of service. If you have any questions, I am available at (206) 695 -6875. Sincerely, SHANNON & WILSON, INC. !EXPIRES 4/21/ ; 1 Martin W. Page, P.E. Associate MWP :TMG /mwp 21 -1- 20436 - 001- L1 /wp /LKD SHANNON FIWILSON. INC. 21-1-20436-001 i .∎∎ 4w..Y.i:.lUwk•)a:�ii,.ti4.J+'w2i z w 6 � 0 0 ' co 0 J = H W 2 u..Q = Ci 1~ _ z � O • z � w la U � O N O I- W -Cu H .. z • N 0 z =Hi SHANNON toWILSON, INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS December 19, 2005 City of Tukwila Public Works Department/Engineering Division 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Attn: Ms. Jill Mosqueda, P.E. RECEIVED DEC 2 1 2005 fUKYUiLN PUBLIC WORKS RE: GEOTECHNICAL PEER REVIEW FOR PROPOSED NORMED OFFICE/ WAREHOUSE DEVELOPMENT, MACADAM ROAD AND SOUTH 131 PLACE, TUKWILA, WASHINGTON This letter confirms your authorization for Shannon & Wilson, Inc. to perform a peer review of a geotechnical engineering report for proposed development on the above - referenced property in Tukwila, Washington. The purpose of our work will be to offer an opinion on the appropriateness and adequacy of the geotechnical engineering report that has been prepared for the proposed development by others. We will also provide our opinion regarding stability of Macadam Road as it relates to the proposed development. Our fee and the terms under which our services are offered will be on a lump sum basis in accordance with the enclosed Standard General Terms and Conditions. Our fee will be $3,000, which includes review of the geotechnical reports that have been prepared for this project, a visit to the site, and preparation of a written summary of our findings. The geotechnical findings will be limited to and based on our visual site observations, the information contained in the geotechnical reports, review of our project files, and experience with similar projects in the area. Invoices for payment will be submitted to you as our client. Please sign in the space provided and return a copy of this letter, which will then serve as an agreement between us. Shannon & Wilson, Inc., has prepared the enclosed "Important Information About Your Geotechnical Proposal" to assist you and others in understanding the use and limitations of our proposals. 400 NORTH 34TH STREET • SUITE 100 P.O. BOX 300303 SEATTLE, WASHINGTON 98103 206.632.8020 FAX 206.695.6777 TOD: 1.800.833.6388 www.shannonwilson.com 21 -3 -51023 -001 ALASKA COLORADO FLORIDA MISSOURI OREGON WASHINGTON lnaat:a..w.e..wi z Z r4 2 `~ w -J 0 ND co uu w w wO I Q co d F..- z � I- 0 z I U� 0— CI I-- w u. w co P. z City of Tukwila Attn: Ms. Jill Mosqueda, P.E. December 19, 2005 Page 2 We appreciate this opportunity to be of service and look forward to working with you. I am available at (206) 695 -6875 if you have any questions. Sincerely, SHANNON & WILSON, INC. /1'se Martin W. Page, P.E., L.E.G. Associate MWP:TMG /mwp Enclosures: Standard General Terms and Conditions, SEA -LS -2005 (1/2005) Important Information About Your Geotechnical Proposal I accept the above conditions and authorize the above work to proceed. By Signature (print) Organization 21- 3- 51023 - 001- L1 /wp /LKD Date SHANNON &WILSON, INC. 21 - 1 - 51023 - 001 z .. J U 00 J I- V) 'L., wo d = ~_ Z �. � z I— w O - C3 w O 66/ Z 0 r z SHANNON & WILSON, INC. Geotechnical and Environmental Consultants LUMP SUM AMOUNT Attachment to and part of our Proposal: 21 -3 -51023 -001 Date: December 19, 2005 City of Tukwila, Public Works Dept. /Engineering To: Division Macadam Road and South 131st Place, Tukwila, Re: Washington STANDARD GENERAL TERMS AND CONDITIONS (ALL PURPOSE) ARTICLE 1 — SERVICES OF SHANNON & WILSON Shannon & Wilson's scope of work (Work) shall be limited to those services expressly set forth in its Proposal and is subject to the terms and conditions set forth herein. Shannon & Wilson shall procure and maintain all business and professional licenses and registrations necessary to provide its services. Upon Client's request (and for additional compensation, if not already included in Shannon & Wilson's Proposal), Shannon & Wilson shall assist Client in attempting to obtain, or on behalf of Client and in Client's name attempt to obtain, those permits and approvals required for the project for which Shannon & Wilson's services are being rendered. Client acknowledges, depending on field conditions encountered and subsurface conditions discovered, the number and location of borings, the number and type of field and laboratory tests, and other similar items, as deemed necessary by Shannon & Wilson in the exercise of due care, may need to be increased or decreased; if such modifications are approved by Client, Shannon & Wilson's compensation and schedule shall be equitably adjusted. If conditions actually encountered at the project site differ materially from those represented by Client and/or shown or indicated in the contract documents, or are of an unusual nature which materially differ from those ordinarily encountered and generally recognized as inherent for the locality and character of the services provided for in Shannon & Wilson's scope of work, Shannon & Wilson's compensation and schedule shall be equitably adjusted. Without increasing the scope of work, price, or schedule contained in Shannon & Wilson's Proposal, Shannon & Wilson may employ such subcontractors as Shannon & Wilson deems necessary to assist in furnishing its services. If Shannon & Wilson's scope of work is increased or decreased by Client, Shannon & Wilson's compensation and schedule shall be equitably adjusted. ARTICLE 2 — FEES AND EXPENSES FOR RENDERING SERVICES Shannon & Wilson's total fee for performing all of the services described in the Scope of Work shall be the lump sum amount of $3,000. Shannon & Wilson shall be entitled to monthly progress payments in proportion to the percentage of the completed Work bears to all of the services described the Scope of Work. Fees For Additional Services Fees for Shannon & Wilson's services attributable to any additional services provided by Shannon & Wilson which are not specifically included in our Scope of Work will be based on the actual time expended on the project, including travel, by our personnel and will be computed by multiplying the actual number of hours worked times the employees direct salary rate times 3.3. The hourly rates for the services of our staff will be doubled for time spent actually providing expert testimony. ADDITIONAL REIMBURSABLE EXPENSES Expenses other than salary costs that are directly attributable to any additional services provided by Shannon & Wilson which are not specifically included in our scope of work will be invoiced at our cost plus 15 percent. Examples include, but are not limited to, expenses for out -of -town travel and living, information processing equipment, instrumentation and field equipment rental, special fees and permits, premiums for additional or special insurance where required, long distance telephone charges, local mileage and parking, use of rental vehicles, taxi, reproduction, local and out -of -town delivery service, express mail, photographs, film, laboratory equipment fees, shipping charges and supplies. A unit price of $7.00 per hour will be charged for computer time to prepare spreadsheets, $25.00 per hour for AutoCAD and modeling software use, and $35.00 per hour for GIS computer work. ARTICLE 3 — TIMES FOR RENDERING SERVICES Shannon & Wilson shall perform its services in accordance with the schedule set forth in its Proposal. If Shannon & Wilson's Proposal sets forth specific periods of time for rendering services, or specific dates by which services are to be completed, and such periods of time or dates are extended or delayed through no fault of Shannon & Wilson, Shannon & Wilson's compensation and schedule shall be equitably adjusted. If Shannon & Wilson's schedule is increased or decreased by Client, Shannon & Wilson's compensation shall be equitably adjusted. ARTICLE 4 — PAYMENTS TO SHANNON & WILSON Invoices shall be prepared in accordance with Shannon & Wilson's standard invoicing practices and shall be submitted to Client by Shannon & Wilson monthly. The amount billed in each invoice shall be calculated as set forth in Shannon & Wilson's Proposal. Unless Shannon & Wilson's Proposal contains a fixed lump -sum price, Shannon & Wilson's actual fees may exceed the estimate contained in its Proposal. Shannon & Wilson shall not exceed the estimate contained in its Proposal by more than ten percent (I0 %) without the prior written consent of Client; provided however, unless the Client authorizes additional funds in excess of the estimate contained in Shannon & Wilson's Proposal, Shannon & Wilson shall have no obligation to continue work on the project. SEA -LS -2005 (1/2005) s.nr- a.T,•r,v. Page 1 of 6 '' ^)Yy�Yt. =4� `. WN3`; �t�.1fj�J5H't'SRii��`i �.�r T+ nry:. J+ aM+wnww.+r .. w ✓"r^Y.....r .a..51"���t✓�•,�'... _ _ ���. Invoices are due and payable within 30 days of receipt. If Client fails to pay Shannon & Wilson's invoice within 30 days after receipt, the amounts due Shannon & Wilson shall accrue interest at the rate of one and one -half percent (1.5 %) per month (or the maximum rate of interest permitted by law, if less) after the 30 day. In addition, Shannon & Wilson may, after giving seven (7) days written notice to Client, suspend services under this Agreement until Shannon & Wilson has been paid in full. If Client disputes Shannon & Wilson's invoice, only the disputed portion(s) may be withheld from payment, and the undisputed portion(s) shall be paid. Records of Shannon & Wilson's direct and indirect costs and expenses pertinent to its compensation under this Agreement shall be kept in accordance with generally accepted accounting practices and applicable federal, state, or local laws and regulations. Upon request, such records shall be made available to Client for inspection on Shannon & Wilson's premises and copies provided to Client at cost. ARTICLE 5 — CLIENT'S RESPONSIBILITIES Client shall grant or obtain free access to the project site for all equipment and personnel necessary for Shannon & Wilson to perform its services. ARTICLE 6 — STANDARD OF CARE / ABSENCE OF WARRANTIES / NO RESPONSIBILITY FOR SITE SAFETY OR CONTRACTOR'S PERFORMANCE Standard of Care The standard of care for all professional services performed or furnished by Shannon & Wilson under this Agreement shall be the skill and care ordinarily exercised by other members of Shannon & Wilson's profession, providing the same or similar services, under the same or similar circumstances, at the same time and locality as the services were provided by Shannon & Wilson. The construction, alteration, or repair of any object or structure by Shannon & Wilson shall be performed in a good and workmanlike manner in accordance with general industry standards, and conform to this Agreement. Shannon & Wilson warrants for one (1) year from substantial completion of the Work, all goods delivered hereunder shall be new and free from defects in material or workmanship, and shall conform to the specifications, drawings, or sample(s) specified or furnished, if any, and shall be merchantable and fit for their intended purpose(s). Shannon & Wilson warrants that Shannon & Wilson has good and marketable title to all goods delivered hereunder, and that all goods delivered hereunder shall be free and clear of all claims of superior title, liens, and encumbrances of any kind. Subsurface explorations and testing identify actual subsurface conditions only at those points where samples are taken, at the time they are taken. Actual conditions at other locations of the project site, including those inferred to exist between the sample points, may differ significantly from conditions that exist at the sampling locations. The passage of time or intervening causes may cause the actual conditions at the sampling locations to change as well. Interpretations and recommendations made by Shannon & Wilson shall be based solely upon information available to Shannon & Wilson at the time the interpretations and recommendations are made. Shannon & Wilson shall be responsible for the technical accuracy of its services, data, interpretations, and recommendations resulting therefrom, and Client shall not be responsible for discovering deficiencies therein. Shannon & Wilson shall correct any substandard work without additional compensation, except to the extent that such inaccuracies are directly attributable to deficiencies in Client - furnished information. No Warranties Shannon & Wilson makes no guarantees or warranties, express or implied, under this Agreement or otherwise, about Shannon & Wilson's professional services. Client - Furnished Documents Shannon & Wilson may use requirements, programs, instructions, reports, data, and information furnished by Client to Shannon & Wilson in performing its services under this Agreement. Shannon & Wilson may rely on the accuracy and completeness of requirements, programs, instructions, reports, data, and other information furnished by Client to Shannon & Wilson. Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from Shannon & Wilson's reliance on Client - furnished information, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Site Damage Shannon & Wilson shall take reasonable precautions to minimize damage to the project site, but it is understood by Client that, in the normal course of Shannon & Wilson's services, some project site damage may occur, and the correction of such damage is not part of this Agreement unless so stated in Shannon & Wilson's Proposal. Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from any project site damage caused by Shannon & Wilson, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Buried Structures If there are any buried structures and/or utilities on the project site where subsurface explorations are to take place, Client shall provide Shannon & Wilson with a plan showing their existing locations. Shannon & Wilson shall contact a utility locator service to request that they identify any public utilities. Shannon & Wilson shall use reasonable care and diligence to avoid contact with buried structures and/or utilities as shown. Shannon & Wilson shall not be liable for any loss or damage to buried structures and/or utilities resulting from inaccuracy of the plans, or lack of plans, or errors by the locator service relating to the location of buried structures and/or utilities. Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify, and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from damage to buried structures and/or utilities caused by Shannon & Wilson's sampling, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Aquifer Cross - Contamination Despite the use of due care, unavoidable contamination of soil or groundwater may occur during subsurface exploration when drilling or sampling tools are advanced through a contaminated area, linking it to an aquifer, underground stream, or other hydrous body not previously contaminated and capable of spreading contaminants off the project site. Because Shannon & Wilson is powerless to totally eliminate this risk despite use of due care, and because sampling is an essential element of Shannon & Wilson's services, Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify and hold Shannon & Wilson and its subcontractors harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from cross - contamination caused by Shannon & Wilson's sampling, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. SEA -LS -2005 (1/2005) �lrN f tn. N9*sYf"PNn!.M�v(tr!fx!M.a�+*w� t;y „q �.S..� "wlN y .,�..+n .•{•r'• SHANNON & WILSON, INC. Page 2 of 6 SHANNON & WILSON, INC. Opinions of Probable Construction Costs If opinions of probable construction costs are included in Shannon & Wilson's Proposal, Shannon & Wilson's opinions of probable construction costs shall be made on the basis of its experience and qualifications and represent its judgment as a professional generally familiar with the industry. Opinions of probable construction costs are based, in part, on approximate quantity evaluations that are not accurate enough to permit contractors to prepare bids. Further, since Shannon & Wilson has no control over: the cost of labor, materials, equipment, or services furnished by others; the contractor's actual or proposed construction methods or methods of determining prices; competitive bidding; or market conditions, Shannon & Wilson cannot and does not guarantee that proposals, bids, or actual construction cost will not vary from opinions of the components of probable construction cost prepared by Shannon & Wilson. If Client or any contractor wishes greater assurance as to probable construction cost, Client or contractor shall employ an independent cost estimator. Review of Contractor's Shop Drawings and Submittals If review of a contractor's shop drawings and submittals are included in Shannon & Wilson's Proposal, Shannon & Wilson shall review and take appropriate action on the contractor's submittals, such as shop drawings, product data, samples, and other data, which the contractor is required to submit, but solely for the limited purpose of checking for general overall conformance with Shannon & Wilson's design concept. This review shall not include a review of the accuracy or completeness of details, such as quantities; dimensions; weights or gauges; fabrication processes; construction means, methods, sequences or procedures; coordination of the work with other trades; or construction safety precautions, all of which are the sole responsibility of the contractor. Shannon & Wilson's review shall be conducted with reasonable promptness while allowing sufficient time, in Shannon & Wilson's judgment, to permit adequate review. Review of a specific item shall not be construed to mean that Shannon & Wilson has reviewed the entire assembly of which the item is a component. Shannon & Wilson shall not be responsible for any deviations by the contractor in the shop drawings and submittals from the construction documents, which are not brought to the attention of Shannon & Wilson by the contractor in writing. Construction Observation If construction observation is included in Shannon & Wilson's Proposal, Shannon & Wilson shall visit the project site at intervals Shannon & Wilson deems appropriate, or as otherwise agreed to in writing by Client and Shannon & Wilson, in order to observe and keep Client generally informed of the progress and quality of the work. Such visits and observations are not intended to be an exhaustive check or a detailed inspection of any contractor's work, but rather are to allow Shannon & Wilson, as a professional, to become generally familiar with the work in progress in order to determine, in general, whether the work is progressing in a manner indicating that the work, when fully completed, will be in accordance with Shannon & Wilson's general overall design concept. Shannon & Wilson's authority shall be limited to observing, making technical comments regarding general overall compliance with Shannon & Wilson's design concept, and rejecting any work which it becomes aware of that does not comply with Shannon & Wilson's general overall design concept. Shannon & Wilson's acceptance of any non - conforming work containing latent defects or failure to reject any non - conforming work not inspected by Shannon & Wilson shall not impose any liability on Shannon & Wilson or relieve any contractor from complying with their contract documents. All construction contractors shall be solely responsible for construction site safety, the quality of their work, and adherence to their contract documents. Shannon & Wilson shall have no authority to direct any contractor's actions or stop any contractor's work. If Shannon & Wilson is not retained to provide construction observation of the implementation of its design recommendations, Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson, and indemnify and hold Shannon & Wilson harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from the implementation of Shannon & Wilson's design recommendations, except to the extent of Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. No Responsibility for Site Safety Except for its own subcontractors and employees, Shannon & Wilson shall not: supervise, direct, have control over, or authority to stop any contractor's work; have authority over or responsibility for the means, methods, techniques, sequences, or procedures of construction selected by any contractor; be responsible for safety precautions and programs incident to any contractor's work; or be responsible for any failure of any contractor to comply with laws and regulations applicable to the contractor, all of which are the sole responsibility of the construction contractors. This requirement shall apply continuously, regardless of time or place, and shall in no way be altered because a representative of Shannon & Wilson is present at the project site performing his /her duties. Notwithstanding anything to the contrary, Shannon & Wilson shall never be deemed to have assumed responsibility for the project's site safety by either contract or conduct. No act or direction by Shannon & Wilson shall be deemed the exercise of supervision or control of any contractor's employees or the direction of any contractor's performance. Any direction provided by Shannon & Wilson shall be deemed solely to ensure the contractor's general overall compliance with Shannon & Wilson's design concept. No Responsibility for Contractor's Performance Except for its own subcontractors and employees, Shannon & Wilson shall not be responsible for safety precautions, the quality of any contractor's work, or any contractor's failure to furnish or perform their work in accordance with their contract documents. Except Shannon & Wilson's own employees and its subcontractors, Shannon & Wilson shall not: be responsible for the acts or omissions of any contractor, subcontractor or supplier, or other persons at the project site, or otherwise furnishing or performing any work; or for any decision based on interpretations or clarifications of Shannon & Wilson's design concept given without the consultation and concurrence of Shannon & Wilson. Approval of Contractor's Applications for Payment If approval of a contractor's applications for payment are included in Shannon & Wilson's Proposal, Shannon & Wilson shall review the amounts due the contractor and issue a recommendation about payment to Client. Shannon & Wilson's review and approval shall be limited to an evaluation of the general progress of the work and the information contained in the contractor's application for payment and a representation by Shannon & Wilson that to the best of the Shannon & Wilson's knowledge, the contractor has performed work for which payment has been requested, subject to further testing and inspection upon substantial completion. The issuance of a recommendation for payment shall not be construed as a representation that: Shannon & Wilson has made an exhaustive check or a detailed or continuous inspection check of the quality or quantity of the contractor's work; approved the contractors means, methods, sequences, procedures, or safety precautions; or that contractor's subcontractors, laborers, and suppliers have been paid. ARTICLE 7 — CONFIDENTIALITY AND USE OF DOCUMENTS Confidentiality Shannon & Wilson agrees to keep confidential and to not disclose to any person or entity (other than Shannon & Wilson's employees and subcontractors), without the prior consent of Client, all information furnished to Shannon & Wilson by Client or learned by Shannon & Wilson as a result of its work on the project; provided however, that these provisions shall not apply to information that: is in the public domain through no fault of Shannon & Wilson; was previously known to Shannon & Wilson; or was independently acquired by Shannon & Wilson from third - parties who were under no obligation to Client to keep said information confidential. This paragraph shall not be construed to in any way restrict Shannon & Wilson from making any disclosures required by SEA -LS -2005 (1/2005) Page 3 of 6 Z W 00 U) o J H (� tL W Q tn� I W Z = 1 O Z I— W • W U O N D l-- W H p tL O .. W U= O ~ Z SHANNON & WILSON, INC. law. Client agrees that Shannon & Wilson may use and publish Client's name and a general description of Shannon & Wilson's services with respect to the project in describing Shannon & Wilson's experience and qualifications to others. Copyrights and Patents — Shannon & Wilson shall indemnify, hold harmless, and defend Client from any and all actions, damages, demands, expenses (including reasonable attorneys' fees and costs), losses, and liabilities arising out of' any claims that any goods or services furnished by Subcontractor infringe any patent, trademark, trade name, or copyright. Use of Documents All documents prepared by Shannon & Wilson are instruments of service with respect to the project, and Shannon & Wilson shall retain a copyrighted ownership and property interest therein (including the right of reuse) whether or not the project is completed. Shannon & Wilson grants to Client a non - exclusive, irrevocable, unlimited, royalty-free license to use any documents prepared by Shannon & Wilson for Client. Client may make and retain copies of such documents for their information and use. Such documents are not intended or represented to be suitable for , Z reuse by Client, or others, after the passage of time, on extensions of the project, or on any other project. Any such reuse without written verification or W CL 2 adaptation by Shannon & Wilson, as appropriate for the specific purpose intended, shall be at Client's sole risk, and Client shall, only to the fullest extent permitted by law, waive any claims against Shannon & Wilson and its subcontractors, and indemnify and hold Shannon & Wilson and its subcontractors J U harmless from any claims, liability, or expenses (including reasonable attorneys' fees and costs) arising from such reuse, except to the extent of Shannon & U 0 Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract. Any verification or adaptation of the documents for to extensions of the project or for any other project by Shannon & Wilson shall entitle Shannon & Wilson to additional compensation to be agreed upon by W Client and Shannon & Wilson. J Co Copies of documents that may be relied upon by Client are limited to the printed copies (also known as hard copies) that are signed or sealed by Shannon & u- P Y P Y P P ( P) Bn Y W O Wilson. Text, data, or graphics files in electronic media format are furnished solely for the convenience of Client. Any conclusion or information obtained or U derived from such electronic files shall be at the user's sole risk. If there is a discrepancy between the electronic files and the hard copies, the hard copies govern. LL Q Because data stored in electronic media can deteriorate or be modified inadvertently or otherwise without authorization of the data's creator, the party receiving an electronic file agrees that it shall perform acceptance tests or procedures within 60 days after its receipt, after which, unless notice of any errors = d are given in writing to the delivering party, the receiving party shall be deemed to have accepted the data thus transferred. Any errors reported within the 60- I _ day acceptance period shall be corrected by the party delivering the electronic files at their sole expense. Shannon & Wilson shall not be responsible for Z (— maintaining documents stored in electronic media format after acceptance by Client. I— 0 When transferring documents in electronic media format, neither Client nor Shannon & Wilson makes any representations as to long -term compatibility, U Lu usability, or readability of documents resulting from the use of software application packages, operating systems, or computer hardware differing from those U t] used for the document's creation. O N ARTICLE 8 - INSURANCE 0 F- LU iv Shannon & Wilson shall purchase and maintain during the term of this contract, the following insurance coverage at its sole expense: - U Commercial General Liability - $1,000,000 each occurrence /$2,000,000 annual aggregate Bodily Injury/Property Damage Combined Single Limit including u- Blanket Contractual Liability, Broad Form Products and Completed Operations, Explosion/Collapse /Underground (XCU) Exposures, and Washington Stop Z Gap coverage. U - Auto Liability - $1,000,000 Bodily Injury/Property Damage Combined Single Limit including Owned, Hired, and Non -Owned Liability coverage. .• H Umbrella Liability - $10,000,000 Bodily Injury/Property Damage combined Single Limit in excess of Commercial General Liability, Auto Liability, and Z Employers' Liability. Workers' Compensation - Statutory in monopolistic states and $500,000 per accident/$500,000 per disease/$500,000 disease policy aggregate Employers' Liability in non - monopolistic including if applicable, U.S. Longshore & Harbor Workers coverage. Professional Liability - $5,000,000 per claims/$5,000,000 annual aggregate for professional errors and omissions including Pollution Liability coverage. If requested in writing by Client, Shannon & Wilson shall name Client as an additional insured on its Commercial General Liability policy. If requested in writing by Client, Shannon & Wilson shall deliver to Client certificates of insurance evidencing such coverage. Such certificates shall be furnished before commencement of Shannon & Wilson's services. Client shall cause Shannon & Wilson and its subcontractors to be listed as additional insureds on any Commercial General Liability insurance carried by Client that is applicable to the project. Client shall require the project owner to require the general contractor on the project to purchase and maintain Commercial General Liability, Automobile Liability, Workers Compensation, and Employers Liability insurance, with limits no less than set forth above, and to cause Shannon & Wilson and its subcontractors to be listed as additional insureds on that Commercial General Liability insurance. Client shall require the project owner include the substance of this paragraph in the prime construction contract. All insurance policies shall contain a waiver of subrogation. ARTICLE 9 - HAZARDOUS ENVIRONMENTAL CONDITIONS Disclosure of the Existence of Hazardous Environmental Conditions Client has disclosed to Shannon & Wilson all data known to Client concerning known or suspected hazardous environmental conditions, including but not limited to, the existence of all asbestos, PCBs, petroleum, hazardous waste, or radioactive material, if any, located at or near the project site, including its type, quantity, and location, or has represented to Shannon & Wilson that, to the best of Client's knowledge, no hazardous environmental conditions exist at or near the project site. If any hazardous environmental condition is encountered or believed to exist, Shannon & Wilson shall notify Client and, to the extent required by applicable laws and regulations, the project site owner, and appropriate governmental officials. SEA -LS -2005 (1/2005) Page 4 of 6 SEA -LS -2005 (1/2005) Disposal of Non - Hazardous Samples and Hazardous or Toxic Substances All substances on, in, or under the project site, or obtained from the project site as samples or as byproducts (e.g., drill cuttings and fluids) of the sampling process are the project site owner's property. Shannon & Wilson shall preserve such samples for forty-five (45) calendar days after Shannon & Wilson's issuance to Client of the final instrument of service that relates to the data obtained from them. Shannon & Wilson shall dispose of all non- hazardous samples and sampling process byproducts in accordance with applicable law; provided however, any samples or sampling process byproducts that are, or are believed to be, affected by regulated contaminants shall be packaged by Shannon & Wilson in accordance with applicable law, and turned over to Client or left on the project site. Shannon & Wilson shall not transport store, treat, dispose of, or arrange for the transportation, storage, treatment, or disposal of, any substances known, believed, or suspected to be affected by regulated contaminants, nor shall Shannon & Wilson subcontract for such activities. Shannon & Wilson shall, at Client's request (and for additional compensation, if not already included in Shannon & Wilson's Proposal), help Client or the project site owner identify appropriate alternatives for transportation, storage, treatment, or disposal of such substances, but Shannon & Wilson shall not make any independent determination about the selection of a transportation, storage, treatment, or disposal facility. Client or the project site owner shall sign all manifests for the transportation, storage, treatment, or disposal of substances affected by regulated contaminants; provided however, notwithstanding any other provisions of this Agreement to the contrary if Client directs Shannon & Wilson, Shannon & Wilson's employees, or Shannon & Wilson's agents to sign such manifests and/or to hire for Client or the project site owner a contractor to transport store, treat, or dispose of the contaminated substances, Shannon & Wilson shall do so only as Client's disclosed agent. Contaminated Equipment and Consumables Client shall reimburse Shannon & Wilson for the cost of decontaminating field or laboratory equipment that is contaminated by regulated materials encountered at the project site and for the cost of disposal and replacement of contaminated consumables. In some instances, the cost of decontamination may exceed the fair market value of the equipment, were it not contaminated, together with the cost of properly transporting and disposing of the equipment. In such instances, Shannon & Wilson will notify Client and give Client the option of paying for decontamination or purchasing the equipment at its fair market value immediately prior to contamination. If Client elects to purchase equipment, Client and Shannon & Wilson will enter into a specific agreement for that purpose. Any equipment that cannot be decontaminated shall be considered a consumable. Client's Liability for Hazardous or Toxic Materials Except to the extent caused by Shannon & Wilson's and its subcontractor's negligent or wrongful acts, errors, omissions, or breach of contract, and only to the maximum extent permitted by law, Client shall: indemnify and hold harmless Shannon & Wilson, its subcontractors and their partners, officers, directors, employees, and agents; from and against any and all actions (whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise), claims (including, but not limited to, claims for bodily injury, death, property damage (including bodily injury, death, or property damage to Shannon & Wilson's own employees), or arising under CERCLA, MTCA, or similar federal, state, or local environmental laws), costs, damages (including without limitation, economic, non- economic, general, special, incidental, consequential), demands, expenses (including, but not limited to, reasonable attorneys' fees and costs of defense), fines, judgments, liens, liabilities, and penalties of any kind whatsoever; arising from the arrangement for and/or ownership, operation, generation, labeling, transportation, storage, disposal, treatment, release, or threatened release of any hazardous or toxic materials, as defined by CERCLA, MTCA, or similar federal, state, or local environmental laws, on and/or from the project site. ARTICLE 10 - ALLOCATION OF RISK SHANNON & WILSON, INC. Indemnification of Client To the maximum extent permitted by law, Shannon & Wilson shall: indemnify and hold harmless Client, its appointed and elected officials, partners, officers, directors, employees, and agents; from and against any and all actions (whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise), claims (including, but not limited to, claims for bodily injury, death, property damage, (including bodily injury, death, or property damage to Shannon & Wilson's own employees) or arising under CERCLA, MTCA, or similar federal, state, or local environmental laws), costs, damages (including without limitation, economic, non - economic, general, special, incidental, consequential), demands, expenses (including, but not limited to, reasonable attorneys' fees and costs of defense), fines, judgments, liens, liabilities, and penalties of any kind whatsoever; arising from the negligent or wrongful acts, errors, or omissions, or breach of contract or warranty express or implied, by Shannon & Wilson or any of its subcontractors; but only to the extent of Shannon & Wilson's and its subcontractor's relative degree of fault. In furtherance of these obligations, and only with respect to Client, its appointed and elected officials, partners, officers, directors, employees and agents, Shannon & Wilson waives any immunity it may have or limitation on the amount or type of damages imposed under any industrial insurance, worker's compensation, disability, employee benefit, or similar laws. Shannon & Wilson acknowledges that this waiver of immunity was mutually negotiated. Limitation of Shannon & Wilson's Liability A. Total Liability Limited to Insurance Proceeds Notwithstanding any other provisions of this Agreement, and only to the maximum extent permitted by law, the total liability, in the aggregate, of Shannon & Wilson, its subcontractors, and their partners, officers, directors, employees, agents and, or any of them, to Client and/or anyone claiming by, through, or under Client, for any and all actions (whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise), claims (including, but not limited to, claims for bodily injury, death, property damage, (including bodily injury, death, or property damage to Shannon & Wilson's own employees) or arising under CERCLA, MTCA, or similar federal, state, or local environmental laws), costs, damages (including without limitation, economic, non - economic, general, special, incidental, consequential), demands, expenses (including, but not limited to, reasonable attorneys' fees and costs of defense), fines, judgments, liens, liabilities, and penalties of any kind whatsoever, arising out of, resulting from, or in any way related to the project or this Agreement, shall be limited to the insurance proceeds payable on behalf of or to Shannon & Wilson by any insurance policies applicable thereto. If you are unwilling or unable to limit our liability in this manner, we will negotiate this limitation and its associated impact on our approach, scope of work, schedule, and price, with you. You must notify us in writing before we commence our work of your intention to negotiate this limitation and its associated impact on our approach, scope of work, schedule, and price. Absent your prior written notification to the contrary, we will proceed on the basis that our total liability is limited as set forth above. B. Professional Liability Limited to $50,000 or 10% of Fee With respect to professional errors or omissions only, notwithstanding any other provisions of this Agreement, and only to the maximum extent permitted by law, the total liability, in the aggregate, of Shannon & Wilson, its subcontractors, and their partners, officers, directors, employees, agents, or any of them, to Client and/or anyone claiming by, through, or under Client, for any and all actions (whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise), claims (including, but not limited to, claims for bodily injury, death, property damage (including bodily injury, death, or property damage to Shannon & Wilson's own employees) or arising under CERCLA, MTCA, or similar federal, state, or local environmental laws), costs, damages (including without limitation, economic, non - economic, general, special, incidental, consequential), demands, expenses uw'M""W V"";"5`^.tARk"•"'"''A;Y'"'W:N""' W+q++M„r'''''' ",M:y R`A' "":'Nr'VMP'', '="7"...7 XV'"A «r;'.y. ^!v;.S'vo! >. +i :irn; KA.......y Page 5 of 6 1 ' SHANNON & WILSON, INC. . (including, but not limited to, reasonable attorneys' fees and costs of defense), fines, judgments, liens, liabilities, and penalties of any kind whatsoever, arising out of, resulting from, or in any way related to the professional errors or omissions of Shannon & Wilson, its subcontractors, or their partners, officers, directors, employees, agents or, or any of them, shall not exceed the aggregate total amount of $50,000.00, or ten percent (10 %) of the total compensation actually paid to Shannon & Wilson under this Agreement, whichever is greater. If you are unwilling or unable to limit our professional liability to these sums, we will negotiate the amount of this limitation and its associated impact on our approach, scope of work, schedule, and price, with you. You must notify us in writing before we commence our work of your intention to negotiate the amount of this limitation and its associated impact on our approach, scope of work, schedule, and price. Absent your prior written notification to the contrary, we will proceed on the basis that our total professional liability is limited to $50,000.00 or ten percent (10 %) of the total compensation actually paid to Shannon & Wilson under this Agreement, whichever is greater. ARTICLE 11 — MISCELLANEOUS Termination This Agreement may be terminated without further obligation or liability by either party, with or without cause (for convenience), upon 30 days prior written notice to the other. Shannon & Wilson shall be entitled to compensation for all services performed prior to the termination of this Agreement. This Agreement may be terminated by the non - breaching party upon any breach of this Agreement that remains uncured after 10 days notice to the breaching party by the non - breaching party. Upon payment of all amounts due Shannon & Wilson, Client shall be entitled to copies of Shannon & Wilson's files and records pertaining to services performed prior to the termination of this Agreement. Successors, Assigns, and Beneficiaries This Agreement shall be binding upon each party's assigns, successors, executors, administrators, and legal representatives. Neither Client nor Shannon & Wilson may assign or transfer any rights under or interest in this Agreement without the written consent of the other. No assignment shall release or discharge the assignor from any duty or responsibility under this Agreement. Nothing in this Agreement shall be construed to create, impose, or give rise to any duty owed by Client or Shannon & Wilson to any third -party. All duties and responsibilities undertaken under this Agreement shall be for the sole and exclusive benefit of Client and Shannon & Wilson. There are no intended third -party beneficiaries. Notwithstanding the foregoing, should a court find a third -party to be a beneficiary of this Agreement, it is the intent of the parties that the judicially created third -party beneficiary be bound by and subject to all of the terms and conditions of this Agreement. Jurisdiction, Venue, and Choice of Law Any applicable Statute of Limitation shall be deemed to commence running on the date which the claimant knew, or should have known, of the facts giving rise to their claims, but in no event later than the date of substantial completion of Shannon & Wilson's services under this Agreement. To the maximum extent permitted by law, as a condition precedent to commencing a judicial proceeding, a party shall give written notice of their claims, including all amounts claimed, and the factual basis for their claims, to the other party within one (1) year of when the claimant knew, or should have known, of the facts giving rise to their claims, but in no event later than one (1) year from the date of substantial completion of Shannon & Wilson's services under this Agreement. As a condition precedent to commencing a judicial proceeding, a party shall first submit their claims to non - binding mediation through and in accordance with the rules of the American Arbitration Association. This Agreement shall be construed in accordance with and governed by the laws (except choice and conflict of law provisions) of the state in which the Project is located. Any judicial action shall be brought in the state in which the Project is located. Attorneys' Fees Should any dispute or claims arise out of this Agreement, whether sounding in tort, contract (express or implied), warranty (express or implied), statutory liability, strict liability, or otherwise, the prevailing party shall be entitled to an award of their reasonable attorneys' fees and costs, including upon appeal and in the enforcement of any judgment. Should neither party prevail on all of their claims or receive all of the relief they sought, then the substantially prevailing party shall be awarded their reasonable attorneys' fees and costs, including upon appeal and in the enforcement of any judgment. Waiver A waiver of any of the terms and conditions or breaches of this Agreement shall not operate as a subsequent waiver. Headings The headings used in this agreement are for general ease of reference only. They have no meaning and are not part of this Agreement. Integration This Agreement, together with all attachments hereto, are incorporated by reference into each other, and supercede all prior written and oral discussions, representations, negotiations, and agreements on the subject matter of this Agreement and represent the parties' complete, entire, and final understanding of the subject matter of this Agreement. Survival Notwithstanding completion or termination of this Agreement for any reason, all representations, warranties, limitations of liability, and indemnification obligations contained in this Agreement shall survive such completion or termination and remain in full force and effect until fulfilled. Severability If any of the terms or conditions of this Agreement are found to be void or unenforceable for any reason, the remainder of this Agreement shall continue in full force and effect, and the court shall attempt to judicially reform the void or unenforceable provisions to the maximum extent possible, consistent with the original intent expressed in the provisions, to render it valid and enforceable. If the court is unable to reform the provisions to render it valid and enforceable, the court shall strike only that portion which is invalid or unenforceable, and this Agreement shall then be construed without reference to the void or unenforceable provisions. SEA -LS -2005 (1/2005) Page 6 of 6 =iii HAVE REALISTIC EXPECTATIONS. SHANNON & WILSON, INC. Geotechnical and Environmental Consultants DEVELOP THE SUBSURFACE EXPLORATION PLAN WITH CARE. Attachment to and part of Proposal 21 -3 -51023 -001 Date: December 19, 2005 To: City of Tukwila, Public Works Dept. /Engineering Division Attn: Ms. Jill Mosqueda, P.E. IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL/ENVIRONMENTAL PROPOSAL More construction problems are caused by site subsurface conditions than any other factor. The following suggestions and observations are offered to help you manage your risks. If you have never before dealt with geotechnical or environmental issues, you should recognize that site exploration identifies actual subsurface conditions at those points where samples are taken, at the time they are taken. The data derived are extrapolated by the consultant, who then applies judgment to render an opinion about overall subsurface conditions; their reaction to construction activity; appropriate design of foundations, slopes, impoundments, recovery wells; and other construction and/or remediation elements. Even under optimal circumstances, actual conditions may differ from those inferred to exist, because no consultant, no matter how qualified, and no subsurface program, no matter how comprehensive, can reveal what is hidden by earth, rock, and time. The nature of subsurface explorations —the types, quantities, and locations of procedures used —in large measure determines the effectiveness of the geotechnical/environmental report and the design based upon it. The more comprehensive a subsurface exploration and testing program, the more information it provides to the consultant, helping to reduce the risk of unanticipated conditions and the attendant risk of costly delays and disputes. Even the cost of subsurface construction may be lowered. Developing a proper subsurface exploration plan is a basic element of geotechnical/environmental design, which should be accomplished jointly by the consultant and the client (or designated professional representatives). This helps the parties involved recognize mutual concerns and makes the client aware of the technical options available. Clients who develop a subsurface exploration plan without the involvement and concurrence of a consultant may be required to assume responsibility and liability for the plan's adequacy. READ GENERAL CONDITIONS CAREFULLY. Most consultants include standard general contract conditions in their proposals. One of the general conditions most commonly employed is to limit the consulting firm's liability. Known as a "risk allocation" or "limitation of liability," this approach helps prevent problems at the beginning and establishes a fair and reasonable framework for handling them, should they arise. Various other elements of general conditions delineate your consultant's responsibilities. These are used to help eliminate confusion and misunderstandings, thereby helping all parties recognize who is responsible for different tasks. In all cases, read your consultant's general conditions carefully and ask any questions you may have. HAVE YOUR CONSULTANT WORK WITH OTHER DESIGN PROFESSIONALS. Costly problems can occur when other design professionals develop their plans based on misinterpretations of a consultant's report. To help avoid misinterpretations, retain your consultant to work with other project design professionals who are affected by the geotechn- ical/environmental report. This allows a consultant to explain report implications to design professionals affected by them, and to review their plans and specifications so that issues can be dealt with adequately. Although some other design professionals may be familiar with geotechnical/environmental concerns, none knows as much about them as a competent consultant. Page 1 of 2 1/2005 OBTAIN CONSTRUCTION MONITORING SERVICES. Most experienced clients also retain their consultant to serve during the construction phase of their projects. Involvement during the construction phase is particularly important because this permits the consultant to be on hand quickly to evaluate unanticipated conditions, to conduct additional tests if required, and when necessary, to recommend alternative solutions to problems. The consultant can also monitor the geotechnical/environmental work performed by contractors. It is essential to recognize that the construction recommendations included in a report are preliminary, because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Because actual subsurface conditions can be discerned only during earthwork and/or drilling, design consultants need to observe those conditions in order to provide their recommendations. Only the consultant who prepares the report is fully familiar with the background information needed to determine whether or not the report's recommendations are valid. The consultant submitting the report cannot assume responsibility or liability for the adequacy of preliminary recommendations if another party is retained to observe construction. REALIZE THAT ENVIRONMENTAL ISSUES MAY NOT HAVE BEEN ADDRESSED. If you have requested only a geotechnical engineering proposal, it will not include services needed to evaluate the likelihood of contamination by hazardous materials or other pollutants. Given the liabilities involved, it is prudent practice to always have a site reviewed from an environmental viewpoint. A consultant cannot be responsible for failing to detect contaminants when the services needed to perform that fiuiction are not being provided. ONE OF THE OBLIGATIONS OF YOUR CONSULTANT IS TO PROTECT THE SAFETY, PROPERTY, AND WELFARE OF THE PUBLIC. A geotechnical/environmental investigation will sometimes disclose the existence of conditions that may endanger the safety, health, property, or welfare of the public. Your consultant may be obligated under rules of professional conduct, or statutory or common law, to notify you and others of these conditions. RELY ON YOUR CONSULTANT FOR ADDITIONAL ASSISTANCE. Your consulting fine is familiar withseveral techniques and approaches that can be used to help reduce risk exposure for all parties to a construction project, from design through construction. Ask your consultant, not only about geotechnical and environmental issues, but others as well, to learn about approaches that may be of genuine benefit. The preceding paragraphs are based on information provided by the ASFE/Association of Engineering Firms Practicing in the Geosciences, Silver Spring, Maryland Page 2 of 2 1/2005 Z } a - Z • CL W 6 U 00 N O W 2 N W Z F. O Z W W 0 O — O I- W W H � Li- , . Z U= 0 Z asr;.`o'i.i;;: ':d,LuwYfi£i..' 1. ALL SIGNS AND SPACING SHALL CONFORM TO THE MUTCD AND CITY OF TUKWILA STANDARDS. 2. PRIORITY PASSAGE THROUGH WORK AREA FOR EMERGENCY VEHICLES SHALL BE PROVIDED AT ALL TIMES. 3. DEVICES SHALL NOT ENCROACH INTO ADJACENT LANES. 4. ALL SIGNS 48" X 48" B/0 UNLESS OTHERWISE SPECIFIED. 5. CHANNELIZATION DEVICES ARE 28" REFL. CONES. 6. ALL SPACING MAY BE ADJUSTED TO ACCOMMODATE SITE AT INTERSECTIONS AND /OR DRIVEWAYS AS NEEDED. 7. WORK DAYS ARE - MON. THRU FRI. F -> ss 5$70M011 (O PER ML11cDl a,.. Rural Roods 45 MPH_ 500' -i_� UfbcI memo It & Pad Roads 35140 MPH 350' -/. LEGEND c TRAFFIC SAFETY CONE ~ 7 FLAGGER STATION t'`tia, WORK ZONE SIGN SPACING = X (FEET) Rural Roods lkbon Stree5 Reddens s & Runes Districts Al signs are 48" Y. 45'. block on orange unless otherwise designated GENERAL NOTES 25/30 MPH 200' -/- '1N3Wl000 3H1 AO Jllll`dfO 3H101 S11130110N SIHI NVH NV310 9931 SI 31/11VZ1A SIH. NI 1N314411100a 3H1 AI :30110N TRAFFIC CONE .,� \ SPACED © 20' \ :UUPfl(CNJ:. (FILE s c*a.IrEFTI 1 TAPER TANGENT '20 2o: \ l TAPER 100' MAXIMUM MA5RAIN lo' / LAM OF TRAVEL 1APER loo MAX'MUM 200 t /- ORASSITE ALLOWS APPROVAL IS CONTINGENT UPON NOTIFYING 24 HOURS PRIOR TO STARTING THE ACTUAL WORK AT TRAFFIC CONTROL PLAN APPROVAL DATE BY S W20 -1 CONTRACTOR WILL BE UTILIZING CLOSURE FOR PURPOSE OF MAKING A WATER MAIN TIE -IN CONNECTION AND OTHER RELATED WORK. NORMED BUILDING THE HOURS OF WORK WITHIN CITY RIGHTS -OF -WAY FOR THIS PROJECT SHALL BE BETWEEN 7AM - 7PM NOTE: THIS TRAFFIC PLAN APPROVAL IS ONLY VALID FOR A PERIOD OF _ CALENDAR DAYS FROM THE DATE OF APPROVAL GIVEN HEREON. Contractor SCOTT FIERST Phone Number (orrice) 253 - 863 -0965 Phase Nunber the* co- Prepared By Roger Munson Phone Number 206 - 523 -4045 ; I W20 - NOT TO SCALE Protect None 0./ j�Q NORMED WAREHOUSE Protect Locallon TUKWILA, WA boq 11 -19- 2006 '] 1 KNIGHT EXCAVATING Sheet !Amber 253 -863 -0961 1 of 1 S lip NATIONAL BARRICADE CO. [LC I ESSAB.FJ[C is. 1751 j 10 -02 -2007 DAVID KEHLE, ARCHITECT 1916 BONAIR DR SW SEATTLE WA 98116 RE: Permit No. D04 -415 4320 S 131 PL TUKW Dear Permit Holder: City of Tukvs'iia Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director In reviewing our current records the above noted permit has not received a fmal inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 11/14/2007 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, J trjfer Marshall, Permit Technician xc: Permit File No. D04 -415 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 z 1 Z .0- it 2 J 00 coo w ui W L Q . D. �W Z Z1- � t] 0 GI 1-- W W LLO .. U= O z Brenda Holt - Nor Med From: Donald Tomaso To: Brenda Holt Date: 03/05/2007 3:54 PM Subject: Nor Med Here is the new address for the new building that Nor Med has. Tax parcel # 7349200135, new address of 4320 - S. 131st. PI. with the following suite numbers, starting at the far North end of the building with suite 100, 120, 140, and 160 being the far South suite. Thanks Don lufwitilLkieko P-bi\ Po bud 3im 6eat2bLb 9812-6f Page 1 of 1 file: / /C:\Documents and Settings \Brenda \Local Settings \Temp \XPGrpWise \45EC3D23tu... 03/05/2007 February 9, 2007 David Kehle 1916 Bonair Dr SW Seattle WA 98116 cry of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 to Revision #3 Development Permit Application Number D07 -036 Normed — 4310 S 131 PI Dear Mr. Kehle, This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Fire Department. At this time the Building, Planning, and Public Works Departments have no comments. Fire Department: Alan Metzler, at 206 575 -4407, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted throuMh the mail or by a messen>aer service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, arshall ician encl File No. D04 -415 P:Uennifer\Correction Letters\2004\D04 -415 Corr Ltr #1 Rev 3.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Steven M. Mullet, Mayor Project Name: Normed 4310 S 131 PI Permit File No.: D04 -415 Date: February 7, 2007 FIRE DEPARTMENT REVIEW COMMENTS Reviewer: Al Metzler Fire Protection Project Coordinator (206)575 -4407 1. Provide a ceiling plan showing smoke vent layout. 2. Provide a FPE stamped analysis verifying fusible link temp. selection is appropriate. 3. Submit an engineered proposal for manual vent operations activation for sprinkler riser room. r4 Le. S david kehle January 31, 2007 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Mr. Bob Benedicto Re: NorMed "Deferred Submittal" Smoke Vents Dear Bob, After our phone conversation and your e-mail relative to smoke vents, I am enclosing two copies of shop drawings for your review and approval. They are UL listed, have automatic operation via fusible link set at 370 (sprinkler is at 286 ° ) and is capable of manual release. I trust these will meet with your approval. Sincer David Ke e DK/mt Enclosure: Two copies smoke vents Cc: Jonathan Bingham 0441 /tukwilalet1 -31 -07 1916 Bonalr Drive S.W. Seattle, WA 98116 (206) 433 -8997 fax (206) 246 -8369 email: dkehle @dkehlearch.com .O. davoci kehle architect October 6, 2006 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Mr. Ken Nelsen Re: Dear Ken, NorMed II — 004 -415 4310 So. 131s Place RECEIVED c r< OF TUKWI A OCT 0 6 2006 PERMIT CENTER As a follow up to our phone conversation today regarding the above mentioned project, the following is the updated information: 1. General Contractor: Donovan Brothers P.O. Box 818 Auburn, Washington 98071 Attn: Mr. Ray Atwood Contract License #DONOVBI09405 2. Special Inspections: a. Concrete, rebar, high strength bolts, expansion bolts, epoxy adhesive fasteners and welding: Otto Rosenau and Assoc. 6747 Martin Luther King Way So. Seattle, Washington 206- 725 -4600 b. Soil bearing, compaction, site soil preparation, and foundation excavations: Terra Associates, Inc. 12525 Willows Road Suite 101 Kirkland, Washington 98034 425 - 821 -7777 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 (206) 433 -8997 FAX (206) 246 -8369 email: dkehle @dkehlearch,com • v. Mr. Ken Nelsen City of Tukwila Re: NorMed — D04 -415 October 6, 2006 Page 2 Should you need anything else, please call. DK/mt cc: Mr. Larry Shaw Mr. Ray Atwood a:\0441 \citylet10 -6. L August 17, 2006 David Kehle David Kehle, Architect 12720 Gateway Dr, Ste 116 Seattle, WA 98168 RE: Request for Extension Development Permit No. lr 1`g NorMed — 4310 S 131 PI Dear Mr. Kehle: This letter is in response to your written request for an extension to Permit No. D04 -415. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending the expiration date of your permit for an additional 180 days from the receipt of your request (through January 31, 2007). If you should have any questions, please contact our office at (206) 431 -3670. File: Permit No. D06 -032 Permit No. M06 -018 City of Tukwila Department of Community Development Steve Lancaster, Director P:Vennifer\Extension Letters\Pennits\D04 -415 Permit Extension.doc jem Steven M. Mullet, Mayor Page 1 of 1 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 - 3670 • Fax: 206 - 431 -3665 w re 6 J U O 0 CO 0 W= J I.... • u, w 0 • Q (0 d Z ZO LLI U O N O I- w p O ui U N O Z t Le S kehie d � arc August 2, 2006 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Building Official Re: NorMed II 4310 So. 131 Place (D04 -415) Dear Building Official, l am in receipt of a letter from the permit technician regarding the above project and that the permit needs to be extended. NorMed has been constructing the wetland and bank grading and stabilization the past months. The delays encountered have put the building construction behind schedule. We are currently re- bidding the project and NorMed would like to start the building shell this month. I am therefore requesting a 180 day extension to this permit to allow construction to start and finish. Work has started (the wetland was a part of the permit) with inspections, etc. occurring along that area of construction. It's just that the building construction has not started and a final inspection could not be called for. If you have any questions, please call. S i David Kehle DK/mt cc: Mr. Larry Shaw 04411citylet8-2 -06 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 6xr iv Vi I Iif4 RECEIVED AUG 0 4 Z006 D EVELOPMENT (206) 433 -8997 FAX (206) 246 -8369 email: dkehleadkehlearch.com 07 -28 -2006 DAVID KEHLE, ARCHITECT 12720 GATEWAY DR, SUITE 116 TUKWILA WA 98168 RE: Permit No. D04 -415 4310 S 131 PL TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if• the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 09/02/2006, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, xc: rshall, ermit'1 eshnician Permit File No. D04 -415 Ci,y of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 TO Jill Mosqueda, PE Date February 10, 2006 Company City of Tukwila Public Works Department Phone Address 6300 Southcenter BLVD, STE 100 Fax Tukwila WA 98188 Job No. 21- 1- 20436 SUBJECT Signed Contract =III SHANNON &WILSON, INC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS SEATTLE • RICHLAND • FAIRBANKS • ANCHORAGE • ST. LOUIS • BOSTON • DENVER Martin W. Page, P.E., L.E.G. Associate TRANSMITTAL THE FOLLOWING ITEMS ARE TRANSMITTED: 400 N. 34 STREET, SUITE 100 P.O. Box 300303 SEATTLE, WASHINGTON 98103 206.632.8020 FAX 206.695.6777 ITEM DOCS DATE No. DESCRIPTION NORMED DEVELOPMENT Per your request - For your approval - For your information - For your files For your review - For your action- Return with comments - Other Hi Jill Enclosed are the geotechnical documents we reviewed for the NORMED development peer review.. Feel free to call me at (206) 695 -6875 if you have any questions.. RECEIVED FEB 1 3 2006 TUKWILA PUBLIC WORKS 21 -1- 20436 -001 Post -It• Fax Note 7671 Date 2 _ 6 Imes. TO nTi 1 Mo AAA, � ' From D�dA t ,, Co. Dc. ► 1 ` � -n.c.v coJ�t. Pubt i c. *0 445 Phone K Phone I Feu # Fax # ) • FROM : DAU KEHLE, ARCH ITECT Jill Mosqueda, 10:14 AM 2/15/2006 -0800, NorMed D4-415 Revisions To: Jill Moaqueda <jmosqueda@ci.tukwila.wa.us From: David Kehle <dkehleedkehlearch.com> Subject: NorMed 04415 Revisions Cc: : Attached: Hi Jill, Would you please check on this for me? Thank you for your help. David Kehle David Kahle, Architect 12720 Gateway Drive Suite 116 Seattle, Washington 98168 206-433-8997- phone 206-246-8369 - fax Printed for David Kahle <dkehle(dkehiearch.com> FAX NO. : 206 246 8369 Feb. 15 2006 10:31RM Fl PERMANENT FILE cc I just received a breakdown of the costs of Revision Si for the above project and I am wondering if you remembered that Lary Shaw cut you a check for $2,000 for the peer review already. The breakdown states that the he owes for the Public Works Peer Review which states $3,000. ' e C0 4 Q o o f� 0 J�- 9 A JU 0 N 0 . W= � u. WO 1 Q d = W H Z Lu U O 0— o ff W W H0 rL O w F- Off' z i Jill Mosqueda - Re: Permit Fees for D04 -415 &15 Page 1 From: Brenda Holt To: Lawrence M. Shaw Date: 2/15/06 3:38PM Subject: Re: Permit Fees for D04 -415 & D05 -016 The balance owing for D04 -415 is as follows: $2,485.67 - Public Works Additional Plan Review $1,000.00 - Public Works Peer Review (balance from Permit No. D05 -016) $2,510.67 - Public Works Additional Permit/Inspection Fee $5,996.34 - TOTAL There is a zero balance for D05 -016. Any further questions, please let me know. Thank you - Brenda Holt Permit Coordinator City of Tukwila 6300 Southcenter BI, #100 Tukwila, WA 98188 (v) 206 - 431 -3672 - (0206- 431 -3665 http: / /www.ci.tukwila.wa.us »> "Lawrence M. Shaw" <Ishaw @normed.com> 02/15/2006 3:20:56 PM »> Brenda Holt: Could you please itemize the costs for the above permit revision. I understand from Jill Mosqueda that a $2000 deposit needed to be applied to the originally quoted fee. Thank you. Lawrence M. Shaw NorMed -Shaw Partnership CC: David Kehle; Jennifer Marshall; Jill Mosqueda P ERMANENT FILE COPY z re w 0O U) 0 w= J N wO w < = w I- _. z � I- O Z I- w w U D ON 0 I-- = 9 - - O w z U = O~ z CI, y: \General \3004 ('vlemos \D04- 4I5 -7.doc City of Tukwila Conditions to be Added to Revised D04 -415 PLANNING DIVISION COMMENTS DATE: February 10, 2006 CONTACT: David Kehle, David Kehle Architects RE: D04 -415, NorMed Warehouse and Wetland Creation ADDRESS: 4310 S. 131 Place, Tukwila The revised permit D04 -415 is approved by the Planning Division with the additional conditions noted below. If you have any questions, please contact Carol Lumb 206 - 431 -3661. I'cige I of I Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 1. Adolfson must visit the site prior to planting to evaluate the depth and condition of the soil amendment. Any remedial action Adolfson determines is needed must be reported to the City either by e -mail or letter. 2. A drip irrigation system must be used to water the plants during dry periods until plants are completely established. 3. Please identify the owner's representative who is responsible for verifying conformance to the plant schedule and characteristics. 4. Written verification must be received from the wetland biologist that the wetland mitigation plantings have occurred per the approved mitigation plan. 5. 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. 6. Prior to the 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. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431 -3665 z � t� � a � J U 00 a , 0 W = 0 u. w g � u. ¢ co z d . F w z � I— O Z I- uj • p O N : • F- 111 w w z U = 0 F' z ✓....1 �....+.a. err. W... s-..: 3iu. wi.:.: 31.f:;:3:::''...w.i%*ati. {sYu'. ..' wV'} JiiY "tiw+u�k4A:.iy�.w1N1.YA*V.AY AwW tsnA Wrin f« MICRO COM SYSTEMS LTD. ATTENTION n The next image may be a duplicate of the previous image. E. Please disregard previous image. n Please disregard previous 2 images. fl Please disregard previous 3 images. n Other: z 4— Ili re 2 J U O N CO ID J W p } u. N d I-- ▪ III Z � I- O Z I- W Dp U O - O F- W • U u. lil U N. O ~ z 164-1141 La 14 ffolillikunftRoffd fr° irk i irk 9 6 ir irk irk irk irk irk irk irk irk irk re 5 J U ' U O 111 • = N LL w O 2 L a a . = W I- _ z �.. o . Z w w 0 O -, U 1- W uu H U . 1 LLi z. U I. z C1. q: \General \2004 M-lemos \D04- 415 -7.doe City of Tukwila Department of Community Development Steve Lancaster, Director DATE: February 10, 2006 CONTACT: David Kehle, David Kehle Architects RE: D04 -415, NorMed Warehouse and Wetland Creation ADDRESS: 4310 S. 131 Place, Tukwila The revised permit D04 -415 is approved by the Planning Division with the additional conditions noted below. If you have any questions, please contact Carol Lumb 206 - 431 -3661. Conditions to be Added to Revised D04 -415 PLANNING DIVISION COMMENTS 1. Adolfson must visit the site prior to planting to evaluate the depth and condition of the soil amendment. Any remedial action Adolfson determines is needed must be reported to the City either by e -mail or letter. 2. A drip irrigation system must be used to water the plants during dry periods until plants are completely established. 3. Please identify the owner's representative who is responsible for verifying conformance to the plant schedule and characteristics. 4. Written verification must be received from the wetland biologist that the wetland mitigation plantings have occurred per the approved mitigation plan. 5. 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. 6. Prior to the 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. Pare I ul' I Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 - 431 -3665 Z ' J U C.) O `. W= U w w g J: D. �Q cl F=- _ z �. F- z �— U O O N . o I- w u. - ~O id z z i;,1A.4:1-4. ".:rui,1ax6.6411 i,a w.r 1 r1 pig kehle � Art tw: February 1, 2006 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Ms. Carol Lumb Re: NorMed II (D05 -016 & D04 -415) Dear Carol, I have asked each team member to respond to your latest comment letter dated January 18, 2006, received January 24 regarding the above referenced project. The following is a recap of your letter: 1. Rock Revetment: C5/11 has added the location of the rock revetment with adequate verbiage for the contractor to construct. (Revision flag #9. 2. Top soil will not be placed (more erosion) but will be hydroseeded with an erosion control mix (see Adolfson letter). 3. Trees are protected and we will not install signage (see Adolfson letter). 4. Landscaping along Macadam Road will be installed per plan (see Adolfson letter). 5. The silt fence along parking lot will be re- installed (provided access). 6. See Adolfson letter. 7. See Adolfson letter. I believe all issues have been discussed. Four complete sets have been included with the only new sheet being C5/11 (clouded revision 9). I trust this will answer your concems adequately. Since we will be deleting the retaining wall permit, I have included only four sets for the main permit. Please rescind the wall permit (D05 -016). If you have any questions, please feel free to call. David Kehle Enclosure: Four sets (civil & landscape & Adolfson) Letter from Adolfson dated Jan. 30, 2006 PS The right of way use permit is ready to pick up. 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 (206) 433 -8997 FAX (206) 246 -8369 email: dkehle@dkehlearch.com 1 MEMORANDUM DATE: January 30, 2006 TO: Carol Lumb, City of Tukwila FROM: Mark Epstein, Landscape Architect CC: Dave Kehle; Larry Shaw; file RE: Response to Comments NorMed: D05 -016 and D04 -415 A D O L F S O N Envi ro n' nen -taf So Auti o n s Adolfson Associates, inc. ( Adolfson) is pleased to provide this memorandum to the City at the request of Mr. Larry Shaw of NorMed Partnership (Owner). This memo is in response to the Planning Division Comments of Correction Letter #2 for Revision #1, in a letter to David Kehie, Architect dated January 24, 2006 (Planning Division Comments dated January 18, 2006). Our responses are numbered in accordance with the Planning Division Comments. 1. Barghausen Engineers will provide the civil drawing showing the location and details of the rock revetment. 2. Topsoil will not be placed over the rock revetment and it will not be seeded. The rock is approximately 12" deep and up to the ground surface. The seed will be an erosion control mix sprayed onto the slope from above in a hydroseed slurry combined with fertilizer, mulch, a tacking agent and soil binders. The seed mixture will be 40% Red Fescue (Festuca rubra); 40% Perennial Rye (Lolium perenne); 10% Colonial Bentgrass (Agrostis tenuis); and 10% White Dutch Clover (pre - inoculated Trifolium repens). 3. Trees located within the two wildlife corridors will be retained and protected with temporary fencing until construction activities have been completed. The Owner will omit the wildlife crossing signs from the construction contract. 4. The landscaping shown along Macadam Road in our original planting plan will be installed per that plan, with slight adjustments to plant locations to account for the exclusion of the retaining wall. 5. The owner will eliminate the gap in the silt fencing at the existing parking lot. 6. Plant installation on the steep slope is the responsibility of the contractor. The erosion control blanket will be installed prior to planting shrubs and trees, which will minimize slope disturbance and allow better footing for contractor personnel. We anticipate the contractor will employ safety ropes from the top of the slope, with workers rappelling down the steeper slopes, cutting into the erosion blanket and installing each plant with a shovel or planting dibble. The Owner has agreed to include drip irrigation from soaker hoses set on the ground surface. 7. Adolfson will visit the site prior to planting to evaluate the depth and condition of the soil amendment. We understand that recent rains may have removed some of the topsoil and soil amendments added to the mitigation area, thereby changing the depth and /or condition of the site. Please feel free to contact me if you require any further clarification. Please note that our comments have been based upon our experience on site and conversations with the property owner. Adolfson did not conduct a site visit in support of this memo. ADOLFSON ASSOCIATES, INC. 5309 Shilshole Avenue NW, Suite 200 Seattle, WA 98107 Tel 206 789 9658 www.adoltou.com Fax 206 789 9684 Z ,_— Z w 6 0O 0 w i- W 2 Q = d w Z = O Z I— LLI ON O F- w H� 4O .Z U = O Z January 24, 2006 David Kehle David Kehle, Architect 12720 Gateway Dr, Ste 116 Seattle, WA 98168 RE: CORRECTION LETTER #2 for Revision #1 Development Permit Application Number D04 -415 Normed — 4310 S 131 PI Dear Mr. Kehle: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning and Public Works Departments. At this time the Building and Fire Departments have no comments. Planning Department: Carol Lumb, at 206 431 -3661, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal: I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted throurih the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, encl arshall Omit( hnician xc: File No. D04 -415 City of Tukwila P:Vennifer\Correction Lettersk2004\D04 -415 Correction Ltr 42 Rev I.DOC jem Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 z z rew 6 U U CO CO ILI -I _ i U) a. w 2 u_Q co d z � O z H U O — O I— w w • U u. 0 iii Z U = 0 l- z DATE: January 18, 2006 CONTACT: David Kehle, David Kehle Architrects RE: D04 -415, D05 -016 ADDRESS: 4310 S. 130 Place PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206 -431 -3661. 1. The November 10, 2005 report prepared by Terra Associates recommends constructing a rock revetment over the portion of the slope face where seepage is occurring in the vicinity of boring B -1. The civil drawing C5 submitted on December 21, 2005 does not show this revetment. Please revise the drawing to show the location of the revetment and provide a detail of the revetment for the contractor. 2. Adolfson's memo indicates that the rock revetment will be hydroseeded after placement of the erosion control blanket over the top. Does this mean that some topsoil will be placed on top of the rock underneath the erosion control blanket? Please clarify. What seed mix will be used for the hydroseeding? 3. The- requirement for wildlife crossing signage is rescinded. The trees that are located in the two wildlife corridors must remain and continue to be protected with the temporary fencing. 4. Since a revised site landscaping plan was not submitted, it is assumed that the landscaping along Macadam Rd. South will be installed even though the retaining wall is being eliminated. If this is not the case, then a revised landscaping plan must be submitted and approved. 5. There is still a breach in the silt fencing facing the existing NorMed parking lot. The opening must be closed to prevent sediment from entering the wetland and stream. If a temporary closure is necessary for maintenance purposes, it should be limited in size to allow only passage of personnel and not heavy equipment. 6. Given the very steep slopes that will remain after grading is completed, the City has concerns about how the slopes can safely be planted and maintained. Please explain. Since planting has not yet taken place, plant survival will be compromised if irrigation is not installed. Drip irrigation will be necessary to ensure plant survival until plants are established. Overhead watering will simply run -off down the slopes and is, therefore, not acceptable. 7. Given the sediment transfer that has occurred during the recent heavy rains and that the plants have not been installed per the approved wetland mitigation plan, prior to planting the wetland area, the wetland biologist needs to re- evaluate the site to see if additional soil amendment is necessary. +4 41%∎16 r■ s,uiscJ.. wzrr tYrr' !4}.... d.u:i ,.+.� - .06i' NorMed P.O. Box 3644 Seattle, WA 98124 (206) 242 -8228 January 23, 2006 Ms. Carol Lumb City of Tukwila 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Dear Ms. Lumb: Lawrence M. Shaw Partner NorMed -Shaw Partnership xtPavid NorMed -Shaw Partnership Re: NorMed -Shaw Partnership Permit # D04 -415 /JAN 2 520g5 o EI OPeArfr In response to your letter of January 12, 2006, regarding erosion control on the above noted permit, we have taken the following actions: 1) Installed plastic sheeting where the city's culvert drains on to our hillside property. To minimize erosion at the base of the hill we have extended the sheeting horizontally out into the wetland. 2) Closed temporary openings in the silt control fencing. 3) Covered the entire hillside with an erosion control bonding agent. As the weather improves we will continue with the final grading of the slope and the installation of additional project plan erosion control features. Sincerely, lmmadiat9 Care Medical SUDDfAS Z '~ w U0 to W= r H N � w 0 g Q co d F t: uj Z = I— O Z w 0 ON cu— wW u- w z 0 z January 12, 2006 Mr. Larry Shaw NorMed 4310 S 131 Place Tukwila, WA City of Tukwila RE: NorMed, Permit Number D04-415 Dear Mr. Shaw: I visited the NorMed site with our environmental specialist, Sandra Whiting on January 11, 2006 and we observed significant active erosion of the slope in numerous locations and sediment transport into the newly created wetland and Southgate Creek. In addition, stormwater from a culvert that crosses under 42 Avenue South is discharging directly to the ground, causing significant erosion of the slope. There also appear to be groundwater seeps in the same area that are causing erosion. As you may be aware, your contractor was instructed by Public Works during an inspection on December 12, 2005 to implement the Temporary Erosion and Sediment Control plan (TESC). This has not been done, and you are in violation of Tukwila Municipal Code 1430.050 (Stormwater Management, Compliance) and 1430.070 (Stormwater Management Standards). You must take immediate steps to temporarily stabilize the slopes, per the recommendations in the Shannon and Wilson letter of January 5, 2006 and the Terra Associates letter of November 7, 2005. In addition, you must take steps to dissipate the energy from the storm water discharging to the slope from the culvert and seeps on the southwest part of the site. In resolving these issues, work in the stream must be avoided because salmon may be migrating now. You must also designate an Erosion Control Supervisor in accordance with the TESC. You must implement these control measures no later than January 13, 2006. A report of the actions taken must be provided to the City by Tuesday, January 17, 2006. You must also provide the City with the name and contact information of the Erosion Control Supervisor. Your failure to carry out these erosion control measures will result in an enforcement action. The existing slopes and the erosion and sedimentation that have occurred at the site raise doubts about.the satisfactory implementation of the remainder of the wetland mitigation plan. We will address our concerns about this in our response to the comments received from David Kehle dated December 19, 2005 on the proposed revisions to D05 -016 and D04 -415. • CI_ q:/NorMed/2004 SEPA RU Revisions /Shaw.doc Page I oI'2 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206.431 -3665 PERMANENT FILE COPY Department of Community Development Steve Lancaster, Director 01/12/2006 11:51 AM Steven M. Mullet, Mayor Mr. Larry Shaw NorMed January 12, 2006 Once the water in the stream recedes, the site will need to be inspected to determine if additional best management practices will be needed to protect the stream and wetland from future erosion and sedimentation. If you have any questions, please call me at 206 - 431 -3661. Sincerely, Carol Lumb, Senior Planner cc: Sandra Whiting, Urban Environmentalist, DCD Nora Gierloff, Planning Manager Jim Morrow, Director, Public Works Jill Mosqueda, Engineer, Public Works Department Greg Villanueva, Project Inspector, Public Works Department Larry Fisher, Washington Department of Fish and Wildlife David Kehle, David Kehle Architects CL q:/NorMed/200-1 SEPA RU Revisions /Shaw.doc Page 2 of 01/12/2006 11:51 AM z re 2 w, 00 U ILI -1 H NIL wO u. Q � w t-- _ F— zo w o : of w 1C 0 u j w Z 0 z ' ,0 �i�e architect December 19, 2005 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Ms. Jennifer Marshall Re: NorMed II D05 -016 & 004 -415 4310 So. 131 Place Dear Jennifer, responses are as follows: 4. The original TESC had shown an erosion control fence at the edges of existing to new wetland which is still in place. Now that we have completed the stream and wetland relocation and the hillside is not complete, we will add an erosion control fence at the base of the hill (see revised civil sheet/Barghausen). 5. Slopes are now going to be accessed from Macadam Road with long reach equipment Thus we will be out of the "emerging" wetland and don't have to go across the stream. There are no wetland plantings in place yet and nothing but hydroseed on the hill, so no impacts will be done. 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 >�4..9:.u{.;N:•LL4.4n, oi141tiJRµL«.`YYti. • z iz w � U U ❑ LU J = N LL RE CITY OF TUKWIIA pit; 2 CEIVED 2005 w o LL PERMIT CENTER I-- III Z = ri- 0 w ~ w 0 o - The following comments are in response to City comments from two agencies. These w w - A. Plannina Dept. Comments — 12/5/05 Carol Lumb Z 1. Since the removal of the wall now allows more planting and the slope of 1 -1/2 to 1 will 0 still be stable, the landscape really is not impacted other than quantity or spacing. o Adolfson response. P Y P q rty paang. See also Z 2. The "seepage" revetment is a very small area (5' x 20') and is relatively insignificant in the scope of the project. See Adolfson response and plan revision showing locations. 3. The revised submittal does reflect the revised planting plan relative to no wall and no changes were done because the slope change from 2 to 1 to 1 -1/2 to 1. See also Adolfson response. (206) 433 -8997 FAX (206) 246 -8369 email: davek ©dkehlearch.com Ms. Jennifer Marshall City of Tukwila Re: NorMed — D04 -415, 005 -016 December 19, 2005 Page 2 6. The Adolfson plans were changed to reflect the removal of the wall and really, no changes were necessary. In addition you noted a "breach" in two locations of the silt fence. I was at the site today and saw two "access" areas from the upland to the wetland to enable maintenance — are those what you're looking at? We could put in a removable section of silt fence if you are concerned. Also, since there is no wall anymore, do we get rid of the "habitat crossings" since the entire hill is now accessible? B. Public Works 11/23/05 Jill Mosqueda 1. The $2,000 check for the "peer review" was delivered to Public Works on 12/7/05. Thank you for your reviews. care David Kehie DK/mt Enclosure: Civil Sheet C5 of 11 cc: Mr. Larry Shaw w /enclosure Mr. Ali Sadr w /enclosure Mr. Mark Epstein w /enclosure a:10441 bitylet12 -19-05 .YJ MEMORANDUM DATE: December 20, 2005 TO: Carol Lumb, City of Tukwila FROM: Mark Epstein, Landscape Architect CC: Teresa Vanderburg; file Please contact me if you require any further clarification. RE: Response to Comments NorMed: 005 -016 and 004-415 A D 0 L P$ 0 N Eryviro►v►neratat So toll on-s This memo is in response to the Planning Division Comments of Correction Letter #1 for Revision #1, in a letter to David Kehle, Architect dated December 8, 2005. Our responses are numbered in accordance with the Planning Division Comments. 1. There will be no impacts to the new wetland as a result from re- grading the slope in order to eliminate the need for the retaining wall. We understand from Barghausen Engineers that the new slope was started at the existing toe of slope, resulting in no change to the wetland area or perimeters. 2. Our understanding is that the rock revetment (as detailed in the Slope Evaluation study by Terra Associates dated November 7, 2005) to control seepage on the slope will be installed in one location encompassing an area approximately 20'x30' near the top of the slope. This area cannot be planted with trees or shrubs, however the rock will be covered with erosion control blanket and hydroseeded. We will field- adjust the plants proposed for this area to other locations so the number of plants installed will remain the same. 3. We propose no change to the buffer planting plan except the adjustment noted in #2 above. We concur with the use of an erosion control blanket along the entire slope face. Plants may be installed after blanket installation by cutting an "X" through the blanket for each plant and installing per our slope planting detail shown on our plans. Each plant should be protected from spray during the hydroseeding operation. 4. A temporary erosion control and sedimentation plan for slope re- grading is being prepared by Barghausen Engineers. 5. Our understanding is that slope re- grading will be performed from the top of the slope and no work will occur in the wetland. We anticipate no impact to the wetland plants or plantings on the slope as a result of the regarding. All grading work should be completed and the erosion control blanket in place before planting begins. 6. As stated in responses #2 and #3, we propose no change to the approved landscaping plan except for a change in location for plants displaced by the rock revetment. We propose to make those changes in the field based on the site conditions after grading. ADOLFSON ASSOCIATES, INC. 5309 Shilshole Avenue NW, Suite 200 Seattle, WA 98107 Tel 206 789 9658 www.adnllsnn.com Fax 206 789 9684 Quantity Description 1 Plan set Revision 1 1 Draft EIS — Geotechnical study by Assoc. Earth Sciences, Inc. 09.10.2001 1 Geotechnical Report by Terra Associates, Inc. 11.17.2004 1 Geotechnical Report by Terra Associates, Inc. 11.07.2005 (P.O. Box 300303) Seattle, WA 98103 These are transmitted as checked below: [X] Detailed Review [ ] Approved as noted LETTER OF TRANSMITTAL City of Tukwila Public Works Department Development Section TO: Shannon & Wilson, Inc. Date: December 14, 2005 400 North 34 Street, Suite 100 Attention: Martin Page, P.E. RE: Normed Retaining Walls D05 -016 206.632.8020 Attached is the following: [X] Plans [ ] Letter [X] Reports [ ] Easements [] Other [ ] As requested [ ] Returned for correction [ ] Submit mylars [ Remarks /Comments: Applicant proposes eliminating retaining wall on slope /embankment that supports Macadam Rd S (42 Av. S.). Please provide a price quote and a contract for Geotechnical peer review. Please return all materials once the contract is closed. If you have questions / comments, please contact me at 206.431.2449. cc: File # D05 -016 D05 -415 Signed: 6300 Southcenter Boulevard Suite 100 z Tukwila, WA 98188 -2544 Z (206) 433- 0179/Phone (206) 431- 3665/Fax re 2 PERMANENT FILE COPY No J F-- w u. • d • w z � o w U � O N o ff w w U. z w O ~ L. Jill Mosqueda, P.E. Public Works Development Engineer z wtv.. n,. .w+.i <mv.ibx4a4:l�.i`w+.:1G"lkz KLG::k:.4+:^tS' '�- • �'113:v.'Wrj43^.�uii,:17.'i tfl:aW: i3kus� '��ili.YrY.k�it�21'aAnn.b.4'w': / :wiu4ri.:.v.l�e'�.t'+.�m...�v.. . INVOICE DATE 12/28/2005 CONTRACT OR PURCHASE ORDER FILE # D05 -016 AUTHORIZED FEE $ 3,000.00 JOB NUMBER 21 -1 -20436 (01) PROFESSIONAL SERVICES TOTAL TO DATE PREVIOUS BILLINGS DUE THIS PERIOD Fed. I.D. #91- 0745357 400 N. 34th St., #100 06933 CITY OF TUKWILA Attention: MS. L. JILL MOSQUEDA, P.E. P W D / DEVELOPMENT SECTION 6300 SOUTHCENTER BLVD, SUITE 100 TUKWILA, WA 98188 -2544 JOB REFERENCE GEOTECHNICAL ENGINEERING SERVICES NORMED RETAINING WALLS MACADAM ROAD SOUTH, TUKWILA, WA THIS PERIOD FROM: 12/11/2005 Phase Code / Name 001 - PEER REVIEW Lump Sum 100% Complete SHANNON 6W LSO NI, INC. Geotechnical and Environmental Consultants P.O. Box 300303 Seattle, Washington 98103 TO: 12/24/2005 • Invoice Totals ='l' PERMANENT FILE COPY RECUVED DEC 3 0 2005 TuKWILtd PUBLIC WORKS 3,000.00 3,000.00 OK TO PAY 4s� APPROVAL Please pay from this Invoice. Net 30 days. Late charge of 1.5% per month on past due accounts Fax #(206) 633 -6777 Telephone: (206) 632 -8020 Invoice No : 73376 0.00 0.00 3,000.00 3,000.00 s ' QUANTITY . ^? 4 DESCRIPTION FUND DEPT BASUB . ELEMENT T OBJ SUB OBJ AMOUNT . (... 2 fr I^ k i (X. 4 Ksf v v_ 1 606 )3, S .Sr) 6 = t r t t, f (,, ;jf ,011 L C'tAA. I <> ( 7 >1 ,r i 16 \ e 1 } ' 3-( CJ h ; \ I; ;,,/ I a J .: ,) 0 i C5 i e OA N t / Zni Vats e. .Aj ), r /1 2na6, SHIP TO CITY OF TUKWILA 6200 SOUTHCENTER BLVD • TUKWILA, WASHINGTON 98188 • (206) 433 -1800 OTHER SOURCES DEPARTMENTAL APPROVAL VENDOR NAME & ADDRESS _\ 1 2c. ` 4 i ll. 3 10 3 DEPT. EXECUTIVE APPROVAL VENDOR COPY 1 VENDOR CODE (FOR FINANCE USE ONLY) t Y' DEPT CODE STREET ADDRESS n VERBAL QUOTE n WRITTEN QUOTE QUOTE 1i , PURCHASE ORDER ti ( 32062 THIS NUMBER MUST APPEAR ON ALL PACKAGES, INVOICES, AND CORRESPONDENCE. QUOTE TUKWILA, WA Z Z IY W i 0 N co Lti J } W 2 fA u zI- ui 0 O — O H W W L O .. W U= O ~ z I December 8, 2005 David Kehle David Kehle, Architect 12720 Gateway Dr, Ste 116 Seattle, WA 98168 RE: CORRECTION LETTER #1 for Revision #1 Development Permit Application Number D04 -415 Normed — 4310 S 131 PI Dear Mr. Kehle: Ciz of Tukwila Department of Community Development Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning and Public. Works Departments.•At this time the Building and Fire Departments have no comments. Planning Department: Carol Lumb, at 206 431 - 3661, if you have questions regarding the attached memo. Public Works Department: Jill Mosqueda, at 206 431 -2449, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or . other documentation. The.City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, wjActice, ni er arshall rmit Technician encl xc: File No. D04 -415 P:Veimifer\Correction Letters\DO4.415 Correction Ltr #1 Rev I.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 -431 -3665 6 U U 0 (no 11.1 t` Cr) u_ w 0 2 u_? w a =w z � � z I— w • w U � O - � 1— w u w z U = 0 z DATE: December 5, 2005 CONTACT: Dave Kehle, David Kehle Architects RE: NorMed: D05 -016 and D04 -415 ADDRESS: 4310 S. 131s Place PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206 - 431 -3661 or you may contact Sandra Whiting, Urban Environmentalist at 206 -431 -3663. 1. The plans do not make it clear what, if any, impacts to the new wetland will result from re- grading the slope in order to eliminate the need for the retaining wall. The applicant's wetland consultant should review the plans and provide input. 2. The plans do not indicate if or where the rock revetments will be put in place along the seeps as recommended in the geotechnical report, nor are design details provided for these revetments. If the revetments are not proposed, applicant must explain how the seepage issue will be controlled to maintain slope stability. Installation of extensive revetments is not necessarily appropriate for the wetland buffer and, therefore, if control of seepage is needed, the applicant should develop alternative techniques more in keeping with enhancement of the buffer function. This should be coordinated with the applicant's wetland consultant. 3. Any changes to the approved buffer planting plan resulting from re- grading the slope should be reflected in a revised planting plan and submitted for approval. The applicant's wetland consultant should review the use of the proposed erosion control blanket with respect to the planting plan. 4. A temporary erosion control and sedimentation plan will need to be implemented to prevent sediment from entering the wetland and the stream during re- grading. 5. Will the slopes be accessed through the wetlands and across the relocated stream to carry out the re- grading? If so, how will impacts to these sensitive areas be mitigated? What are the impacts to the wetland plantings that go up the slope? 6. The plans provided do not indicate whether any revisions are proposed to the approved landscaping plan. In addition, at site visit today it was observed that the silt fencing has been breached in two locations. This must be repaired as soon as possible or you will be cited for a code violation. t.e .:.;YRiwkt z re w 6 0 0 N D - _ Q W w 0 u_Q ( o = d w Z I-0 Z I- ui • 0 O • N o wW O w O ~ z • Permit #: D04 -415 D05 -016 Retaining Wall Project Name: Normed 4310S131PI Revision: #2 Review #: 1 Date: 11.23.2005 Reviewer: L. Jill Mosqueda, P.E. CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards The City Of Tukwila Public Works Department (PW) has the following comments regarding your application for the above permit. Please contact me at 206.431.2449, if you have any questions. 1 The revisions trigger a peer review by a geotechnical engineer. Public Works negotiates the contract with an independent geotechnical engineering firm and the applicant pays for the review. Please provide $2000 for initial costs for the review. If the review costs less, the remainder will be returned to the applicant. PW notified applicant of this requirement by phone 11.17.2005. Le. davud ke November 10, 2005 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Building, Planning & Public Works Re: NorMed II - D05 -016 4310 So. 131 Place Dear Staff, The new stream has been relocated and approved by Fisheries and the wetland area has been overexcavated and top soil mix installed ready for planting. In cutting back the hillside for the wetland creation, the hill stability is better than previously anticipated. The soils engineer has done additional testing and has concluded that the slope will be stable at a 1 -1/2 to 1 slope (previously a 2 to 1 slope). This change in the grading will eliminate the need for the retaining wall. I have attached the Soils Engineer Report and revised architectural site plans SD -1, civil drawings 1/2 and 2/2 and Adolfson drawings 1 -5 which reflect the wall deletion and grade changes. We are requesting this owner revision to the retailing wall permit (actually probably void that permit) and revise the building permit accordingly. Please advise if you need anything else from us. S David ehle DK/mt cc: Mr. Larry Shaw w /enclosure Ms. Alison Moss Enclosure: Engineering Soils Report Site, Civil and Adolfson Drawings a:\04411citylet11-3-05retaining 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 PERMANENT FILE Can' CITY OF TUKWILA NOV 1 0 2005 PERMIT CENTER RECEIVED NOV 15 2005 i ut \vvIL k t UBLIC WORKS (206) 433 -8997 FAX (206) 246 - 8369 email: davek©dkehlearch , com z Iz �w QQ � J U 00 co 0 CO Ill J1.- N LL w 0 2 LL Q = • d w z F F- O ZF- LU ui U � O — 0 F- w • o w z U= 0 z October 25, 2005 Normed -Shaw Partnership P.O. Box 3644 Seattle, WA 98124 a/U,e--(—C (/(}.5 Laurie Werle Administrative Technician enclosure City of Tukwila Department of Public Works James E Morrow, P.E., Director To Whom It May Concern: Enclosed is check #319319 for $2,400.00. This check is to refund overpayment of the Cascade Water Alliance Fee on Permit D04 -415. If you have any questions, please contact me at (206)433 -7184. Sincerely, . Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 433 -0179 • Fax: 206 -431 -3665 �a,. .- z ~ w re 6 J 0 00 co J H w 2 to = w ` z F .. 1— 0 z t— w uj n o o N o I- = U H F- U. z w 0I . z . •mo CITY OF TUKWILA, WA 98188 -2544 +i= INVOICE'NUMBER 1024313 �,rn. , �vkia�DEBCRIPTION ', ':r�i1'{{.,�4f "•t �'!' YAi:.:.a „1 .!` ^ ?.`:= . , . , . ,. "�;' . -'�i , ":!;- ','::� ?'N;. CASCADE WATER ALLIANCE REFUND 10/19/2005 P.O. NUMBERi" t . >0; :il 'AMOUNTt ; ariitt 2,400.00 THE FACE OF THIS DOCUMENT HAS A COLORED BACKGROUND - NOT A WHITE BACKGROUND THE BACK OF THIS DOCUMENT HAS AM ARTIFICIAL WATERMARK -HOLD AT AN ANGLE TO VIEW. CITY OF TUKWILA 6200 Southcenter Boulevard Tukwila WA 98188 -2544 PAY Two Thousand Four Hundred . Dollars and No Cents TO THE NORMED -SHAW PARTNERSHIP ORDER PO BOX 3644 OF SEATTLE, WA 98124 ACCOUNTS PAYABLE CHECK PLEASE DETACH BEFORE DEPOSITING PAYABLE THROUGH U.S. BANK 151 Andover Park East Tukwila. WA 98198 008801 10/24/2005 t �S�LTCF�ECIG1''�, FE"��NttMBFR�� , %�'� VV'\y r - NO. 19-10 1250 * * * * ** *2;400.00 • Jill Mosqueda - Earthwork Contractor From: "Lawrence M. Shaw" <Ishaw @normed.com> To: Jill Mosqueda <josqueda @ci.tukwila.wa.us> Date: 9/16/05 10:55AM Subject: Earthwork Contractor Larry Shaw NorMed -Shaw Partnership `rrrrr.. PERMANENT FILE COPY Page Jill: Per our conversation this morning here is the information on the Earthwork oC 2 Contractor: O 0 Contractor Business Name & Address: N w : • H Interwest Construction & Development, Inc. N LL 1425 - 22nd Street NW, Suite E w 0 Auburn, WA 98001 -3334 g g 1 Contact: u. N d: Chad Littleton w. Project Manager Z 253 - 939 -9787 Z OI_ ai Let me know if you need anything else. 2 Thanks very much for your help, Jill. v o. O V C) H w w I LLO .. Z CC: "Dave Kehle" <dkehle @dkehlearch.com> c o OF" Z • JilhMosqueda Re: f=wd: NoiMed Retaining „ Wall Page 1 From: Bob Benedicto To: Jill Mosqueda Date: 9/16/05 11:55AM Subject: Re: Fwd: NorMed Retaining Wall FYI regarding the memo to Reid /Middleton....Phil Brazil will be advised to look at the retaining wall only for permit application D05 -016 (this has not been sent for structural review as of this date), and to confirm that the r design considered the surcharge due to traffic on Macadam Road. Regarding the vault: A separate permit will be required for this construction. Unfortunately, the plans that were submitted for the Normed building gave no indication that a storm water vault was to be installed within a few feet of Northwest wall of the building. This may cause changes to the foundation requirements in this area. I will so advise Phil Brazil and await word on this matter before approving the permit for the building. »> Jill Mosqueda 09/16/05 10:31AM »> Here is what i got from D kehle regarding constrcution sequencing. L. Jill Mosqueda P.E. PERMANENT FILE COPY PERMANENT FILE COPY aec<,\ c;'°(3 1-34 a -poi- 4, S NORMED CHECKLIST 09.15.2005 Do we own existing pipe Southgate Do we have two 1" meters on record creek — ( I: and how de we S decommission? -- VVAT C ∎. 4 ti A,, e 1 r? I - . Cn.tve.- 1~C)t Richard T V Vo cA \ N o g. wt Before Issue D05 -016 approved ROW - Financial Guarantee $42,375.00 c TfCck -fi,(,. ROW - Business licensee ROW - Automobile insurance.,....- ROW - Liability insurance Before Final ROW 2 -year Financial Guarantee Turnover $2,825.00 Surface water improvements in S Southgate Creek • •e . . Easement Easement for access and maintenance for FYI Size New or existing New Improvements RPPA Wilkens 975 and freeze protection Meters Domestic 1 -1/2" Domestic 2" 1" Existing_ Existing RPPA Wilkens Remove 975 and freeze protection Domestic Domestic 1" Existing Remove Irrigation 1" New Existing Deduct - protected AMR and by Radio RPPA at domestic me Irrigation 1 -1/2" Money Engineer Estimates S 131st St $28,250.00 Perf Guarantee $42,375.00 2 -yr maintain $2 Onsite $562,845.00 NA Street vacation $35,600.00 Ordinance 2094 : Applied to Macadam Improvements Frontage Improvements in Macadam Rd S $90,888.00 Normed paid $55, 288 + $35600 = $90888 toward 2006 Overlay project : 104/02.595.300.63.85 PERMANENT FILE COPY aec<,\ c;'°(3 1-34 a -poi- 4, S 8410121033 NorMed, Inc., a Washington Corporation, Grantor, hereby grantspMNII r CEi',1TE Hi to the City of Tukwila, Grantee, a nonexclusive perpetual r .. : easement:;fdr access', throughout the hereinafter described r ., ; property to install,, maintain, operate, monitor, repair and replace •wate'r meters .and public..utilities built by the . C Grantee. This easement is conditional upon Grantee's , (� agreement to.restore at its.expense•:those areas excavated for r, installation of.utilitie,s to conduct Grantee's.activities :; in a way -that will•not unreasonably— interfere with Grantor's f use of the property. to Parcel "A" General Easement to the City of Tukwila by NorMed Industrial Park - Phase I South 131st Street and 44th Place South Lot 8, Block 2, Riverton Replat of Lots 1 to 5, Fostoria VI Garden Tracts, according to the plat recorded in volume 13 of Plats, page 40, in King County, Washington; 04 TOGETHER with that portion of vacated 43rd Place South adjoining. ei Parcel "B" Lot 8, Block 3, Riverton Replat of Lots 1 to 5, Fostoria Garden Tracts, according to the plat recorded in volume 13 of Plats, page 40, in King County, Washington; TOGETHER with that portion of vacated 43rd Place South adjoining. Parcel "C" Lots, 9 to 13, inclusive, Block 3, Riverton Replat of Lots 1 to 5, Fostoria Garden Tracts, according to the plat recorded in volume 13 of Plats, page 40, in King County,, Washington; TOGETHER with that portion of vacated 43rd Place South adjoining; TOGETHER with that portion of 44th Place South adjoining vacated by City of Tukwila, Ordinance No. 1168, June 16, 1980. In witness whereof, said corporation has caused this instrument to be executed this 12th day of October, 1984. STATE OF WASHINGTON, ) ) ss. County of King ) NorMed, Inc. By: Title: 4" On this 12th day of October, 1984, before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared Lawrence M. Shaw to me known to be the President of NorMed, Inc., the corporation that executed the foregoing instrument, and acknowledged the said instrument to be the free and . voluntary act and deed of said corporation,• for the•uses and purposes therein mentioned, and on oath stated that he is authorized to execute the said instrument. Witness my hand and official saa -1.. aireC411,,p'f'fixed the day and year first above written. 4,10/12 RECD F CASHSL S1 - '� .0 GOROf !' 1111S DA' tier 11 4 27 N'81 BY THE oIYIS10No1 RELOADS & ELECTION: KING COUNTY *1033 B 3.00 * ** *3.00 55 m m z ii ✓ m n 0 CORRECTION rle and for the State ,.:}residing at Seattle 2. d 1.1 C /4. ; I ..... • •-• V°t1.4415A Z • =Z W -J o 00 0 W ' N W 2 u.. S.2 W ' Z ZO W W U 0 co O O H WW LL' O Z W U= O Z Notary Public in and 4fcy A'he Stateg of Washington, residin•g ;{-1{2- 85/02/14.• #0696 - RECD F:. '8.00 CASHSL. *$:* *8.00 55 On this day personally appeared before me :Lawrence M. Shaw to me known to be a General Partner of NorMed -Shaw Partnership, the company that executed the foregoing instrument, and acknowledged said instrument to be free and voluntary act and deed of said company, for the uses and purposes' therein mentioned, and on oath stated that he was authorized to execute said instrument. • •, Or PERMIT CENT B 1 RRECTION LTR# 7 ? 0 m m z - n r m 0 0 IC MICRO COM SYSTEMS LTD. ATTENTION n The next image may be a duplicate of the previous image. E. Please disregard previous image. n Please disregard previous 2 images. Please disregard previous 3 images. n Other: Z Z re LL/ 0, (3 U O N O W = J I- W O LL Q co n = d Z S F- O Z F- W U O N O H W • W O .. U - . z 0 I r x NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. • i• Maintenance Agreement I ''NorMed -Shaw Partnership., hereby agrees to, construct' and ;.Yla1aintain •impro'vements in: the vacated portion of 44th 0 Place South generally located between South 131st Place and Primary State Highway No. 1 as delineated in a Developer's Agreement with Litho Development and .Research '•(herein LDR) dated May 8, 1980. This agreement is a part of and'condition'to the vacation of,said street as passed by the City of Tukwila under. Ordinance. No.. .1168 dated June 16, 1980, which was'duly•approved.and recorded. r." In. the event this street•(legal description below) or the utilities'therein need maintenance and the, current owner of •the'LDR property refuses to pay their full one -half •'share of the cost of maintenance per, :the Devel'oper's ,,, :Agreement, NorMed -Shaw Partnership , will ,performL•the maintenance for the current LDR property' owner. if• such • cost becomes a lien against that property and }i,f ,.any. ,• :development. or sale of,the property will be'precluded •'unless'said lien'is •satisfied and the'cost•of said ' maintenance is.reimbursed to NorMed -Shaw Partnership. Legal description of subject street: • • • Legal' description' of property' adjacent to 44th Place South between S'ou'th' 131st• Place .and Primary State Highway No. 1. ' j.. n'S• ir ? i. ' c3--1 1. 'Litho' Development Research. • •'''' i " • " z Lots 6' through 10 inclusive in 'Block 4 of Fostoria, h ' Garden Tracts• Subdivision Blocks 1 -5 as per plat';"2 recorded in Volume 13 of':plats page 40.'recordsµof" ling- County.' ., • :, 1q.-t' .r 2.'AorMed -Shaw Partnership • • ,• V' Block 3 of'Fostoria Garden Tracts Subdivision' Blocks 1 -5 as per plat recorded in Volume 13 of plats on page 40 records of King County. . , • In witness whereof said partnership has caused this\'' instrument'to be; executed this M day of February, 1985.•• .Owners: STATE OF'WASHINGTON. ) ) SS. COUNTY OF KING ) GIVEN UNDER MY HAND AND OFFICIAL SEAL THIS • •.I ': . .■ 'A forty . (40) foot wide . street identif'iec ; as''44th ::Place South', lying between' Blocks 3 and "in ' • . the plat'of Riverton replat of Lots 1 to'5, Fostoria Tracts, as per plat recorded in Volume 13 of:plats on page 40, records of King County, except :'any portions thereof taken by 'primaryfState Highway No. 1. NorMed- haw Partnership By: jhJ a General Partner Notary Public in and'+fgalel.ge Stat¢ • of Washington,' residin'gi'yt= ki: ,,,, ,,,,,,•I +, 85/02/14.. • • RECD F : . CRSHS4. " Cn On this day personally appeared before me.Lawrence M. Shaw to me known to be a General Partner of NorMed -Shaw Partnership, the company that executed the foregoing instrument, and acknowledged said instrument to be free and voluntary act and deed of said company, for the uses and purposes" therein mentioned, and on oath stated that he was authorized to execute said instrument. #0696 8.00 *$ : *8.00 55 c. r. PEWIT CENTER i l . , 19, . RRECTION LTR# 7 2 Z re W QQ � JU 00 0 W� W u_? co = W h - Z H ZO U � O N O it W W Z 0 ~ z DESCRIPTION QUANTITY I UNIT UNIT PRICE TOTAL PUBLIC STORM DRAINAGE SYSTEM Mobilization 1 LS $2,000.00 $2,000 12 -Inch CMP /ADS/PVC Pipe 30 LF $20.00 Type 1 Catch Basins 1 EA $800.00 $800 Connect to Existing System 1 EA $3,000.00 $3,000 Stormceptor 1 EA $8,000.00 $8,000 Subtotal: $14,400.00 PUBLIC ROADWAY IMPROVEMENTS Sawcut 400 LF $2.00 $800 2 -Foot Concrete Curb and Gutter (vertical) 300 LF $7.50 $2,250 Base Course Crushed Rock ($1.00 per inch thickness) 220 SY $6.00 $1,320 AC Paving ($3.00 per inch thickness) 220 SY $9.00 $1,980 Street Signs 2 EA $250.00 $500 Traffic Control 1 LS $5,000.00 $5,000 Relocate Power Pole 1 EA $2,000.00 $2,000 Subtotal: $13,850.00 TOTAL: $28,250.00 ¢ c y 11A0 LID �..i 'z PROJECT NAME: Normed Warehouse Project JOB NO.: 6719 DATE OF ESTIMATE: September 9, 2005 PREPARED BY: Jake Jacobs LOCATION/DESCRIPTION: Off -Site Road Improvements to South 131st Place 0 <?. G ENGt•- [JPJ /tep] PERMANENT FILE COPY PRELIMINARY CONSTRUCTION COST ESTIMATE 1 of 1 DoLi si j u 6105 6719.014.x)s Z Z f:C 6U 00 u)0 cow J H C/) u_ w 2 §? d s Z F- ZO C.) o f °I- w tU H u- O • Z U 0 Z • rig david kehle September 13, 2005 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Ms. Brenda Holt Re: NorMed II 4310 So. 131 Place D04 -415 Dear Brenda, 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 Specific to the building permit are as follows: Attached are four sets of revised drawings of civil (Barghausen) and wetlands (Adolfson) in response to comment letters from Carol Lumb (Planning) and Jill Moqueda (Public Works). These relate to the overall Building/Public Works permit. It appears there is overlap within the comments between the retaining wall permit (005 -016) and this permit. Therefore I have included the same civil set and wetland set for both. 1. Letter of response from Barghausen to Carol dated August 31, 2005. 2. Letter from Barghausen to Jill dated September 12, 2005. 3. Previous response letter from Kehle to Carol on mitigation timing August 31, 2005 in response to additional items 1 & 2. 4. Redlines from Jill. 5. Under wetland mitigation plan from Carol, Items 1, 3, 4 & 5 have been revised on the drawings and all drawings should match. 6. General easement to City of Tukwila — 8410121033 (2 copies) for access and utilities in vacated 44 Place. 7. Maintenance agreement regarding vacated 44 Place — 8502140696 (2 copies). 8. Delivery construction cost estimate for off -site improvements — Barghausen Sept. 9.2005. 9. Two revised technical information report Rev. July 18, 2005. 10. Two operations and maintenance manual — Barghausen dated Sept. 9, 2005. (206) 433 -8997 FAX (206) 246 -8369 email: davek @dkehlearch.com Z w 6 D U0 N 0 w 0 **:3 N_d z �.. Z O ui w : O N` O Ih- w w FU F- L w z . U =; o~ z Ms. Brenda Holt City of Tukwila Re: NorMed — D04 -415 September 13, 2005 Page 2 Thank you for your efforts in putting this all together. If you have any questions, please call. David Kehle DK/mt cc: Mr. Larry Shaw Mr. Ali Sadr a :10441' Itylet9 -13-05 • Carol Lumb, Planner City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 RE: Response to Plan Review Comments of August 26, 2005 Normed Project 4310 South 131st Place, Tukwila, Washington Tukwila File Nos. D04 -415 and D05 -016 Our Job No. 6719 Dear Carol: The following is a response to planning review comments for landscape and civil plans related to the permit review of the Normed project. The revised plans are included in a package of resubmittals to be made by Mr. David Kehle, David Kehle Architect. The following summarizes the changes in the drawings and follow the City's comments on an item -by -item basis. Wetland Mitigation Plan: CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES August 31, 2005 r (. r' OF SC 1 s .10(.16 PERMIT CENTER 1. The wetland biologist will address the condition of second tree to the northernmost habitat area corridor. 2. The civil drawings, including Temporary Erosion and Sedimentation Control (TESC) Plan, have been revised to clarify reference to the mitigation plans for identification of the wildlife corridors and tree protection measures. 3. This is a revision by the wetland biologist. 4. This is a revision by the wetland biologist. 5. This is a revision by the wetland biologist. This completes the items under Wetland Mitigation Plan. Landscaping Plan: CORRECTION 1. The landscape planting plan has been revised to remove ivy from the proposed planting. Kinnikinnick, which is already specified as a groundcover, has been extended to include the areas around the entry of the new Normed building. 2. The plant list/legend included two species that can be referred to as trees or large shrubs based on their use. Rhus typhina and vine maple are typically sold based on height and numbers of growing stems. It would be extremely difficult to obtain these species in the minimum caliper of 2 inches. Sumac (R. typhina) was replaced by an evergreen tree, Leyland Cypress, and planting layout along SR -599 was adjusted for inclusion of that tree. 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX BRANCH OFFICES • OLYMPIA, WA • TEMECULA, CA • WALNUT CREEK, CA www.barghausen.com • Carol Lumb, Planner City of Tukwila Department of Community Development -2- August 31, 2005 Per our telephone conversation, vine maple can be specified based on height around the new building foundation. Shrub sizes are confirmed to be a minimum of 18 inches height at planting. 3. The shrub species planted along Macadam have been revised to be native plant species. Tall Oregon grape replaces the heavenly bamboo previously specified. California (Oregon) myrtle replaced the previously specified Photinia. The plant list on Sheet L1 identifies the specific quantities and sizes of these plants used along Macadam Road. 4. The TESC Plan (Sheet C5) has been revised. 5. The TESC Plan (Sheet C5) has been revised to include all tree protection, including a reference to the mitigation plan for tree protection measures. 6. Civil Sheets C5 and C9 have been revised to identify all trees in the wildlife corridors to be saved. This concludes the list of items under the Landscaping Plan. Additional reference notes have been included on the drawings to identify the wildlife corridor openings as noted under Item No. 3 of the final paragraph of the review comments. We trust this resubmittal addresses the City's review comments satisfactorily. Should you have any questions, please do not hesitate to contact David Kehle at (206) 433 -8997 or myself at (425) 251 -6222. Sincerely, H. Bruce McCrory Landscape Architect HBM/dm/tep 6719c.012.doc cc: David Kehle, David Kehle Architect Daniel K. Balmelli, Barghausen Consulting Engineers, Inc. Ali Sadr, Barghausen Consulting Engineers, Inc. File August 31, 2005 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Ms. Carol Lumb Re: NorMed II 4310 So. 131 Place D04 -415, D05 -016 Dear Carol, As a follow -up to our phone conversation today regarding your August 26, 2005 comment letter, I am requesting a change in the timing for the mitigation contract. NorMed will enter into a maintenance contract after the project is installed so that it is very clear as to what will be required. They have not even finished bidding the entire contract yet and so we will not have a contractor on board. In all likelihood it will be the installing contractor who will be retained to do the maintenance. Therefore, I would propose that subsequent to the installation of the mitigation area and prior to the.end of the first year or prior to occupancy permits, that the contract be forwarded to you for • your files. Please let me know your thoughts. David Kehle DK/mt cc: Mr. Larry Shaw Mr. Dan Balmelli Mr. All Sadr Mr. Teresa Vanderburg a:\0441\citylet8-31-05 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 AUG 3 1 2005 AUG 3 1 2005 CORRECTION (206) 433 -8997 FAX (206) 246 -8369 email: davek ©dkehlearch.com C.! SFP 1 .5 'r..MMMj5 PERMIT CENTER z re J O • C.) 0 CO CV CO J N IL • w O ¢ a . � z � I- O Z I- w w U N : 3 I- W i. ~ — O: w U N. o • z September 1, 2005 David Kehle David Kehle Architects 12720 Gateway Drive, Suite 116 Seattle, WA 98168 RE: CORRECTION LETTER #2 Development Permit Application Number D04 -415 Normed — 4310 South 131 Place Dear Mr. Kehle: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning and Public Works Departments. At this time, the Building and Fire Departments have no comments. Planning Department: Carol Lumb, at 206 - 431 -3661, if you have questions regarding the attached memo. Public Works Department: Jill Mosqueda, at 206 - 431 -2449, if you have questions regarding the attache memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, bit Brenda Holt Permit Coordinator encl xc: File No. D04 -415 P:\planning ■brenda1D04 -415 — correction Itr H2.doc City of Tukwila Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 Steven M. Mullet, Mayor Wetland Mitigation Plan: Landscaping Plan: CL a : \General \D04 -415 -4 City of Tukwila PLANNING DIVISION COMMENTS - CORRECTED DATE: August 26, 2005 CONTACT: Dave Kehle, David Kehle Architects RE: D04 -415 and D05 -016 ADDRESS: 4310 S. 131 Street Please review the following comments listed below and submit your revisions accordingly. If you have any questions, Carol Lumb is the planner assigned to the file; she can be reached at 206 -431 -3661. Page I 61'2 08/26/2005 2:11 PM Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 1. There is a discrepancy between the TESC plan and Sheet 1/5 that identifies trees to be retained in the habitat crossing area. Sheet 1/5 shows just one tree to be retained in the northern most habitat area whereas the TESC (Sheet plan shows two. 2. Sheet 1/5: The notation identifying existing trees to be saved needs to be extended to the northern -most wildlife corridor and a note added that links to the tree protection measures on Sheet 4/5 of the Wetland Mitigation Plan. 3. Sheet 1/5: Add to the "Existing Trees to be Saved" notation: "Trees to be protected per detail on Sheet 4/5 of the Wetland Mitigation Plan." 4. Sheet 4/5, Tree Protection graphic: correct Note 1 to replace "dripline of trees" with "direction of the project biologist." 5. Please correct Sheet 4/5 — Roots as noted to replace a reference to "containerized" plants — the reference should be container -rown plants. As an information item: Sheet 1/5 now contains a note stating that the top 12 inches of soil will be removed in existing wetland areas, however, it is still not clear on the drawing which areas are meant. It does not need to be changed to satisfy Tukwila's permit process, but it may cause confusion to a potential bidder /contractor. This could possibly be clarified during a pre -bid or pre - construction site meeting. 1. Sheet L I proposes that ivy (Hedera helix `Hahns') be planted in the overhead planter and as ground cover. No new ivy may be planted anywhere on the site for the following reasons: ivy is listed on the State and King County noxious weed lists; ivy is very invasive and has become a serious problem in urban forests; and the site contains wetland 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 z 1z w QQ w2 J o ✓ o N 0 11.1 Q w w o r�Q O w Z = � Z • W U� O — O H wW O Ili c o • = 0 z Planning Division Comments D04 -415, NorMed August 26, 2005 and upland habitat that needs to be protected. Alternative evergreen vines that can be substituted include: a. Jasminum x stephanense (Pink Jasmine) b. Holbellia fargesii or other species c. Billardiera longiflora (Climbing Blueberry) 2. Sheet L 1: Plant List /Legend: Several red -lined corrections were not picked up from the last review. Deciduous trees must have a minimum caliper of 2 inches (Acer Circinatum and Rhus Typhina only specify a height); shrubs must be a minimum of 18 inches in height at planting. 3. Sheet L2. Native shrubs must be planted along Macadam instead of Nandina and Photinia, in keeping with the adjacent wetland buffer mitigation, which is being planted with native plants. Assuming an evergreen shrub is desired for this area, one suggestion would be to plant Tall Oregon Grape (Mahonia aquifolium). Another alternative is California Myrtle (Myrica californica). This shrub would need to be pruned periodically to keep it from spreading horizontally. 4. Sheet C5 — TESC Plan. The TESC Plan ignores the fact that clearing will also be taking place on the existing wetland (removal of the top 12 inches of soil and Reed Canary Grass roots). The TESC needs to be extended to identify the rest of the wetland mitigation area. 5. Sheet C5 — TESC Plan: The notation to protect existing trees needs to be extended to the second wildlife corridor and a note added that links to the tree protection measures on Sheet 4 of the Wetland Mitigation Plan. 6. Sheets C5 and C9: These sheets have omitted identifying the second tree in the northern most wildlife corridor that is to be saved. Please add this tree to the drawings. As an informational item, when the permit is approved, the following conditions will be applied: 1. The owner must provide a copy of the signed contract for maintenance of the mitigation area after the first year. 2. The Scope of Work for the maintenance contract shall include those maintenance tasks listed on Sheet 5 as well as the following: a) maintain /correct erosion control measures as necessary; b) remove non - native plants from within the dripline of installed plants, even if invasive species cover is 20 %; and c) maintenance /replacement of wetland signage as necessary. 3. The chain link fencing on top of the retaining walls along Macadam Road shall not block the wildlife corridor crossing openings. cc: Sandra Whiting, Urban Environmentalist CL q: \General \D04 -4 15 -4 Page 2 or 2 08/26/2005 2:1 1 I'M 1 z w re 6 J U 00 C o ill I w o u Q co = I -w z = ZO C.) O — o F- w w u- O w P • 1— z e.,`s?.c. ✓�:: )c;:: `.S�::iri�.z:.�i411�s.:il..Vv 4:i1. ' 1.yuiAi:loVrH r..r ht ylc:4dk. Permit #: D04 -415 Project Name: Normed 4310 S 131s PI Review #: 2 Date: 08.30.05 Reviewer: L. Jill Mosqueda, P.E. LL w 2 g Q CO I I-- I LL' Z The City Of Tukwila Public Works Department (PW) has the following comments regarding your w o application for the above permit. Please contact me at 206.431.2449, if you have any questions. 2 o O in O — O H w W . .. z w — • I o 1. Return the enclosed redlined plans with your response to this correction letter and to the comments on the plans. FOR PERMIT APPROVAL 2. This project no longer includes the frontage improvements along Macadam Rd. S. The City will install the improvements as part of the 2006 Overlay Program. The Preliminary Development Cost Estimate Public Roadway Improvements should include all work in the rights -of -way except the frontage improvements in Macadam Road S. Work in the right -of -way includes gas line and frontage improvements in S 131 PI Resubmittal of these plans with changes indicated on the redlines must reflect the changes to D05 -016 (retaining walls). Provide approval from CDS for the design of the filtration vault. The work in 44 PI. S includes installation of storm drainage and new pavement on the neighbor's property. Please provide a recorded easement for the storm drainage and the access. Provide the maintenance agreement for the storm drainage and the access. 6. Explain why there is a 15' water easement shown on sheet C4. 7. The 1990 King County Surface Water Design Manual is referred to throughout the Technical Information Report. The TIR must refer to and must use the 1998 KCSWDM. Review of the surface water design will be completed once the TIR is corrected. CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards z • z �w QQ � JU O 0 N o z BEFORE PERMIT IS ISSUED 8. The Permittee or the contractor shall provide insurance, business license, and performance financial guarantee for 150% of the improvements in S 131 PI. Please refer to Customer Assistance Bulletin A4. FOR FINAL APPROVAL 9. Provide a copy of the maintenance plan for the two surface water vaults for review before it is recorded with King County. FYI 10. The plans show approximately 440 SF of cut in Macadam Rd. S. The pavement has 0 -1 years of life left, so the mitigation fee will be $0.00 for the cut. 11. The plans show six existing meters. The City can only account for four and can find only four onsite. Please amend the plans according to the following. z w re 412 J U O 0 U) • u. w 0 g Q = • d I- w Z Z w w c o o— o � w w z al co 0 I-- z Type Size Comment Improvements Needed 1 Domestic 2" RPPA and freeze protection 2 Deduct 1-1/2" irrigation. Comes from the 2" domestic AMR and radio 3 Domestic 1" Locked in off position. Owner may want to remove. Register, radio, RPPA 4 Domestic 1" Locked in off position. Owner may want to remove. Register, radio, RPPA BEFORE PERMIT IS ISSUED 8. The Permittee or the contractor shall provide insurance, business license, and performance financial guarantee for 150% of the improvements in S 131 PI. Please refer to Customer Assistance Bulletin A4. FOR FINAL APPROVAL 9. Provide a copy of the maintenance plan for the two surface water vaults for review before it is recorded with King County. FYI 10. The plans show approximately 440 SF of cut in Macadam Rd. S. The pavement has 0 -1 years of life left, so the mitigation fee will be $0.00 for the cut. 11. The plans show six existing meters. The City can only account for four and can find only four onsite. Please amend the plans according to the following. z w re 412 J U O 0 U) • u. w 0 g Q = • d I- w Z Z w w c o o— o � w w z al co 0 I-- z e7 kehie � July 27, 2005 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Ms. Brenda Holt Re: NorMed II 4310 So. 131s Place D04 -415 Dear Brenda, Several comment letters and phone conversations have been occurring while finalizing the project with the City, DOE, Fisheries, etc. I am attempting to compile an overall response letter to the various comment letters as follows: A. Feb. 15, 2005 - Planning - Carol Lumb 1. Conditions of BAR: Condition 1: SD -1 has been revised to reflect the landscape stripe (no sidewalk extension beyond 45 degree entry) adjacent to the access easement (southerly side of the site). The landscape plans address this as well as the entry planter box on Sheet A -1. Condition 2: Additional parking for new building. Per SD -1's parking calculation based on uses of the new building, we have the required parking shown (Carol and I discussed this on the phone). In addition, parking stall striping is 17' on pavement with 2' overhang at sidewalk which totals 19' the code required depth. 2. All site drawings have now changed the street name to Macadam. The landscape plans now show landscape screening of fence along Macadam. 3. The landscape plan provides blow -ups of landscape areas for distribution and type. a. Landscape Architect has confirmed all plant counts. b. Planters islands are 6' x 17' = 102 SF per SD -1 and landscape plan. c. Landscape plan has added a note regarding herbicide use by wetlands and ground water that drains to the Duwamish. 12720 GATEWAY DRIVE, SUITE H6 SEATTLE, WA 98168 CORRECTION LT R# _...__ s (206) 433 -8997 FAX (206) 246 -8369 email: davek @dkehlearch.com RECEIVED CITY OF TUKWILA JUL 2 8 2005 PERMIT CENTER Permit Center City of Tukwila Re: NorMed — D04 -415 July 27, 2005 Page 2 z z �w QQ = -J U. U0 N 0 CO J 5. Sheet C -5 has the added note to protect trees that remain during construction. co w 0 6. The paint color scheme will still match the existing NorMed building on site. 2 7. Sign permits will be under separate permits. u. 8. SD -1 has been revised to show two bicycle parking spots (bike rack) adjacent to the 45 i degree entry. Z 1— o z I- Reasonable Use Application 2 U ON Also a note was added regarding the Landscape Affidavit being completed prior to final inspection. 4. Sheets C -5 and C -7 have been revised to reflect 12" removal of soil in wetland as well as TESC plan to incorporate the removal protection. 9. Lot consolidation application will be submitted in conjunction with permit issuance and street vacations were file on February 14, 2005. 10. We will respond to any comments on the wetland mitigation plan when issued. Enclosed are new SD -1, landscape, C5, C7 and TESC reflecting the above comments. B. December 13, 2004 — Building — Ken Nelson 1. SD -1 has been revised to add a plan sheet index. 2. Sheet A -1, door schedule has been modified to reflect u- values and window schedule is added for u- values. 3 & 4 Notes have been added to Sheet A -1 regarding future tenant improvements complying with WSEC as well as commissioning requirements for future HVAC systems. C. January 11, 2005 — Building — Kent Nelson Retaining wall permit has been submitted January 14, 2005. D. January 12, 2005 — Public Works — L. Jill Mosqueda, P.E. See Barghausen Consulting Engineer response letter. 0 I- w U u' z w 0 t z Permit Center City of Tukwila Re: NorMed — D04 -415 July 27, 2005 Page 3 E. January 12, 2005 — Public Works — Ryan Larson, P.E. See Barghausen Consulting Engineers response letter. David Kehle DK/mt Enclosure: Four Sets Revised a: \04411citylet7- 27 -05b F W O wo WI J I_ LL: W O: • • � a d I— • W Z _ �.. H 0 : Z �- o i0 N O 1-! W '. W I- 0• Z U u) O . To: City Clerk PERMANENT FILE COPY From: Jill MOsqueda Date: August 25, 2005 Subject: 3.40.31 Street Vacations — 43 Avenue South and Squire Street ISSUE On February 16, 2005, the Normed -Shaw Partnership submitted a complete Petition for Vacation of Streets application for a portion of 43 Avenue South, running southwesterly from SR 599 to Squire Street and Squire Street from 43 Avenue South to South 131 Place. BACKGROUND The Normed -Shaw Partnership proposes construction of a new 40,000 square foot warehouse /office building and installation of wetland mitigation at this site, creating a need to vacate these rights-of-way. On May 16, 2005, the City Council passed Ordinance 2094 approving the vacation with the condition that the City be provided compensation of $35,600.00. ANALYSIS On August 22, 2005, the Finance Department accepted a check for $35,600.00 from Mr. Larry Shaw of Normed -Shaw Partnership. This completes the condition for vacation. RECOMMENDATION INFORMATION MEMO Record Ordinance 2094 with King County records and notify the Assessor's Office in order to change the maps. CC: File 3.40.31 jill/projects /vacations /3.40..31 -43` av s and squire z Iz r w QQ om. W V 00 N UJ J LL W O u. Q cn CI I z F .. o w ~ n o 0 E oI-- W uj I— LL. .. z w U= O~ z PAY TO THE ORDER OF Us: BANK - -OF WASHINGTON......--„ FOR DEPOSIT ONLY ; • TUKWILA BRANCH CITY OF•TUKWILA 'TREASURER'S .I-OR r!NArrl:535O10520S9E ONLY'' Ulcroprint Slgn■tur• Lin. CMmlcaf Sensitivity Padlock Icon arcs ta .••.anI••ear ' 'FEDERAL RESERVE BOARD OF GOVERNORS REG. CC The following security features (and others not listed) exceed Industry standards: .• S..curtty r•.tures • Document appiirance if altered: • •• fi.curlly bcr..n • • Ab•sne• or modification of'OrI ln.l Document .te•n on b•ck of chick • Ab..no• of tiny word• or dolled fine appear In al n•tur• line • Colored stains or spot• spinier with cn•rnic.t •It•ration • Absence of padlock Icon �ryuvl ; { • 1 ;1f : :if J: is 7 •'.:.... KAJ RESERVE D OARD OF GOVERI1Op6 R dl# following security future. (egd',Qt a(� is 'not Fisted) exceed industry stpn da d Baur)t ixetuns • Document a.. eaienc!;,It liii fir • Absene• or modlllaitlon.o( d ( - Document ears /n on'tracle of Mit(fp(ip. Lino • Ab••ne• of Iiny•w4td/ Ar doll • '•� � � ) �r,;•. apppur ip signature iii,, . • h .1 "• 1; . •1 fl.naltivlty ; 4 Co aleI or * pdt a ,a p 1 ,,e ''s,t,,y •• she r ;newton' n• t 4.'Iyep•; . . • Abeeno• of padiuok'Icgn.': I, r.•. ;pagan i• • a...Om•Wn mark of CMr• varmint ibis.• Ilia rflLila�kLtlltitTt3e `rwittiS.iCai4i+�ai4•VSi NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 5'4.sJ C /ila:- ;iiRe.ic ial.7 r; k.4,K'9 0:0 A 0 •1, 1; < • I Ui Z re 2 6 D 0 00 u) (.0 WI • u. Lu 0 g LL .< w I I- Ili Z I- 0 Z uj 0 O ( O I- W Lu I 0 - 0 Z W ▪ E O ' Za_ea,t_ti de-- CD g..-.3.5 - &co ---> Ono. g zoo S'reee,-- d e.it v 1 •s .-----, M .28_7" 94 -'w_4 < • I Ui Z re 2 6 D 0 00 u) (.0 WI • u. Lu 0 g LL .< w I I- Ili Z I- 0 Z uj 0 O ( O I- W Lu I 0 - 0 Z W ▪ E O ' Jill Mosqueda - Normed Development From: Jill Mosqueda To: Dbalmelli @barghausen.com Date: 6/15/05 11:31 AM Subject: Normed Development Following our meeting on June 6th, I presented your proposed frontage improvements to Jim Morrow, Public Works Director. The following is Jim's decision on the proposal: 1. S 131st PI - Proposed improvements consisting of a paved shoulder, curb and storm drainage pipe running from 42nd Av S to Hot Mix Pavers is approved. The storm drainage that will be collected must be handled so that there is no flooding or pooling occurring downstream. At a minimum, the storm drainage would have to be treated before it is directed to the wetlands /stream. Additionally, I advise you to work up a drainage design for S 131st PI and get WDFW approval before you go too far with the rest of your design work. 2. 42 nd Av s - Install curb, gutter, storm drainage and 5' concrete sidewalk for the full length of the 42nd Av S frontage. The City will not require paving (overlay) or pavement mitigation fees to do this work. Upon request, I will provide a copy of the planned paving from the 2005 Overlay Program. Paving along Normed property as shown in the overly program has been deferred. The two paved travel lanes in 42nd Av S will be 10' wide. The frontage improvements would begin at the edge of the travel lane. L. Jill Mosqueda P.E. CC: Whiting Carol Lumb; Cyndy Knighton; Jim Morrow; Robin Tischmak; Ryan Larson; Sandra Pagel NorMed Frontal Improvements Macadam Road Unit Total Quantity Unit Cost Cost Crushed Surfacing Top Course 125 Tons $22 $2,750 Curb and Gutter 750 LF $22 $16,500 Sidewalk 425 SY $35 $14,875 Storm Drain Pipe - 12 inch 800 LF $55 $44,000 Catch Basin - Type 1 3 Each $1,500 $4,500 Miscellaneous @ 10% 1 $8,263 $8,263 Total $90,888 TRANSMISSION RESULT REPORT (MAY 13 '05 09:59AM) TUKWILA DCD /PW TITLE: S UIBI. ECi: THE FOLLOWING FILE(S) ERASED FILE FILE TYPE OPTION 006 MEMORY TX ERRORS 1) HANG UP OR LINE FAIL 2) BUSY Ms. p►1 t Stsn COMPANY: ,•t 6a-1, DEPARTMENT: FAX NO. CALLED: Casa •c>sa, 14 CITY OF TUKTILA — PUBLIC WORKS DEPT. FAX TRANSMITTAL FAX NUMBER (206) 461 -3665 N -5 OSS DATE: 11( • (3 , OS FROM: JIM at-�caLC TITLE: , 3)t 01- DIVISION: TOTAL NUMBER OF PAGES TRANSMITTED, INCLUDING THIS COVER SHEET: TIN [tit • N f- o t,k.r. L 41 (A TEL NO. PAGE RESULT 9 *2069230814 04/04 OK 3) NO ANSWER 4) NO FACSIMILE CONNECTION . %0YM`/6!•Y.•F >:A. S 'f:II'T:1`lK..mvM!N:n!+ ...: xit:'?:A`:J�:.v.(.Y.w�k.K� SENT BY (INITIALS) : t i F fri •.•• .": isA'\ v ��•, v.. :r.�+Y.D!wSY.W..f.•a.}!w'N.•s >r ra>: i:: iiT`1 V{ w.+% J! NpF>:{ oY+ iti^: Si< C pi.. V M��OM!.% cl KnwCY' 11�A \'M�!'�tM!!. }![N.!h..vt.�q. >Y!. :. \' TO: 1 1S• A liscsin (loss DATE: riaA3 (3, oS TITLE: FROM: j I tl 1 CIA COMPANY: , 31-ci4 E il_c_ss TITLE: . y I rizsi DEPARTMENT: ____ DIVISION: s CITY OF TUKWILA PUBLIC WORKS DEPT. FAX TRANSMITTAL FAX NUMBER: (206) 431-3665 tis FAX NO. CALLED: Ce-C'CP) 92_3 .0 Bi4 TOTAL NUMBER OF PAGES TRANSMITTED, INCLUDING THIS COVER SHEET: SENT BY (INITIALS): tiFII XX:i+XlveNsAwe.whsli‘seAvN•Nve:v.vX,VivXv.si•WAW.,W.V. s:cm cwoo.w. , . , Noxi•ox victs.a.cato.) ;;:g:k4W SUBJECT: N sk axiAskiinn ) - 415 COMMENTS/MESSAGE: 1 105S (A5 rpt-csfl ..513-at orplsc‘.3-C . ?Zs) rycit laJCA-LLSsi__ occ..34-s ti c_N-1.Q41 cfppot-it ik cs›B fov-,Lx.1 fu koso -Ft-c-t‘\ >LL • 4 IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE CALL: 4,4444.›)«xoc;;;::r.:44:::::a. TUKWILA PUBLIC WORKS DEPT. - 6300 Southcenter Blvd., Tukwila WA 98188 - (206) 433-0179 Suite 100 09/18/92 z z re Lu 6 = —1 0 O 0 • ° • LIJ W I w 0 2 g :=3 < W ul z 1 ._ 1- 0 z LLI uj • 0 O (12 • E- Lu I-- ;- Li. 3 w z c.) p o NOT TO SCALE Street Vacation 43rd Ave S and Squire St 3.40.31 Photo Date: June 2002 'a+ Z H W ce 6 JU 00 C 0 (O W J = H U) LL W 0 Q ce < = a I— IA Z = 0 Z H U D O — O t— Ww 2 H -- U_ Z W O — O H Z MIN i 11.111i gars ISM F... M.1 Z i • I ~ W W � _I U O 0 co o v)W W I W O Q I < 2 H W Z= F- H O z f- w D 0 O - O I- W W 2 I- H u. O Z W U H H 0 Z z �W cc 2 J U 0 (I) a V) W J LL WO U_ Q U p 2 W Z = H I O Z F- W �p 0 t O- OI— W W - U O Z U= F. O z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. a&1 z I J U 0 CO CI J H L.L. WO �a cn = I' a W Z = 1- O Z F— W U o O- 0 W 2 F tL O Z W U = O Z 131 z W cc J UO co W J H 1) WO LL< 2 W Z = H i- O Z F-- W • W U � O N O H W w 2 0 u. O .. Z W U = O Z Ci\J NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. NorMed P.O. Box 3644 Seattle, WA 98124 (206) 242 -8228 August 22, 2005 NorMed -Shaw Partnership Ms. L. Jill Mosqueda, PE Development Engineer City of Tukwila - Department of Public Works 6300 Southcenter Boulevard # 100 Tukwila, WA 98188 Re: Building Permits # D05016 8004415) Dear Jill: Per your phone call earlier today, I've prepared two checks, No. 0906 in the amount of $55,288.00 and No. 0905 in the amount of $35,600.00, payable to the City of Tukwila for compete and full satisfaction of both of the following: 1) All required frontage improvements on Macadam Road South (42 Avenue S.) including, but not limited to, storm drainage, pavement, sidewalks, curbs and gutters, 2) Street Vacation pursuant to Tukwila City Ordinance Number 2094. Sincerely, Lawrence M. Shaw Partner NorMed -Shaw Partnership PERMANENT FILE COPY Immediate Care Medical Supplies To: Jim Morrow From: Jill Mosqueda Date: August 22, Subject: ISSUE BACKGROUND ANALYSIS RECOMMENDATION CC: Kevin Fuhrer . Laurie Anderson Robin Tischmak Gail Labanara Carol Lumb .. s File 4310 South 131'` Place attachment JilI/Prajccu NorMa'D61 -115 compenaaiion allocation menu INFORiMATION MEMO D04 -415 NorMed —Shaw Development Allocation of $90,288.00 received from the NorMed Shaw Partnership. PERMANEN1 FILE COPY This project triggered a street vacation of 43 Avenue South and Squire Road and installation of frontage improvements along Macadam Road South (42n Avenue South) from South 131' Street to South 128 Street. Council approved Ordinance 2094 with a condition that the City is compensated $35,600.00. Public Works estimated the improvements along Macadam Road South at $90,888.00. Following a request from NorMed Shaw for some reduction in the frontage improvements required along Macadam Road South, the Director agreed to curb, gutter, 5' sidewalk, drainage and '/2 street overlay on the NorMed side of Macadam Road South. The Director further agreed to install the improvements as part of the 2006 Overlay Capital Improvement Project, provided NorMed Shaw contributes the $90,888.00 toward the 2006 Overlay Program. TMC 11.60.050.D stipulates that Y2 of street vacation compensation shall be dedicated to open space or to transportation CIPs. NorMed Shaw requested that all of the vacation compensation go toward the $90,888.00 contribution to the 2006 Overlay Program, leaving a balance due of $55,288.00. The City agreed to this request. On August 22, 2005, Mr. Larry Shaw presented two checks to the City, one for $35,600.00 and one for $55,288.00. Following a recommendation from the Finance Department, the $35,600.00 check was credited to account 000.343.200 and the $55,288.00 check was credited to account 104/02.595.300.63.85 (CIP 96- RWO1). Allocate the $35,600.00 from 000.343.200 to the 2006 Overlay Program, for a total of $90,288.00 to the 2006 Overlay Program. z z c w QQ � W U N co ill J H (0 wO J w? � z = � w ~ U � O - 0 H w Hr- u. O .. z U= O 1 ' z Grruvn�c ncnc: PAYTO THE ORDER OF • U.S: BANK • -OF WASHINGTON.--:- = FOR DEPOSIT ONLY (UKWILA BRANCH .._.......__ CITY OF'TUKWILA H 'TREASURER'S THIS. LINE .. .1'09 1=M/M:83 &010520 61DE ONLY' •• • 'FEDERAL RESERVE BOARD OF GOVERNORS REG. CC The following security features (and others t • not listed) exceed Industry standards: 5.•curlly Futures Document appearance If altered: • Escufity 5cr.an Illcroprint Slgneture Line Chu S.n.ltivity • P..dlock Icon . eaaaoc. saat•n Is • wr • Absanc• or modification of 'Original Document' screen on back of check • Absano• of tiny words or dotted line •pps•r In signature Ilna • Colored stains or spots appear with enemies! alteration • Absence of padlock Icon CC ctxtrk. via following security features (rujil 'ut listed) exceed. Industry dal r �td • i Ji)f : . Document appaarinci:.II i(It.t;.dFU .. a•goRtilpmien : a Absence or modlUsatlon.. f'ry, g 4• L "- ,. • Document' scrs*n on•bselcol - bk f '�' * ( • Absence of tlny•w4(da'61 dot �• I ft�,O}Pt aturs Llns • appear In signature Ifhi •` { epsitivity 4 Colored stains' or spots ap}I4 ,• • ' •• chsmiosi atl•ratton• . "•. .. >~k' a•, . • • • Abs•noe of psclookiepn''' .aaiyn I• • rnlic•ilvn mark of CMra ray int a.atOam eaa NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. N f.] z fn -a z y ao � x m D (A Z y D m br 2, N a • 1:� - Re ---> (/ 2. ,5 .506. Fss 1-0-R- ("Th Z7 ZOO lo 774 F 2'0 Fre 74 nile_77 3s (coo I -77 7 /4 • RWPI 6369 08/23 0 716 TOTAL 9 0888.00 - 2.00 :3 acio• S;767e,- z Z • LIJ 6 = (.) O 0 to 0 0) L1.1 LLJI • u_ uj 0 g "Zi < (.0 y w z I- Z I- W • UJ O E l2 0 I- W u j 0 U. la z W (1) r: o City of Tukwila Washington Ordinance No. Le AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF TUKWILA, WASHINGTON, VACATING CERTAIN PROPERTY LOCATED WITHIN THE CITY, DEDICATED FOR STREET PURPOSES, GENERALLY DESCRIBED AS A PORTION OF 43RD AVENUE SOUTH, RUNNING SOUTHWESTERLY FROM SR 599 TO SQUIRE STREET AND SQUIRE STREET RUNNING SOUTH FROM 43RD AVENUE SOUTH TO SOUTH 131ST PLACE; AMENDING THE OFFICIAL STREET MAP OF THE CITY; PROVIDING FOR SEVERABILITY; AND ESTABLISHING AN EFFECTIVE DATE. WHEREAS, TMC 11.60 identifies street vacation procedures including public notification, a public hearing, review and comment, and submittal of relevant information to City Council, all of which have been done, and WHEREAS, 43rd Avenue South and Squire Street are unopened and part of Southgate Creek runs through the right -of -way; and WHEREAS, 43rd Avenue South and Squire Street have been right -of -way for more than 25 years; and WHEREAS, petitioner provided a real property appraisal from a member of the American Institute of Real Estate Appraisers in the amount of $35,600.00, and WHEREAS, no utihties exist in the rights -of -way being vacated; and WHEREAS, the City of Tukwila City Council conducted a public hearing on May 9, 2005 for the purpose of considering the vacation of certain property located in the City of Tukwila, as described in the ordinance title; and WHEREAS, following conclusion of the public hearing, the City Council found the property should be vacated, subject to certain conditions; NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF TUKWILA, WASHINGTON, DO ORDAIN AS FOLLOWS: Section 1. Vacation. A The following property located in the City of Tukwila is hereby vacated: Approximately 18,705 square feet of 43rd Avenue South, running southwesterly from SR 599 to Squire Street and Squire Street running south from 43rd Avenue South to South 131st Place. STV -43rd & Squire JM:b0 5-12-05 1 z _ . ▪ w - U O 0 CO 0 � LL, W } O } gJ N p I F..W Z • O Z F— • W 0 O — O F- WW ~ 1= 4 - - O U= O~ Z B This vacation is conditioned upon satisfaction, by April 30, 2007, of provision of compensation for $35,600.00. Section 2. Duties of Public Works. The Public Works Department is hereby directed to record a certified copy of this ordinance with King County, upon determination by the Public Works Director that the conditions referenced above have been satisfied. Section 3. Amendment of Official Street Map. Upon the recording of a certified copy of the ordinance, the City Public Works Director shall amend the City's official street map to be consistent with this ordinance. Section 4. SeverabiIity. If any section, subsection, paragraph, sentence, clause or phrase of this ordinance or its application to any person or situation should be held to be invalid or unconstitutional for any reason by a court of competent jurisdiction, such invalidity or unconstitutionality shall not affect the validity or constitutionality of the remaining portions of this ordinance or its application to any other person or situation. Section 5. Effective Date. This ordinance or a summary thereof shall be published in the official newspaper of the City. This vacation shall not become effective until the conditions contained herein have been fully satisfied, until all fees owed the City have been paid, and until five (5) working clays after the date that this ordinance and all relevant documents have been recorded with King County Records. PASSED BY THE CITY COUNCIL OF THE I I OF TUKWILA, WASHINGTON, at a Regular Meeting thereof this /6 " day ofa'��' , 2005 ATTEST/ AUTHENTICATED: Cantu, CMC, City Clerk APPROVED AS TO FORM. By Office of the City Attorney STV - 43^" & Squire 1M:bis 5 - 12 - 05 FILED WITH THE CITY CLERK. 5- J Z - PASSED BY THE CITY COUNCIL. S - /(o • D.- PUBLISHED: 5- ID -O EFFECTIVE DATE ORDINANCE NO at 0 Steven M. Mullet, Mayor 2 I •ri- s -,- - - • I 1; .. cysts 111. _onic....:, iti702;cir2c401cst..:n..ffii,\ :ii...„, ;::...5.;:i.:::-:" I I.• t • • , •it I a VIII 1 ;I I • N• 4 A 0 i • . WM:1 .,.. .! ..... _,,..,...„?.... ,,,...i ,_,,, ----° v fa i ; 04. 4 . 4 ' - ` . 1 -- •,." .— '' 'IA . ,..., 1. ;s rsf.. I .,___,...-- - a4, . , ••..rm• i• r•i f " f•AVi • • •'A • . 1.1 i VA . , I ryi43 - 1. A . .7.)45:p / •-.1:::3 c:.."..e. 1 1 384 -- - ,...\ ^ J.\ ", ii tz■.1 •"."1. 2. • : X -r .;''.: —e, :..... 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I Street Vacation 3 40 31 43 Av S and Squire St. Property Betore Vacation v=rm , 73 I, \ MIS ang • I *- =:),•• 01/•• IL071. 11 .1 *I •34 lac.ao3c Proje.a.s/Vacations/ 3 40 31 k n A 0 v • f 0 BE • • — — ..-421.•—• •`1 Street Vacation 3 40 31 43 tdp j S and Squire St. Property After Vacation P,BEP, TO SE e›. kr :b00 / Proler,s1Vacationsf 3 40.31 \ y=s L t cnZas , p•UNI 11415 ' 4 • ■ e of 4:4,„:41. 7 34 ‘C;"-1-••"'"""74-''411513',-r2e.,e'ig'Ilfir4714,1 • 1:441)35 C2T35/ 92 0 I \ 1:061 3 I t ■t0 . 4 :4 11 tos 4 7341(5 \ \ / .; nI■rigNs :ii 1 1 _ ... .S 1 pAST st_ i; -•:-/ 1 •••: , / 11 1 r•ri n....„1.71. t \S% ::: .i:C45 i 1 I t 1 i I 1 • • • •4000 / 4 734S20 024 / •••',•• /. 1\10z4•Zt 7. ,. ct va - V*: '• 11— z re 2 -J (.) 0 0 w LIJ —1 LLI 0 g LL < (0 I I— Z CS z }- 0- O 1— LLI — 0 Z O (4 P O 1— z SUMMARY OF ORDINANCE No. 2094 City of Tukwila, Washington On May 16, 2005, the City Council of the City of Tukwila, Washington, adopted Ordinance No. 2094, the main points of which are summarized by its title as follows: An ordinance of the City Council of the City of Tukwila, Washington, vacating certain property located within the City, dedicated for street purposes, generally described as a portion of 43` Avenue South, running southwesterly from SR 599 to Squire Street and Squire Street running South from 43 Avenue South to South 131 Place; amending the official street map of the City; providing for severability; and establishing an effective date. The full text of this ordinance will be mailed upon request. Approved by the City Council at their Regular Meeting of May 16, 2005. Published Seattle Times: May 20, 2005 E. Cantu, CMC, City Clerk TUKWILA MUNICIPAL CODE Sections: 11.60.010 11.60.020 11.60.030 11.60.040 11.60.050 11.60.060 11.60.070 11.60.080 11.60.090 11.60.100 11.60.110 11.60.120 Chapter 11.60 STREET AND ALLEY VACATION PROCEDURE Purpose Streets Abutting Water Filing Fees and Charges Valuation and Compensation Property Trade in Lieu of Payment Waiving Compensation - Other Governmental Agencies Title to Vacated Street Procedure Limitations on Vacation Approval of Vacation Effective Date of Vacation 11.60.010 Purpose This chapter establishes street vacation policies and procedures regarding petition for vacation by owner(s) of an interest in any real estate abutting a street right -of- way pursuant to RCW 35.79. (Ord. 1995 §1(part), 2002) 11.60.020 Streets Abutting Water Streets abutting water shall not be vacated unless in compliance with RCW 35.79.030. (Ord. 1995 §1(part), 2002) 11.60.030 Filing A. The petition for street vacation shall be submit- ted to the Department. The complete application shall include a completed petition form, a vicinity map, a tax assessor's map showing all properties abutting the vacation, total of assessed land value proposed for vacation, an appraisal per TMC 11.60.050, mailing labels for all property owners within 500 feet of the vacation boundaries, and a non - refundable application fee pursuant to TMC 11.60.040. B. A completed petition form shall be one that is signed by owners of more than two - thirds of the properties abutting the street proposed for vacation. . C. If the assessed value of the land proposed for vacation is greater than $10,000, the complete applica- tion shall include a fair market appraisal. D. The petition and application expire two years from date of application, if the vacation conditions have not been met and compensation paid. (Ord. 1995 §1(part), 2002) 11.60.040 Fees and Charges The Department shall be responsible for review of the petition, inspection and acceptance of all required construction, and vacation plan review. The fee for 11 - 38 these services shall. be set forth in a fee schedule to be adopted by motion or resolution of the City Council. (Ord. 1995 §1(part), 2002) 11.60.050 Valuation and Compensation A. The value of the right -of -way proposed for vacation shall be determined utilizing either of two methods: First, based on the, assessed value of land abutting the street or, second, on an appraisal which was conducted no more than 3 months prior to the date of the application for vacation. Under the first method, the value shall be calculated by multiplying the total square footage of right -of -way by the assessed value per square foot of the abutting land, as set by the County Department of Records and Elections and the County Assessor's office. Under the second method of calculation, a real property appraisal from a member of the American Institute of Real Estate Appraisers will be conducted. B. If the calculated value is less than $ 10,000.00, the calculated value shall be used as the right -of -way value. If the calculated value is $10,000 or more. then the right -of -way value. shall be set under the second method above. C. Compensation shall be one -half of the valua- tion, except any part of the right -of -way that has . been part of a dedicated right -of -way for 25 years or more shall be compensated at the full valuation. One -half of the revenue received by the City as compensation must be dedicated to the acquisition, improvement, development and related maintenance of public open space or transportation capital projects within the City. ' (Ord. 1995 §1(part), 2002) 11.60.060 Property Trade in Lieu of Payment The petitioners may grant or dedicate to the City, for street or other purposes, real property which has a fair market value, set by an appraisal less than three months old, at least equal to the compensation value set in TMC 11.60.050. (Ord. 1995 §1(part), 2002) 11.60.070 Waiving Compensation - Other Governmental Agencies For a vacation petitioned by another governmental agency, the City Council may waive compensation required by this code and may waive the filing fee, if the Council determines the waiver is in the public interest. In this case, the petitioner shall record a covenant at King County Records that provides the City compensation by the current fair market value, for future sale or lease by the governmental agency of the vacated property. (Ord. 1995 §1(part), 2002) Printed January 14, 2003 . w,::.,: .am:>usim+w. +:...;:;v,;cti��wi,' •. '&,b4 +ril MEMORANDUM DATE: July 14, 2005 TO: Carol Lumb, Senior Planner FROM: Donna Frostholm, Senior Scientist RE: NorMed Mitigation Plan CORREQTION LTR# Enwo nine ac'( So Ctcti o ns A D O L F S O N Ma Adolfson Associates, Inc. (Adolfson) has prepared this memo in response to the City of Tukwila letter dated July 7, 2005 for the NorMed Mitigation Plan. Adolfson has reviewed the comments and has discussed each of the eight comments with Sandra Whiting. The attached mitigation sheets have been revised based on comments from the City of Tukwila and this memo summarizes those changes. Revisions to the mitigation sheets are as follows: 1. The Grading Plan (Sheet 1) has been revised to clearly show which trees on the site are being retained and which trees will be removed. 2. Some of the native shrubs on the site could be salvaged and replanted. Rather than show the shrubs to be salvaged on the plans, Adolfson will flag the shrubs to be retained. A note has been added to the Grading Plan that instructs the Contractor to dig up, store, and replant the flagged shrubs. 3. A note has been added to the Grading Plan that clarifies where the top 12 inches of reed canarygrass and soil are to be removed. 4. The definition of what constitutes topsoil on Sheet 5 (Wetland Mitigation Report) has been clarified. 5. The Notes title on Sheet 3 has been revised to clarify that both wetland and stream notes appear on this sheet. 6. In addition to the details shown on Sheet 3, stream restoration will be conducted as stipulated in the HPA. A copy of the HPA is attached to this memo. ...,.,,y.... pis irundi�t:f 2m�lJk'twuv« >w+e;G'.5.�r+i raaHb+.a: W.64 + ' `vN" 7. On Sheet 4 (Wetland Mitigation Notes and Details), the word "containerized" has been changed to "container- grown ". Also, the Tree Protection detail shown on Sheet 4 has been revised to state that the location of the fencing will be determined by the project biologist. 8. Wildlife crossing signs have been added to Sheet 3. This sheet shows the detail and location of the signs. ADOLFSON ASSOCIATES, INC. 5309 Shilshole Avenue NW, Suite 200 Seattle, WA 98107 Tel 206 789 9658 www.adolfson.com Fax 206 789 9684 RECEIVED c rTY OF TUKWILA JUL 2 8 2105 PERMIT CENTER P0 4415 City of Tukwila Public Works Department 6200 Southcenter Boulevard Tukwila, WA 98188 RE: Submittal of Revised Plans and Documents Normed II 4310 South 131st Place Permit No. D04 -415 Our Job No. 6719 July 25, 2005 CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES CORRECTION LTR #A-.- Response: We have obtained and added the latest construction standards to the plans. 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -622 (425)"51- 878 AX BRANCH OFFICES • OLYMPIA, WA • TEMECULA, CA • WALNUT CREEK, CA www.barghausen.com RECEIVED CITY OF TUKWILA JUL 2 8 2065 PERMIT CENTER We have revised the Civil Engineering Design Plans and Technical Information Report for the project referenced above in accordance with the comment letters received from your office. The following outline provides each of the comments in italics exactly as written, along with a narrative response describing how each comment was addressed: Ryan Larson, P.E., City of Tukwila Public Works Department, Dated January 12, 2005 1. The TIR must use the 1998 King County Surface Water Design manual. Response: The TIR has been revised in accordance with the 1998 King County Surface Water Design Manual (KCSWDM). 2. The capital improvement projects cited are out of date. Please refer to the City's 2004 Comprehensive Surface Water Management Plan for current CIP projects in this basin. Response: The road improvement plan has been designed and is attached to this submittal. L. Jill Mosqueda, P.E., City of Tukwila Public Works Department, Dated January 12, 2005 General I. Return the enclosed redlined plans with your response to this correction letter and response to the comments on the plans. Response: The redlined plans are enclosed with this submittal. 2. Please visit the PW development and Permits web page that can be found at: http://webserverIpubwks/popermit.htm This site contains information to help meet Public Work's requirements. Please review the Development Guidelines and Design and Construction Standards (Stds) and to the CAB (customer assistance bulletins). City of Tukwila 3. PW issues a Type C permit as part of the building permit. For the Type C permit, PW collects a base application and plan review fee when the application is submitted. The fee pays for two reviews. Public Works charges for additional reviews. See Bulletin Al. Response: We concur with this comment. -2- July 25, 2005 4. You may apply for two Type C permits, one for the right of way work and one for the onsite work. Alternatively, you may include all work under one permit. Response: We have designed the off -site road improvement plan, which is attached to this plan submittal. 5. Provide two construction cost estimates prepared by the engineer of record, one estimate for the right -of -way work and one estimate for the onsite work. The estimates must include all water, sewer, grading, storm drainage, and frontage improvement work that will be reviewed, approved and installed under this permit. Response: Attached are two construction cost estimates for the on- and off -site improvement plans. 6. Public Works has not received a petition to vacate Squire Street and 43r AV. S. It can take almost 6 months to complete the vacation process. Response: The petition for vacation of 43rd Avenue South has been submitted and processed. 7. Resubmittal of the site plans must occur AFTER the retaining walls are designed. Response: The retaining walls have been designed and submitted to the City. Site Plan 8. The civil plans should accurately show property lines as they currently exist and should have all streets labeled with correct street names. Response: The boundary of the project has been revised to show the updated property lines and all streets are labeled with the correct street names. 9. The civil plans must show the frontage improvements along S 131' Pl, and 42'' Av. S (Macadam). The '/a street improvements include curb, gutter, drainage, sidewalk, street lights, and paving. Any exception request to this requirement must be made in writing to the PW Director. I do not have the authority to grant an exception. Response: The off -site road improvement plan has been prepared and is attached to this submittal for review. re II JU : U 0 mo o. co w tu _ F- w 0 J. u-� to = w �- 0 z I-- w w • U 0 N 0 I -- w u- . Z 111 0E- z City of Tukwila -3- July 25, 2005 10. The civil plans must show the retaining walls, once they are designed. Your response to this correction letter must include the actual proposed walls and all changes associated with those walls. Response: The civil plans show the retaining walls and the retaining wall designs have been submitted to the City. 11. The water meters for the existing building must be upgraded and appropriate cross connection must be installed. Refer to Chapter 7 of the Stds., the Customer Assistance Bulletins available on the City's website and to the redlined plans. Response: The note in this regard has been added to the plans. 12. The new water meters and fire line must have backfiow prevention devices as explained in the Stds, Chapter 7. Please refer to the Stds. and to the Customer Assistance Bulletins available on the City's website. Response: The note in this regard has been added to the plans. Attached are three (3) copies of the revised plans and documents for your review. Should you have any questions or comments, please do not hesitate to contact me at this office. Thank you. AS /tep/bd 6719c.011.doc enc: As Noted cc: Dave Kehle, David Kehle Architect (w /enc) Larry Shaw, Normed (w /enc) Alison Moss, Dearborn and Moss (w /enc) Respectfully, All Sadr, P.E. Senior Project Manager z w cc J U 0 CO O J • = F CO W w O g • � n_ = Z = F- O Z F- U O 52 o I-- w W EL-- O w z U= O ~ z 06/13/2005 13:26 206926 :4 DEARBORN AND Mi JUN- 13 -'05 MON 13:35 ID:WA DEPT OF FISHERIES TEL NO:206- 391 -6593 -ie Washington HYDRAULIC PROJECT APPROVAL North Puget Sound ail Department of RCW 77 - Appeal pursuant to Chapter 34.05 RCW 18018 MITI Creek Boulevard FISH and • • WILDLIFE MilI Creek, WA 98012 -1296 . (425) 775.1311 Control Number: 00000F4793.1 Expiration Date: September 30, 2007 FPA/Publie Notice #: 200500013 Issue Date: June 10, 2005 NorMed •Shaw Partnership 2183 Sunset Avenue Southwest Seattle WA, 98116 Project Name: Project Description: FLOW BYPASS PERMITTEE AUTHORIZED AGENT OR CONTRACTOR Dearborn & Moss PLLC ATTENTION: Alison Moss 2183 Sunset AVenue SW Seattle WA, 98118 ' NorMed Warehouse and Offices Install Wetland Fill and Mitigation; Remove Culvert, Realign Creek, and Install Habitat Location is lower Southgate Creek, Tributary to the Duwamish /Green River, 4310 S. 131st Place, Tukwila PROVISIONS 1. Work on wetland grading and fill, culvert removal, stream relocation, and habitat installation shall only occur between June 15 and September 30 of calendar years 2005 -2007. 2. Work Involving the stream and wetland shall be overseen by a qualified stream and wetland scientist. 3. NOTIFICATION REQUIREMENT: The Area Habitat Biologist listed below shalt receive written notification (FAX (425-649.7098) or e-mail (fisheldf©dfw.wa.gov) from the person to whom this Hydraulic Project Approval (HPA) is issued (permittee) or the agent/contractor no leas than three working days prior to start of work, and again within seven days of completion of work to arrange for a compliance inspection. The notification shall include the permittee's name, project location, starting date for work or completion date of work, and the control number for this HPA. 4. Work shall be accomplished per plane and specifications approved by the Washington Department of Fish and Wildlife entitled, "NORMED DEVELOPMENT ", dated April 27, 2005, except • as modified by this HPA. A'copy'of these plans shall be available on site during construction. 5. A temporary bypass to divert flow around the work area shall be in place prior to initiation of other work in the wetted perimeter. 6. A sandbag revetment or similar device shall be installed at the bypass Inlet to divert the entire flow through•the bypass. 7.. A sandbag revetment or simile? device shall be installed M the downstream end of the bypass to prevent backwater from entering the work area. Page 1 of 6 PAGE 02 1!554 P01 06/13/2005 13:26 206923b.,14 DEARBORN AND ML.,S JUN-13-'05 MON 13:36 I D: WA DEPT OF FISHERIES ,TEL, NO! 206- 391. - 658 .. 9 Washington Department of FISH and WILDLIFE PAGE 03 - -- :t54 F.02. - ...... -....... HYDRAULIC PROJECT APPROVAL North Puget Sound 16018 Mill Creek Boulevard MM creek; WA 98012 -1296 (425) 775 -1311 Issue Date: June 10, 2005 Control Number: 00000F4793 -1 Z Ex- Iratton Date: September 30, 2007 FPA/Public Notice #: 20050001.3 Z rt w QQ om . J U 00 CO 111 WI w 0 g co I Z = t— 0 Z I- W • w O c o O — O I— WW O z W U= H 13. The permanent new channel shaft, at a minimum, be similar.in length, width, depth, floodplain z configuration, and gradient, as the old channel. The new channel shall incorporate fish habitat components, strearribed materials, meander configuration, and native or other approved vegetation equivalent to or greater than that which previously existed in the old. channel. •14. During construction, the new channel shall be isolated from the flowing stream by plugs at the upstream and downstream ends of the new channel. These plugs shall be substantial enough to prevent flood flows from entering the new channel during construction. 15. Before water is diverted into the permanent new channel, approved fish habitat components, streambed materials and bank protection to prevent erosion shall be in place. Fish habitat components and bank protection material shall be installed to withstand the 100 -year peak flows. 16. The fish habitat log structures shall be of fir, cedar, or other approved coniferous species installed a minimum 1/4 to 1/3 of the channel width into the channel. An on -site meeting shall occur with the Area Habitat Biologist, the permittee or agant, and the contractor prior t� installation of the log structures. . 8. The bypass shall be of sufficient size to pass all flows and debris for the•duration of the project. .9. Prior to releasing the water flow to'the project area, all ihstream work shall be completed. 10. Upon completion of the project, all material used in the temporary bypass shall be removed from the and the site returned to preproject or improved conditions: 11. The permittee shall capture and safely move food fish, game fish, and other fish life from the job site. The permittee shall have fish capture and transportation equipment ready and on the job site. Captured fish shall be immediately and safely transferred to free - flowing water downstream of the project site. The permittee may request the Washington Department of Fish and Wildlife assist In capturing and safely moving fish life from the job site to free - flowing water, and assistance may be granted if personnel are available. 12. Any device used for diverting water from a fish- bearing stream shall be equipped with a fish guard to prevent passage of fish into the diversion device pursuant to ROW 77.55.040 and . 77.16.220. The pump intake shall be screened with 1/8 -inch mesh to prevent fish from entering the system. The screened intake shall consist of a facility with enough surface• area to ensure that the velocity through the screen is less than 0.4 feet per second. Screen maintenance ehalt be adequate to prevent injury or entrapment to juvenile fish and the screen shall remain in place whenever water is withdrawn from the stream through the pump intake. CHANNEL REALIGNMENT Page 2 of 6 06/13/2005 13:26 206923bu14 DEARBORN AND ML,.36 ....TUN- 13 - MON 13:36 ID:4JA DEPT OF FISHERIES TEL NO: 206-391-6563 r PAGE 04 #554 P03 Washington 0 HYDRAULIC PROJECT APPROVAL North Puget Sound Department of 16018 Mill Creak Boulevard FISH end Mill Creek, WA 98012 -129s WILDLIFE (425) 775.1311 Issue Date: June 10, 2005 Control Number: 00000F4793 -1 . Expiration Date: September 30, 2007 FPA/Public Notice #: 200500013 Z 17. A minimum of 12 inches deep of clean, rounded, uniformly- graded gravel with a size re CU composition of: , 6 0 15 percent of 4.0 to 3.0 inches; i; O ' 35 percent of 3.0 to 1.5 inches; u) n • 40 percent of 1.5 to 025 inches, with fines less than 0.25 inches 10.0 percent total volume, shall w = .be placed throughout the channel, LL 18. Spoils from the new channel shall be placed in an approved upland site. This material shell be WO used to fill the old channel once the diversion has been completed. W ti Q 19. The angle of the structure used to divert the stream into the new channel shall allow a smooth 2 = Cl transition of stream flow. i- _ z e- 20. Stream diversion shall be conducted only after inspection and approval of the new channel by i- O the Area Habitat Biologist listed below or his /her representative. . w w 21. Diversion of flow into the new channel shall be accomplished by the following! v co 1. First remove the downstream plug. • o 2. Face the strum side of the plug with a sandbag revetment or similar approved mechanism. w w 3. Partially remove the upstream plug to allow 113 to 112 of the flow down the new channel for at H o least overnight. The old channel shall.not be allowed to dewater, u. ~O 4. Remove the rest of the upstream plug once the new channel has flow throughout its entire z length. v 5. Close the upstream end of the old channel and securely armor the entrance to the old channel i H to prevent re-entry of any flow: Armor material shall consist of clean, angular rock and shall be installed to withstand the 100 -year peak flow. Z 22. Filling of the old channel shall begin from the upstream closure and the fill material shall be compacted. Water discharging from the fill shall not adversely impact fish life. 23. Equipment used for this project shall be free of external petroleum -based products while working around the stream, Accumulation of soils or debris shall be removed from the drive mechanisms (wheels, tires, tracks, etc.) and undercarriage of equipment prior to'its working below the ordinary high water line. Equipment shall be checked daily for leaks and any necessary repairs shall be Completed prior to commencing work activities along the stream. 24. Alteration or disturbance of the stream and wetland shall be limited to that necessary to construct the project. Prior to December 31 of the year of project grading, the approved mitigation plan (Provision 4) shall be Installed. Vegetative cuttings shall. be planted at a maximum interval of three feet (on center). Plantings shall be maintained as necessary for three years to ensure 80 percent or greater survival. 25. If at any time, as ' a result of project activities, fish are observed in distress, a fish kill occurs, or water quality problems develop (including equipment leaks or spills), Immediate notification shall be • Page 3 of a , o. Idu;4, ,14I.U4,44 YA YiWGM1Y.e.Lt ybw' lwy.5� 06/13/2005 13:26 2069236,1.4 DEARBORN AND Mb—) ?UN- 13 -'05 MON 13:3? ID :WA DEPT OF FISHERIES TEL N0:206 -391 -6583 I Washington Department of FISH and WILDLIFE Issue Date: June 10, 2005 Expiration Date: September 30,2007 HYDRAULIC PROJECT APPROVAL North Puget Sound 16018 MIII Creek Boulward . MW Creek, WA 98012 -1296 (425) 774 -1311 Control Number, .00000F4793 -1 FPA/Public Notice #: 200500013 made to the Washington Department of Ecology at 1. 800 - 258 -5990, and to the Area Habitat Biologist fisted below. 26. Erosion control methods shall be used to prevent slit -laden water from entering the stream, These may include, but are not limited to, straw bales, filter fabric, temporary sediment ponds, check dams of pea gravel -filled burlap bags or other material, and /or immediate mulching of exposed areas. 27. Prior starting work, the selected erosion control methods (Provision 26) shall be installed. Accumulated sediments shall be removed during the project and prior, to removing the erosion control completion of work.. 28. Wastewater from project activities and water removed from within the work area shall be muted to an area landward of the ordinary high water line to allow removal of fine sediment and other contaminants prior to being discharged to the stream or wetlands associated with the stream_ 29. All waste material such as construction debris, slit, excess dirt or overburden, resulting from this project shall be deposited above the limits of flood water in an approved upland disposal site. 30. If high flow conditions that may cause siltation are encountered during.this project, work shall stop until the flow subsides. 31. Extreme care shall betaken to ensure that no petroleum products, hydraulic fluid, fresh cement, sediments. sediment -laden water, chemicals, or any other toxic or deleterious materials are allowed to enter or leach into the stream or wetlands associated with the stream. Location #1 NorMed WRIA 09.0001 1/4 SEC. NE 1/4 WATERBODY Duwamish /Green River Section 15 PROJECT LOCATIONS • Township: 23 N NOTES Work Start:06- 15.2005 Work End:09 -30 -2007 TRIBUTARY TO Elliott Bay Range: 04 E Latitude: N 47,48733 COUNTY • King Longitude W '122.27915 DRIVING DIRECTIONS: Interurban Ave S, west on S 133rd St, north on 44th Ave S, left on S 131st St. PAGE 05 4554 PO4 APPLY TO ALL HYDRAULIC PROJECT APPROVALS This Hydraulic Project Approval pertains only to the provisions of the Washington State Fisheries and Wildlife Code, specifically RCW 77.55 (formerly RCW 75.20). Additional authorization from other public agencies may be necessary for this project. The person(s) to whom this Hydraulic Project Approval is issued is responsible for applying for and obtaining any additional authorization from other public agencies (local, state and /or federal) that may be necessary for this project. Page 4 of 6 Z Z w 6 0 rn 0 CO ILI J I w 2 g co = w z = I— 0 Z I- w • w U � O N O H w rz .. w co 0 z 06/13/2005 13:26 206923414 DEARBORN AND ML;,S .,..._.JUN -13- -' 05 MON 13:38 I p : WA DEPT OF FISHERIES TEL NO:206- 391 -65a3 PAGE 06 14554 P05 • Washington WILDLIFE HYDRAULIC PROJECT APPROVAL North Puget Sound Department of 16018 Mill Crack Boulevard FISH and MW Creak, WA 98012 -1298 (425) 775 -1311 . Issue Date: June 10', 2005 ' Control Number: 00000F4793 -1 Expiration Date: Se•tember 30, 2007 FPA/Public Notice #: 200500013 Z ; - z CC al 2 . 0 O 0 rn Ili CO W w 0 u.a co P = a 1- 11 Z ZO • W All Hydraulic Project Approvals Issued pursuant to RCW 77,55.100 or 77.55.200 are subject to U a additional restrictions, conditions or revocation if the Department of Fish and Wildlife determines 00 H t hat new biological or physical information indicates the need for such action. The person(s) to whom this Hydraulic Project Approval is issued has the right pursuant to Chapter 34.04 RCW to I 0 appeal such decisions. All Hydraulic Project Approvals issued pursuant to RCW 77.55.110 may be u- ~ modified by the Department of Fish and Wildlife due to changed conditions after consultation with • z the person(s) to wtiorn this Hydraulic Project Approval is issued: PROVIDED HOWEVER, that such w rn modifications shalt be.subject to appeal to the Hydraulic Appeals Board established in RCW I=1 77.55,170. 0 z This Hydraulic Project Approval shall be available on the Job site at all times and all its provisions followed by the person(s) to whom this Hydraulic Project Approval is issued and operator(s) Performing the work. This Hydraulic Project Approval does not authorize trespass. It is the responsibility of the permit holder to secure any landowner permissions or use authorizations as needed for the project, The person(s) to whom this Hydraulic Project Approval is issued and operator(s) performing the work may be held liable for any loss or damage to fish life or fish habitat that results from failure to comply with the provisions of this Hydraulic•Project Approval. • Failure to comply with the provisions of this Hydraulic Project Approval could result in a civil penalty of up to one hundred dollars per day or a gross misdemeanor charge, possibly punishable by fine and/or imprisonment. APPEALS INFORMATION IF YOU WISH TO APPEAL THE ISSUANCE OR DENIAL OF, OR CONDITIONS PROVIDED IN A HYDRAULIC PROJECT APPROVAL, THERE ARE INFORMAL.AND FORMAL APPEAL PROCESSES AVAILABLE. A. INFORMAL APPEALS (WAC 220 -110 -340) OF DEPARTMENT ACTIONS TAKEN PURSUANT TO ROW 77.55.100, 77.55,110, 77.55.140, 77.55.190, 77.55.200, and 77.55.290: A person who is aggrieved or adversely affected by the following Department actions may request an informal review of: (A)The denial or Issuance of a Hydraulic Project Approval, or the conditions or provisions made part of a . Hydraulic Project Approval; or (B)An order imposing civil penalties. A request for an INFORMAL REVIEW shall be in WRITING to the Department of Fish and Wildlife HPA Appeals Coordinator, 600 Capitol Way North, Olympia, Washington 98501 -1091 and shall be RECEIVED by the Department within 30 -days of the denial or issuance of a Hydraulic Project Approval or receipt of an order imposing civil penalties. if agreed to by the aggrieved party, and the aggrieved party is the Hydraulic Project Approval applicant, resolution of the concerns will be facilitated through discussions with the Area Habitat Biologist and • his /her supervisor. If resolution is not reached, or the aggrieved party is not the Hydraulic Project Approval applicant, the Habitat Environmental Services Division Manager or his/her designee shall Page 5 of 6 06I13/2005 13: 26 206923b..-4 r^� DEARBORN AND JUN-13 -'' 05 MON, 13: „ I D:14) ,DEPT QF F I SHER I ES TEL NO: 206 --391 -e583 •if • Washington Department of FiSH and WiLDLIFE issue Date: June 10, 2005 ttEILE Date:, September 30, 2007 HYDRAULIC PROJECT APPROVAL 'North Puget Sound 1 6018• Mift Croak Boulevard Mill Crook, WA 980121296 (425) 775.1311 Control Number 00000F4793 -1 . FPAIPublia Notice M. 200500013 conduct a review and recommend a decision to the Director or his/her designee. If you are not satisfied with the results of this informal appeal, a formal appeal may be filed. B. FORMAL APPEALS (WAC.220.110 -350) OF DEPARTMENT ACTIONS TAKEN PURSUANT TO RCW 77,66.100 OR 77.55.140:. A person who is aggrieved or adversely affected by the following Department actions mey.request a formal review of: (A) The denial or Issuance of a Hydraulic Project Approval, or the conditions orprovisions made part of a Hydraulic Project Approval; (B) An order imposing civil penalties; or (C) Any other 'agency action' for which an adjudicative proceeding is required Under the Administrative Procedure Act, Chapter 34.05 RCW. ' A request for e'FORMAL APPEAL shall be in WRITING to the Department of Fish and Wildlife HPA Appeals Coordinator, shall be plainly labeled as 'REQUEST FOR FORMAL APPEAL' and shall be RECEIVED DURING OFFICE HOURS by the Department at 600 Capitol Way North, Olympia,' Washington 98501 -1091, within 30 -days of the Department action that is being challenged. The time period for requesting a formal appeal is suspended during consideration of a timely inform=al appeal. If there hes been an informal appeal, the deadline for requesting a formal appeal shall be within 30 -days of date of the Department's written decision in respanse•to the informal appeal. C. FORMAL APPEALS OF DEPARTMENT 'ACTIONS TAKEN PURSUANT TO RCW 77.65.110, 77.55.200, 77.55.230, or 77.55.290: A person who Is aggrieved or adversely affected by the denial or issuance of a Hydraulic Project Approval, or the conditions or provisions made part of a Hydraulic Project Approval may request a formal appeal. The request for FORMAL APPEAL shall be In • WRITING to the Hydraulic Appeals Board per WAC.259 -04 at Environmental Hearings Office, 4224 Sixth Avenue SE, Building Two - Rowe Six, Lacey, Washington 98504; telephone 360/459 0327. D. FORMAL APPEALS OF DEPARTMENT ACTIONS TAKEN PURSUANT TO CHAPTER 43.21L RCW: A person who is aggrieved or adversely affected by.the denial or issuance of a Hydraulic Project Approval, or the conditions or provisions made part of a Hydraulic Project Approval May request a formal appeal. The FORMAL APPEAL shall be In accordance with the provisions of Chapter 43.21 L RCW and Chapter 199-08 WAC. The request for FORMAL APPEAL shall be in WRITING to the Environmental and Land Use Hearings Board at Environment& Hearings Office, Environmental and Land Use Hearings Board, 4224 Sixth Avenue SE, Building Two - Rowe Six, P.O. Box 40903, Lacey, Washington 88504; telephone 3601459.6327. . E. FAILURE TO APPEAL WITHIN THE REQUIRED TIME PERIODS RESULTS IN FORFEITURE OF ALL APPEAL RIGHTS. IF THERE IS NO TIMELY REQUEST FOR AN APPEAL, THE MEPARTMENT ACTION SHALL BE FINAL AND UNAPPEALABLE. ENFORCEMENT OFFICER: Sergeant Chandler (34) P2 Larry Fisher • 425- 649 -7042 • • 0— Habitat Biologist CC: Page 6 of 6 r� bAGE 07 12554 for Director WDFW fwly:.k;iw.&:aai:,pr ti2•.r:r �uauN44�. •,• .? AAk w:..° drt_ Jill Mo - RE: Normed Development From: "Dan Balmelli" <dbalmelli @barghausen.com> To: "Jill Mosqueda" <jmosqueda @ci.tukwila.wa.us> Date: 6/15/05 12:15PM Subject: RE: Normed Development Jill and Jim, Thanks for your assistance on clarifying the required improvements and also attempting to assist Normed in keeping them to a minimum based on the site constraints. I will pass the information onto Larry for his review. Dan Original Message From: Jill Mosqueda [mailto :jmosqueda @ci.tukwila.wa.usj Sent: Wednesday, June 15, 2005 11:32 AM To: dbalmelli Cc: Cyndy Knighton; Carol Lumb; Jim Morrow; Ryan Larson; Robin Tischmak; Sandra Whiting Subject: Normed Development Following our meeting on June 6th, I presented your proposed frontage improvements to Jim Morrow, Public Works Director. The following is Jim's decision on the proposal: 1. S 131st PI - Proposed improvements consisting of a paved shoulder, curb and storm drainage pipe running from 42nd Av S to Hot Mix Pavers is approved. The storm drainage that will be collected must be handled so that there is no flooding or pooling occurring downstream. At a minimum, the storm drainage would have to be treated before it is directed to the wetlands /stream. Additionally, I advise you to work up a drainage design for S 131st PI and get WDFW approval before you go too far with the rest of your design work. 2. 42 nd Av s - Install curb, gutter, storm drainage and 5' concrete sidewalk for the full length of the 42nd Av S frontage. The City will not require paving (overlay) or pavement mitigation fees to do this work. Upon request, I will provide a copy of the planned paving from the 2005 Overlay Program. Paving along Normed property as shown in the overly program has been deferred. The two paved travel lanes in 42nd Av S will be 10' wide. The frontage improvements would begin at the edge of the travel lane. L. Jill Mosqueda P.E. CC: "Lawrence M. Shaw" <Ishaw @normed.com >, "Sandra Whiting" <swhiting @ci.tukwila.wa.us >, "Robin Tischmak" <rtischmak@ci.tukwila.wa.us>, "Ryan Larson" <rlarson @ci.tukwila.wa.us >, "Jim Morrow" <jmorrow @ci.tukwila.wa.us >, "Carol Lumb" <clumb @ci.tukwila.wa.us >, " Cyndy Knighton" <cknighton @ci.tukwila.wa.us> Page 1 Z CC J U 00 U o J • = H 2 w w u-a = w Z = I- O z I- w 2 • 0 U 0 N_ I- w W I=. 0 � O Z w U = 0 z May 27, 2005 Mr. Larry Shaw Nor Med Shaw Partnership. PO Box 3644 Seattle, Washington 98124 -3644 Dear Larry, A D O L F S O N Erwironmenta.( Solutions RE: Nor Med Shaw Partnership, Building Permit - Frontage Improvements At your request, Adolfson Associates, Inc. (Adolfson) has reviewed the letter from the City of Tukwila Public Works Department in regards to a request for relief from half street improvements to 42 Avenue South (Macadam) for the Nor Med -Shaw. Building Permit D04- 415. I have reviewed the letter from Mr. Jim Morrow, Director of Public Works and have provided this response based upon our role in the project as the environmental consultant and designer of the wetland mitigation area. Frontage improvements requested by the City of Tukwila include curb, gutter, drainage facilities, sidewalk, and paving along the eastern side of 42n Avenue South. As I understand it, the required frontage improvements would result in expansion of the road cross- section to provide a 12 to 14 foot wide lane, a new curb and gutter, and new sidewalk of a width of approximately 5 to 6 feet on the east side of the road. To construct these improvements, we understand from Barghausen Engineers that two to three sections of new rockery would need to be built, in addition to the retaining wall already proposed for the slope as part of the wetland mitigation. The results of construction of these frontage improvements would likely include encroachment into the mitigation slope from a fill slope for the sidewalk and rockery wall. This construction may also cause impacts to both proposed wildlife movement corridors and existing trees designated to remain. As part of the mitigation design, two "wildlife corridors" were identified on the existing slope along 42 Avenue South and protected from grade change in the mitigation plan. The construction of additional wetland mitigation area, as required by the Washington State Department of Ecology for the project, necessitated the grading of the slope east of 42 Avenue South. The two wildlife corridors were designed to retain existing grades so that movement of wildlife to and from the mitigation area was not adversely affected by steepening the grade of the slope. Coyote and raccoon are thought to use the existing wetland and buffer and the segment of Southgate Creek located on site. The wildlife corridor areas proposed also served to retain existing coniferous trees. Our concern is that construction of the additional rockery as part of frontage improvements may artificially "block" the movement of wildlife through the corridors and further isolate the habitats on the Nor Med site. This could limit the use of the mitigation area by local wildlife species. In addition, I have two other concerns regarding the effects of frontage improvements (namely sidewalks) along 42 Avenue South on the wetland mitigation area. These are related to roadside litter and human access. Sidewalks will encourage pedestrians and walkers may ADOLFSON ASSOCIATES, INC. 6309 Shilshole Avenue NW, Suite 200 Seattle, WA 98107 �� 206 789 9668 5taa 206 789 9684 www.adoyomern V E3i",i»..2 �..�."".�FLE"'�. mss.. w. ��i. �.. r „�.r.�.nr�y�.�.� PCMANENT FILE COPY R folk 7 4 Fr° r) JUN 0 ' Z.UO5 I s ' lo •. 11...• PUBLIC WORKS f Shaw /Nor Med -Shaw Partnership May 27, 2005 Page 2 of 2 contribute to degradation of the slope by depositing litter. Currently, litter and debris is found on the slope east of 42 Avenue South. The debris consists of bottles, cans, discarded building materials, and tires, among other man-made items. The mitigation proposal requires removal of this debris from the slope to clean up the site and improve wildlife habitat. Encouraging pedestrian use at the top of this slope area could result in a continuing problem with disposal of trash. We anticipate that litter removal could end up being a continual maintenance issue and potentially jeopardize the viability of new plantings required for the upland slope as part of the mitigation. We also have concerns that the new sidewalk would encourage physical access to the mitigation area by the public, which could also disrupt wildlife use of the site. As an alternative to the frontage improvements outlined by the City in Mr. Morrow's letter, I understand that Barghausen Engineers has developed, with your assistance, another proposal for frontage improvements along 42n Avenue S. This alternative would include curb and gutters, and drainage facilities within the existing paved road shoulder, but would not include new sidewalk. Dan Balmelli of Barghausen Engineers described this alternative over the telephone. If only curb and gutter and drainage facilities were installed, then the additional impacts from fill and rockery walls for sidewalks to the mitigation area would not occur. Existing trees and other vegetation in the two wildlife habitat corridors would be unaffected. Existing grades in the proposed wildlife habitat corridors would be maintained and allow for movement of animal species. Further, without sidewalks along the top of the slope, we anticipate that litter and dumping of garbage would occur less frequently and public access to the site would not be encouraged. This would require less maintenance and contribute to the overall viability of the upland and wetland mitigation area. Thank you for requesting our review of the frontage improvement issue. If you have any questions, I would be happy to discuss these with you personally at 206 - 789 -9658. Thank you, ADOLFSON ASSOCIATES, INC. Teresa H. Vanderburg Director of Natural Sciences 4+ 44444i Ms. Alison Moss Dearborn & Moss P.L.L.0 2183 Sunset Ave. SW Seattle, Washington 98116 Dear Ms. Moss: City of Tukwila Department of Public Works James F Morrow, P.E., Director RE: NorMed -Shaw Building Permit D04 -415 PERMANENT FILE COPY Steven M. Mullet, Mayor Thank you for your letter of April 6, 2005 wherein you outline the reasons for requesting an exception to the City's requirement of frontage improvements (curb, gutter, drainage, sidewalk, street lights, and paving) along 42 " Avenue South. At your request, I have reviewed the City's position. My review included your letter, the plans prepared by Barghausen Consulting Engineers (dated 10/13/04), and the project's geotechnical report prepared by Terra Associates (dated 11/17/04). There were three reasons presented for your waiver request. The following discussion will address each of those in the same order that they were presented. 1. The NorMed Proposal Does Not Create the Need For or Contribute to the Need for Half Street Improvements. Response: The principal reason for your waiver request is the alleged lack of nexus between the proposed NorMed building and the City's desired half - street improvements and the accompanying lack of proportionality between the impacts and the desired public improvements. To substantiate this statement you state the City has not provided an analysis that demonstrates the need for the improvements. To bolster your position, you have pointed out that the NorMed Project will not access onto 42" Avenue, the location for the proposed half - street improvements. The City is well familiar with Benchmark Land Company v. City of Battleground, 146 Wn.2d 685, 494, 49 P.3d 860 (2002), Isla Verde v. City of Camas, 146 Wn.2d 740, 49 P.3d 867 (2002), and Dolan v. City of Tigard, 512 U.S. 374, 391 (1994) and the duties they place upon the City. As such, the City feels there is substantial evidence to establish a nexus and satisfy the proportionality requirements. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.433 -0179 • Fax: 206.431 -3665 z IZ w J U 00 coo cn J Q u w gQ = w z = Z O w • w U � O N CI H w LL O Z W O z The NorMed proposal includes the filling of a Type 2 wetland and the creation of a new wetland area. This new wetland area will be located along the western side of the property and at the base of 42 " Avenue South. To create the new wetland and provide fill material for the building site, existing steep slopes on the western edge of the property will be excavated and an extensive retaining wall system installed. Barghausen Drawings Cl, C4, C5, C7, and C8 clearly show the excavation limits, the retaining wall system and its associated details. Section 4.2, specifically Page 6, of the geotechnical report prepared by Terra Associates, Inc. addresses the work that will be performed along the western portion of the site. It states, "Water must not be allowed to flow uncontrolled over the slope face. If surface water runoff must be directed towards the slope, the runoff should be controlled at the top of the slope, piped in a closed conduit installed on the slope face, and taken to an appropriate point of discharge beyond the toe." Section 4.6, Page 9, also addresses the retaining wall system and establishes criteria for the construction of the walls. The City considers that NorMed's own project documents provide the substantial evidence and nexus to require frontage improvements along 42 " Avenue. The surface water runoff from 42 " Avenue South flows eastward toward the NorMed property and would flow uncontrolled over the slope face if not channeled by the installation of a proper drainage system - curb, gutters, etc. The installation of a sidewalk on the backside of the curb is required because once the curb and gutter is installed, the roadway width and travel lanes will be clearly defined and pedestrians will need a safe area upon which to walk. Also, the sidewalk will assist in directing surface water runoff away from NorMed's steep slopes and the retaining walls, because they will be sloped towards the gutter. 2. Adjacent Frontage Improvements are Unlikely in the Foreseeable Future. Response: The City feels that the possibility of future frontage improvements on adjacent properties along 42 Avenue South have no bearing upon the issue at hand. The impact created by the relocation of the wetlands and the excavation of the steep slopes on the western portion of the property is directly mitigated by the frontage improvements. 3. Frontage Improvements Would Conflict with Wetland Mitigation. Response: The elevation difference between the roadway and the wetland area is significant. Frontage improvements will not adversely affect the quality of the habitat and species using the wetlands. In summary, the City has determined that frontage improvements, curb, gutter, drainage, and sidewalks along 42 " Avenue South are required to mitigate the impacts created by the proposed relocation of the wetlands and the excavation of the steep slopes, including • the need to maintain slope stability as noted in NorMed's geotechnical report. The requirement for street lighting is waived. The City is planning to perform some roadway work this summer along 42 Avenue South adjacent to the NorMed property. The scope of the work will be an edge of pavement to edge of pavement overlay and the installation of a water main. Once this work has been completed, the City will not allow any work in the right -of -way without fully restoring the pavement. Therefore, the City would be willing to include in our maintenance contract the installation of the frontage improvements - curb, gutter, sidewalk, and drainage. NorMed would reimburse the City for the cost of the design and construction of these improvements. NorMed would not be billed for the cost of the paving. If this offer interests NorMed, please let me know as soon as possible so that the City can plan the scheduled maintenance work. Should you have any questions regarding this decision, please do not hesitate to call me at your convenience (206) 433 -0179. Sincerely, �curna� c�' James F. Morrow, P.E. Director, Public Works April 6, 2005 VIA FAX AND FIRST CLASS MAIL Jim Morrow, Director Public Works Department City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Dear Mr. Morrow: u ARBORN & MOSS P.L.L.C. Attorneys at Law Re: NorMed —Shaw Building Permit D04 -415 Background 2183 Sunset Ave. SW Seattle, Washington 98116 Phone: (206) 923 -0816 Fax: (206) 923 -0814 PERMANENT FILE COPY RECEIVED APR 0 7 2005 TUKWILA PUBLIC WORiv., By this letter I would like to follow up on our telephone conversation of March 23, 2005 in which we discussed the request in the Department's January 12, 2005 review comments that NorMed Shaw construct half street improvements to 42n Avenue South (Macadam). The review comments indicate that the improvements should include curb, gutter, drainage, sidewalk, street lights, and paving. NorMed has asked that you waive this requirement. You asked that I outline the reasons for our request and agreed that doing so would not affect NorMed's ability to formally request an exception, should we find that necessary. In April, 2002 the City of Tukwila approved a reasonable use exception for the construction of an approximately 40,000 square foot (SF) office /warehouse building and the filling of approximately 32,204 SF of a Type 2 wetland. The wetland mitigation plan conceptually approved by the City proposed creating approximately 13,726 SF of wetland and enhancement of 43,440 SF of wetland on -site. In addition, the proposal incorporated a number of features that would provide "out -of- kind" mitigation for wetland impacts. The proposal also requires an individual Section 404 Clean Water Act permit from the Army Corps of Engineers (Corps) and an individual water quality certification from the Department of Ecology (Ecology). After extensive review, Ecology determined that an additional approximately 18,478 SF of wetland creation was necessary to achieve no net z z re QQ � J o O 0 CO J w 0 co u.¢ I CI I- MI Z = ZO LL] • w U O N O I- w uj ▪ O ai o r z • Jim Morrow April 6, 2005 Page 2 ( "."..1641 0 loss of wetland square footage. NorMed investigated off -site mitigation for more than a year, but none of its overtures came to fruition. Consequently, in April, 2004, NorMed z asked its civil engineers, Barghausen Consulting Engineers, to evaluate the possibility 1 of providing additional wetland creation area on -site. Barghausen has developed a plan w which would result in no net loss of wetland square footage by creating greater wetland 6 = areas on the western portion of the site by excavating into the hillslope below 42 "d v o Avenue South (Macadam). Ecology conceptually approved this plan. N w J = As we discussed, the revised wetland mitigation plan will require construction of a w � retaining wall along most of the top of the slope adjacent to 42 Avenue South and w grading and replanting of much of the slope from 42 Avenue South to Southgate J Creek. u. u) a = Bases for Waiver Request H W z1- 1. The NorMed Proposal Does Not Create the Need For or Contribute to the Need w O uj For Half Street Improvements. ? o The principal reason that we ask the City to waive the request for half - street o improvements to 42 " Avenue S. is that there is no nexus between the proposed NorMed w w building and the City's desired half - street improvements or proportionality between the t- H impacts of the proposal and the desired public improvements. Consequently, the 1 2- - O request does not comport with RCW 82.02.020 or constitutional principles. Further, the id n City has not provided any analysis demonstrating that NorMed's proposal creates the o need for -- or even contributes to the need for -- the improvements. Thus, the request is Z not supported by substantial evidence. NorMed operates a manufacturing and wholesale distribution business that produces and sells immediate care medical supplies. It chose its current location based on its excellent access to I -5 and to SR 599. NorMed's access to I -5 and SR 599 is via S. 131 Place to 44 Avenue S. and S. 133 Avenue. It acquired additional adjacent properties for expansion at this location for the same reason. Currently, it has no access to 42nd Avenue S. The wetland mitigation described above will preclude future access to 42 " Avenue S. Its new building is unlikely to generate any trips on 42nd Avenue S., as S. 131 Place provides much more direct access to its property. The City's request is very similar to that invalidated in The Benchmark Land Company v. City of Battleground, 146 Wn. 2d 685, 49 P. 3d 860 (2002) . In Benchmark, the City of Battleground required an applicant for a subdivision to make half-street • Jim Morrow April 6, 2005 Page 3 improvements to a street adjoining the development based on an ordinance very similar to TMC 11.12.030.B. The applicant sued under the Land Use Petition Act (LUPA), arguing that the condition was not supported by substantial evidence and was unconstitutional. In that case, as in this case, the proposal had no direct access to the street in question. Traffic studies performed both by the applicant and by the City both indicated that the proposal would not generate a substantial number of trips on the street or create safety or operational concerns. 146 Wn. 2d at 690. Consequently, the Supreme Court found that the condition requiring half street improvement was not supported by substantial evidence. As a result, it did not rule on the constitutional argument. This case is even more clear cut than Benchmark: NorMed's proposal is not expected generate any traffic on 42 Avenue S. Isla Verde v. City of Camas, 146 Wn.2d 740, 49 P.3d 867 (2002) considered challenges to a 30% open space requirement. The challenges were brought under RCW 82.02.020 and the constitution. As in Benchmark, the Supreme Court found no need to rule on the constitutional challenge, based on its conclusion that the condition violated RCW 82.02.020. RCW 82.02.020 generally provides, with some exceptions, that the state preempts the field of imposing certain taxes. There are three exceptions: (1) impact fees authorized by RCW 82.02.050 - .090; (2) dedications of land or easements within the proposed development which the local government can demonstrate are reasonably necessary as a direct result of the proposed development; or (3) voluntary agreements that allow a payment in lieu of dedication or to mitigate a direct impact that is a consequence of the proposed development. The second and third exceptions are found in RCW 82.02.020 and by their plain language require that the local government demonstrate that the condition is reasonably necessary as a direct result of the proposed development. Thus, in Isla Verde, the Supreme Court held that the City had to demonstrate that set aside regulation was based upon an assessment that the requirement was reasonably necessary in that location: We have repeatedly held, as the statutes require, that development conditions must be tied to a specific identified impact of the development on a community. I While your request does not fall within the first exception for impact fees, we note that the Court of Appeals has recently held that the first exception, impact fees, also requires that the condition be proportional to the impacts of the proposal, and not be based on a Citywide or cumulative impact assessment. City of Olympia iv. Drebick, 119 Wn. App. 774, 83 P. 3d 443 (2004). . �a.: 1R.1•rb'i�:u.�vl.Ait:l'.:M4w.r� ' i -M.... i l� uW. w N.. .v.4.Aw-H..............�n, w.w Jim Morrow April 6, 2005 Page 4 146 Wn. 2d at 761. As Camas had not done so, the 30% set aside was invalild. Here, the City has not demonstrated that the improvements to 42 " Avenue S. are tied to a specific identified impact of the NorMed building on the community. Thus, the request violates RCW 82.02.020. You suggested that the grading work on the slope adjacent to 42 Ave. and the construction of retaining walls adjacent to the right -of -way may provide the necessary relationship between the frontage improvement and the impact of the proposal. However, street improvements are wholly unrelated to the wetland mitigation. The fact that NorMed will be performing wetland mitigation work adjacent to the right -of -way does not provide a basis for requiring transportation improvements for which NorMed's proposal does not create a demand and from which it does not benefit. 2. Adjacent Frontage Improvements are Unlikely in the Foreseeable Future. Frontage improvements on adjacent properties on the east side of 42 Avenue S. have not been undertaken. The nearest improvements to north are on the north . side of SR 599. To the south, there are no similar frontage improvements along the entire length of 42 Avenue S./Macadam Rd. nearly to Southcenter (over two miles). It is unlikely that half street improvements on adjacent properties would be undertaken in the foreseeable future. 3. Frontage Improvements Would Conflict With Wetland Mitigation. In my experience, lighting and pedestrian traffic, particularly pedestrian traffic which may involve pets, are not desirable within or adjacent to wetland mitigation projects as they adversely affect the quality of the habitat and the species using that habitat. For these reasons, we ask that you waive the requirement for frontage improvements on 42 Avenue S. Thank you in advance for your consideration of our request. Alison Moss cc: Larry Shaw Reid iddleton February 28, 2005 File No. 262004.005/00902 Mr. Bob Benedicto, Building Official City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal NorMed Shaw Building (D04 -415) Dear Mr. Burnell: We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The permit applicant has responded successfully to our comments. A new structural set of drawings was submitted in response to our initial plan review and inserted into the original drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila after issuance of the initial building permit, per IBC Section 106.3.4.2. The following deferred submittals are identified: 1. Design drawings for open - steel -web wood I-joists. Special inspection by the Geotechnical Engineer of Record should be provided for at least the aspects of construction noted below, as recommended in the geotechnical report by Terra Associates, dated November 17, 2004. See IBC Sections 1704.7 and 1802. 1. Site excavation and grading. 2. Preloading of building area. 3. Placement of structural fill and soil compaction. 4. Verification of soil - bearing capacity. 5. Installation of the foundation subsurface drainage system. 6. Placement and compaction of foundation and retaining wall backfill. Structural special inspection by qualified special inspectors should be provided per IBC Sections 1704 and 1707. The following is a summary of the structural special inspections: TFC rweb MA 0 2005, rJ EyEL OPI y T Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 1Z . w 6 00 w o w= J I -- w 0 2 u- Q co — 0 I— al z� F— 0 Z ~ w 0 O N CI I— w • w LI-.O .. z w O - O z Mr. Bob Benedicto, Building Official City of Tukwila February 28, 2005 File No. 262004.005/00902 Page 2 1. Concrete construction: Continuous, see also Section 1704.4. 2. Reinforcement at concrete construction: Periodic, see also Section 1704.4. 3. Structural welding of concrete reinforcement: Continuous, see also Section 1704.4 and Item 5.b.2 of Table 1704.3. 4. Erection of precast (tilt -up) reinforced concrete walls: Periodic, see also Section 1704.4. 5. Installation of concrete expansion and adhesive anchors: Continuous, see also Section 1704.13. 6. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. 7. Structural welding of structural steel for single -pass fillet welds < 5/16 -inch and floor /roof deck welds: Periodic, see also Section 1704.3. 8. High- strength bolting of structural steel other than slip- critical: Periodic, see also Section 1704.3. 9. High- strength bolting of structural steel, slip - critical: Continuous, see also IBC Section 1704.3, Section M5.4 of the AISC Specification (AISC -LRFD or AISC 335), and RCSC Section 9.3. 10. Erection of open -web steel joists and girders: Periodic, see also Section 1704.3. 11. Wood- framed lateral- force - resisting system at the roof: Periodic, see also Section 1707.3. Enclosed are one complete set of the revised structural drawings (bound with the originally submitted architectural drawings) and an additional set of the revised structural sheets. Also enclosed are the structural calculations, geotechnical report, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. tiK r Phi p Brazil, P.E., S.E. Senior Engineer Enclosures cc: David Kehle, Architect Richard Hudson, Hudson and Associates vlf\ 26\ planrevw \tukwila \04 \t009r2.doc\kky Reid iddleton Z 1 2 ' w QQ • � JU U 0 N 0 J • LL w 2 u- ? • a = 1- w _ Z � I- 0 Z I— w • w U n O - o f- w • W • Z w • = O '— z • 1 114 n • david kehle architec February 17, 2005 Reid Middleton, Inc. 728 134 Street SW Suite 200 Everett, Washington 98204 Attn: Mr. Philip Brazil Re: NorMed Shaw Building -- 004 -415 Tukwila Dear Philip, Enclosed please find two sets of revised structural drawings, one copy of structural calculations and a response letter from Richard Hudson & Associates as requested in your December 7, 2004 review letter. If you have any questions please feel free to call. Sincerely, ahu David Kehle DK/mt Cc: Mr. Bob Benedicto a:10441 Veidmiddletonlet2 -17 -05 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 9(oL/ -o - f. FEB 2 2 200 eiN) (206) 433 -8997 FAX (206) 246 - 8369 email: davek@dkehlearch.com Z 6 JU: U O . co WI • J F-: LL: w O g J- LL 52 a• w • H I Z I-. O Z U 0 ' O — :o ,w w — O. . 1--� O z z z re w J U U0 N 0 J = H CO W w 0 2 g u_ w a = z � This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. W O All correction requests from each department must be addressed at the same time and reflected on your drawings. I ? have enclosed comments from the Building, Planning and Public Works Departments. At this time, the Fire Department . 0 w has no comments. o I- wW Building Department: Ken Nelsen, at (206) 431 -3677, if you have questions regarding the . H L A:O .. z w Planning Department: Carol Lumb, at (206) 431 -3641, if you have questions regarding the O z February 16, 2005 Mr. David Kehle 12720 Gateway Drive, Suite 116 Seattle, Washington 98168 RE: Dear David: Sincerely, CORRECTION LETTER #1 Development Permit Application Number D04 -415 Normed — 4310 South 131' Place Public Works Department: Jill Mosqueda, at (206) 431 -2449, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Stefania Spencer Permit Technician encl xc: File No. D04 -415 Ciiy of Tukwila attached memo. attached memo. Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431.3670 • Fax: 206 - 431 -3665 ".41...111l11.yP . +..y udlaM. '44 .14,4 J., Building Division Review Memo Date: Dec. 13, 2004 Project Name: Normed permit application Application #: D04 -415 Plan Review: Ken Nelsen, Senior Plans Examiner An initial Building Division architectural plan review has been conducted on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. 1. On the plan title sheet SD -1, provide a general "Plan Index ". 2. Provide compete door, window, and skylight schedules on the plans. The schedule must reference safety glazing and minimum energy code values. The energy code values should also be reflected on an updated State Energy Code compliance form. 3. The building shell is designed to comply as a prescriptive, Semi - Heated structure under W.S.E.0 Section 1310.2. However, as separate tenant improvement permit applications are made for occupancy, the general requirements for conditioned spaces and semi - heated may change. At a minimum, provide general notes on the plan regarding the W.S.E.C. compliance for the future development of tenant spaces, etc. 4. Related to comment number 3 above, the commissioning of H.V.A.C. equipment has become an integral part of the W.S.E.C. requirements. Regardless that separate mechanical permits are required for H.V.A..C. systems, the requested W.S.E.C. general notes must include references to the System Commissioning requirements of W.S.E.C. Section 1415.4, specifically as required for the Certificate of Occupancy. No further comments at this time. • Page 1 Tukwila Building Division Ken Nelsen, Sr. Plan Examiner 7 Supplemental Building Division Review Memo Date: Project Name: Application #: Plan Review: Jan. 11, 2005 Normed permit application D04 -415 Ken Nelsen, Senior Plans Examiner Tukwila Building Division Ken Nelsen, Sr. Plan Examiner An overview of the subject application building site improvements, in conjunction with the Planning and Public Works Departments has resulted in the following concern. Please address the following comment as applicable. The retaining walls sections shown on plan sheet C-8, would indicate that the required wall construction is far more complex then is generally presented. Because City policy requires separate permit building application for retaining walls and detention vaults, it is recommended that the retaining wall construction be submitted for permit application as soon as possible. Feel free to contact myself if there are any questions at 206 -431 -3670. No further comments at this time. ..vviwln Y..,a.7.v :.n ��ana✓ «.i:iA <LYidv.kir}, W. y.`. �4kNLIJ�l aML: a.' JY; vil. WiM+: i( i;} I. iinVhl' 7CI('.V.S�iN.VS4.'aFrvcxb'".iTSr J CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa Development Guidelines and Design and Construction Standards Permit #: 004 -415 Project Name: Normed 4230 S 164 St Review #: 1 Date: 01.12.05 Reviewer: Ryan Larson, P.E. The City Of Tukwila Public Works Department (PW) has the following comments regarding the surface water Technical Information Report provided with this permit application. 1. The TIR must use the 1998 King County Surface Water Design manual. 2. The capital improvement projects cited are out of date. Please refer to the City's 2004 Comprehensive Surface Water Management Plan for current CIP projects in this basin. Projects /D04 -415 Normed SW comm 1 from Larson 1 z • W J0 O 0 co w= J U) LL w 0 2 u Q = • a F w Z - � Z I- w • w U � O - o }- w W fI U -o w z U = O ~ z .u,, ,w._....Y �x.�.....y.Z. r. ..,1. .��.:eit.i::'�.,, gal:.::''' auri,: d. rl�iii1;: s: c:.:: 3;:✓ �3i .:as....oc,:a�:rti..�.�.6�;tc.�. City of Tukwila DATE: February 15, 2005 CONTACT: Dave Kehle, Architect RE: D04 -415, NorMed Warehouse ADDRESS: 4310 S. 131 Street Department of Community Development Steve Lancaster, Director PLANNING DIVISION COMMENTS Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206 -431 -3661. Background: This building permit is being reviewed against the approved Reasonable Use (L98- 0076), and Design Review applications (L98 -0077) for the proposed NorMed warehouse. Public hearings were held on these applications February 28, 2002 and April 4, 2002, and they were reviewed, discussed and approved by the Tukwila Planning Commission and Board of Architectural Review April 4, 2002. A conceptual wetland mitigation plan was submitted at the time the Reasonable Use application was approved with a final wetland mitigation plan and monitoring program to be submitted with the building permit submittal. Design Review: 1. Two conditions were approved by the Board of Architectural Review (BAR) when it approved the design of the project: Condition 1: The landscape plan must be revised to reflect at least 12.5 feet of landscaping on the front of the building and to add ornamental landscaping at the front entrance; Sheet A -1 indicates there are planters at the front entrance to the building, however, the landscaping plan does not provide a detail of the plantings. This detail must be provided. The landscaping plan does not provide the required 12Y2 feet of landscaping at the front of the site. The landscaping between the sidewalk and the street does not appear to include shrubs, only 2 street trees and ground cover. Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 z • z w Q • � J U U O (n CO 111 J = w 0 J • < _ • a I - w z = �— 0 z f-- • w U O — o ff w u. w z U = 0 z Mr. David Kehle, Architect D04 -415: Nonmed Warehouse February 15, 2005 Condition 2: The site plan must be revised to reflect the corrections identified in Attachment B. The second condition related to the need for additional parking on the site. It appears this condition has been met by providing 110 parking stalls for the entire site. I had calculated the parking requirements differently, as noted in the attached staff report and come up with 47 required parking stalls for the new building. This would have you one parking stall short on the site. Let's discuss the discrepancies in the calculation of required parking. You may be able to address the short fall through the development of a commute trip reduction program, which is one of the conditions of the Reasonable Use application approval. Also, please check the size of the regular parking stalls — on the west side of the building it appears that some of the stalls are not 19 feet deep z 4— • z w • 2 J U O 0 N J j--- uUO g u. Q = 2. Please revise the landscaping plan to provide landscaping along Macadam to provide z screening for the proposed fencing. A major change in the project is the proposal to . z O excavate into the hillside to create additional wetland area to meet DOE wetland replacement requirements. Retaining walls will be needed to retain the slope at the base of o the slopes. At the top of the slope, fencing is proposed for placement on top of the o w retaining walls. The site plan approved by the BAR April 4, 2002, did not include 0 F - retaining walls in the hillsides where additional wetlands are being created nor fencing = v along Macadam Road, and as a result did not require landscaping along the street frontage. LL 3. Please provide an enlargement of the landscaping plan — it is hard to determine the v distribution and type of the plantings in some cases due to the scale of the plan. 1— a. I am enclosing a copy of the Plant List with notations where the actual count of Z. plantings differs from what is listed. Due to the scale of the plan, I was not able to confirm the number of Abelia and mixed varieties of Rhododendron shrubs that are being planted. Please have the landscape architect confirm my counts of plants. b. The required size of the interior landscape islands is 100 square feet; my calculations show that the islands are 75 square feet in size. c. Planting Notes: Herbicide use is not encouraged at any time due to the proximity of the landscape plantings to the wetlands and groundwater that drains to the Duwamish River. Also, please add a note that the Landscaping Affidavit is to be completed and provided to the City prior to requesting the final landscaping inspection. 4. Sheets C -5 and C -7 must be revised to reflect the grading that will occur to remove the top 12- inches of soil in the existing wetlands to remove the Reed Canarygrass. The TESC plan should also be revised to reflect the need for erosion control during this grading 5. On Sheet C -5, please add a note that the trees in the northern -most habitat corridor must be protected during construction. q: \myclocs\general \2004 - Memos \.doc F:rauwa. • uy q: \my does \general \2004 - Memos \.doc Mr. David Kehle, Architect D04 -415: Normed Warehouse February 15, 2005 6. I would like to confirm there are no planned changes to the color scheme provided at the design review hearing. z z 6 '~ w -I C.) U o • 0 -J • _ U w w g • � 9. A copy of the conditions approved with the Reasonable Use application are enclosed. 0 Conditions 1 and 2 apply. I don't believe that we have received either the lot consolidation I d w application as yet or the street vacation request for 43 Avenue South. These must be z submitted as soon as possible. o zI- 10. The wetland mitigation plan will be reviewed and approved through the review of the 2 � revised SEPA and Reasonable Use applications. Comments will be provided on the o co mitigation plan under separate cover. o w uj • U 0 . Z w U= O I- 7. A separate sign permit is required for any signage for the new building, or revisions to the free standing sign at the entrance to the Normed site. 8. I did not find that bicycle parking was provided on the site plan. The parking standards require one bicycle space for each 50 parking stalls with a minimum of 2 spaces provided. Reasonable Use Application 3 z Permit #: D04 -415 Project Name: Normed 4230 S 164 St Review #: 1 Date: 01.12.05 Reviewer: L. Jill Mosqueda, P.E. GENERAL Projects /D04 -415 Normed Comm #1 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards The City Of Tukwila Public Works Department (PW) has the following comments regarding your application for the above permit. Please contact me at 206.431.2449, if you have any questions. 1. Return the enclosed redlined plans with your response to this correction letter and response to the comments on the plans. 2. Please visit the PW development and Permits web page that can be found at: http: / /webserver /pubwks /pwpermit.htm This site contains information to help meet Public Work's requirements. Please review the Development Guidelines and Design and Construction Standards (Stds) and to the CAB (customer assistance bulletins). 3. PW issues a Type C permit as part of the building permit. For the Type C permit, PW collects a base application and plan review fee when the application is submitted. The fee pays for two reviews. Public Works charges for additional reviews. See Bulletin Al. 4. You may apply for two Type C permits, one for the right of way work and one for the onsite work. Alternatively, you may include all work under one permit. 5. Provide two construction cost estimates prepared by the engineer of record, one estimate for the right -of -way work and one estimate for the onsite work. The estimates must include all water, sewer, grading, storm drainage, and frontage improvement work that will be reviewed, approved and installed under this permit. 6. Public Works has not received a petition to vacate Squire Street and 43 AV. S. It can take almost 6 months to complete the vacation process. 7. Resubmittal of the site plans must occur AFTER the retaining walls are designed. 1 SITE PLAN 8. The civil plans should accurately show property lines as they currently exist and should have all streets labeled with correct street names. 9. The civil plans must show the frontage improvements along S 131 PI. and 42n Av. S (Macadam). The % street improvements include curb, gutter, drainage, sidewalk, street lights, and paving. Any exception request to this requirement must be made in writing to the PW Director. I do not have the authority to grant an exception. 10. The civil plans must show the retaining walls, once they are designed. Your response to this correction letter must include the actual proposed walls and all changes associated with those walls. 11. The water meters for the existing building must be upgraded and appropriate cross connection must be installed. Refer to Chapter 7 of the Stds., the Customer Assistance Bulletins available on the City's website and to the redlined plans. 12. The new water meters and fire line must have backflow prevention devices as explained in the Stds, Chapter 7. Please refer to the Stds. and to the Customer Assistance Bulletins available on the City's website. Projects /D04 -415 Normed Comm #1 2 z • Wi cc ,J 00 UO to w 2 g Zi a. co = d w. ' F- O ZF-- w D o C) �' w �-o ui W o• z Reid iddleton December 7, 2004 File No. 262004.005/00901 Mr. Bob Benedicto, Building Official City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal NorMed Shaw Building (D04 -415) Dear Mr. Benedicto: General Geotechnical 'A • '' ,• vec4 E CEIVED DR: n 8 200 DEVELOPMENT We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. 1. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the geotechnical engineer and the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. 1. Special inspection by the Geotechnical Engineer of Record should be provided for at least the aspects of construction noted below, as recommended in the geotechnical report by Terra Associates, dated November 17, 2004. See IBC Sections 1704.7 and 1802. a. Site excavation and grading. b. Preloading of building area. c. Placement of structural fill and soil compaction. d. Verification of soil - bearing capacity. e. Installation of the foundation subsurface drainage system. f. Placement and compaction of foundation and retaining wall backfill. Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fox: 425 741 -3900 x...,......... i,....._..,. ,:r.......•r,...:: r.+.u....,.s., .. deny. n:+w w1ca .r;t,:;.i u^.+C�.:::ti:.G ,. u.„ udsi::, Vt.. ti. i.:. Yul... uat>.; ese:. l/. uk: w:. t: SUit1. J,(::.•' io:::.; s.! 'a'a`i;?«'�i+iri»i'AEitet.E:&c: Mr. Bob Benedicto, Building Official City of Tukwila December 7, 2004 File No. 262004.005/00901 Page 2 n 2. The geotechnical should submit a supplemental letter recommending a lateral earth pressure on the foundation and retaining walls due to earthquake motions. See IBC Section 1802.2.7(1). Architectural 1. Portions of the structural design are deferred by the structural engineer for submittal to the city of Tukwila after issuance of the initial building permit, per IBC Section 106.3.4.2. The following deferred submittal is identified: a. Design drawings for open -web steel joists and girders. Structural General 1. Structural special inspection by qualified special inspectors should be provided, per IBC Sections 1704 and 1707. The following is a summary of the structural special inspections: a. Concrete construction: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. c. Structural welding of concrete reinforcement: Continuous, see also Section 1704.4 and Item 5.b.2 of Table 1704.3. d. Erection of precast (tilt -up) reinforced concrete walls: Periodic, see also Section 1704.4. e. Installation of concrete expansion and adhesive anchors: Continuous, see also Section 1704.13. f. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. g. Structural welding of structural steel for single -pass fillet welds < 5/16 -inch and floor /roof deck welds: Periodic, see also Section 1704.3. h. High- strength bolting of structural steel other than slip - critical: Periodic, see also Section 1704.3. i. High - strength bolting of structural steel, slip - critical: Continuous, see also IBC Section 1704.3, Section M5.4 of the AISC Specification (AISC -LRFD or AISC 335), and RCSC Section 9.3. j. Erection of open -web steel joists and girders: Periodic, see also Section 1704.3. k. Wood - framed lateral- force - resisting system at the roof: Periodic, see also Section 1707.3. Reid iddleton � JU U O . rn 0 J i-- w O Q = d . I— Ili Z �. ' t- O z I- W uj 2 C.) N 0 )- w w ,. O w OH z n Mr. Bob Benedicto, Building Official City of Tukwila December 7, 2004 File No. 262004.005/00901 Page 3 2. The wind design data at the section of the structural notes on design criteria, Sheet S -1.0, should be revised by increased the basic wind speed from 80 to 85 mph. See IBC Figure 1609. 3. The earthquake design data at the section of the structural notes on design criteria, Sheet S -1.0, specifies a response modification factor (R) of 5.5, which is also assumed in the calculations (i.e., page 111). For a bearing wall system with specially reinforced concrete shear walls, however, this factor is 5.0. This also affects the design base shear, which is proportional to R. The note and the design base shear should be revised. The structural design of the building should be revised for the higher design base shear. See IBC Section 1617.6 and Table 9.5.2.2 of ASCE 7 -02. 4. The section of the structural notes on expansion bolts, Sheet S -1.0, should be revised by specifying a replacement for ICC -ES ER -2156. The referenced evaluation report is cancelled. See www.icc - es.org for further information. 5. A note should be added to the section of the structural notes on wood, Sheet S 1.0, stating that fasteners installed in preservative - treated wood shall be hot - dipped zinc - coated galvanized, per IBC Section 2304.9.5. Foundation 6. No comments. Vertical 7. The design for gravity support of the south end of the girder truss at Grid E /5, Sheet S -2.1, is not clear. It appears that Detail E/S2.2 is intended. It should be referenced on Sheet S -2.1. 8. The design for gravity support of the south end of the girder truss at Grid C /8, Sheet S -2.1, is not clear. Detail E /S2.2 is specified but it appears that a detail similar to E /S2.2 is intended, which depicts support adjacent to an exterior precast concrete wall rather than an interior wall. Please comment. Lateral 9. A note should be added to the Diaphragm Nailing Schedule, Sheet S -2.1, for Diaphragm Type C specifying that the framing at adjoining panel edges shall be 3 inches nominal or wider and the nails shall be staggered. See Footnote (c) of IBC Table 2306.3.1. Reid iddleton W re U 4 6 0O N � J • = F- W 0 u_ z • d. I- IA • z • F-O z F- LU w w w H H LI 0 w Z • = O~ z ,4......arw....,.:x��:.t �.,..a�. :yw�,,:.•.:t„ inn•.::.: UZ$::. fc.,.,x,., ..:= w,ncw.•:w:�::nr::,e:tv. r,i:xaw.c,.iLauss::witivic� hiewolz;%:ir »Let : t 1:tdte Mr. Bob Benedicto, Building Official City of Tukwila December 7, 2004 File No. 262004.005/00901 Page 4 10. Note 7 at the Roof Framing Plan on Sheet S -2.1 should be revised to specify the seismic load in combination with 90 percent of the dead load only. See Equation 16 -18 of IBC Section 1605.3.2. 11. Note 11 at the Roof Framing Plan on Sheet S -2.1 specifies a system overstrength factor (D of 2.0. For a bearing wall system with specially reinforced concrete shear walls, however, this factor is 2.5. The note and the referenced table on Sheet S -2.1 should be revised. See IBC Section 1617.6 and Table 9.5.2.2 of ASCE 7 -02. Note that a value of 2.0 is assumed on page 130 of the calculations. 12. The nominal width of the purlins for connection of the MST37 straps in Detail A/S2.2 should be specified for review. A nominal width of at least 3 inches is required for effective use of the MST37 straps, which is due to the spacing of the nails at the strap. See Simpson Strong -Tie literature for further information. 13. The size and spacing of the anchor bolts at the sill plate on top of the concrete wall, Detail B /S2.2, should be specified for review. It appears that Detail C /S2.2 is intended for this purpose at the east and west walls but it is not referenced for that purpose at the Roof Framing Plan, Sheet S -2.1. 14. The connection of steel plates connecting the reinforcing bars to the bearing plate of the steel beam at Detail C /S2.3 is not clear. It appears that a double 3/16 -inch by 4 -inch fillet weld is intended but the weld symbol appears to be incorrectly located. Please comment. 15. The purpose for Detail D /S2.3 is not clear. It appears to be a design for the connection of a W12x58 drag strut over a steel column and should be referenced at Grid C/5 on the Roof Framing Plan, Sheet S -2.1. Please comment. 16. The analysis for the precast concrete walls should be revised. For example, the load combinations assumed on page 5 of the calculations are based on the 1997 UBC. The 2003 IBC, however, applies to this project. The load combinations in IBC Section 1605.2 are required to be used. For example, the load combination in Equation 16 -4 is 1.2D + 0.5L + 0.5S + 1.6W, but a maximum value of 1.28W is included in the load combinations on page 5. Also, the load combinations in Equations 16 -5 and 16 -6, which include E, are required to also include the effects due to seismic forces in Equations 16 -50 and 16 -51 of IBC Section 1617.1 for use of the Simplified Analysis. Typically, this has the effect of increasing D in Equation 16 -5 and decreasing D in Equation 16 -6, each by 0.2 SDS D. Reid iddleton Z w re r J U U 0 U o CO • = J I- CO u. w 0 g=1 w Q _ ° i w z = ZO • w U � O N O F- w O w Z O z di u.U (iSLL:.+uew Mr. Bob Benedicto, Building Official City of Tukwila December 7, 2004 File No. 262004.005/00901 Page 5 17. The analysis for the steel braced frames beginning on page 113 of the calculations should be revised. For example, a stress increase of 33.3 percent is assumed on page 117. Such a stress increase is not permitted by the IBC except where permitted by a material section of the IBC or referenced standard, which is not the case for steel design. See IBC Section 1605.3.2. Note that the 1989 AISC ASD Specification for Structural Steel Buildings, including Supplement No. 1, 2001 is the referenced standard of the 2003 IBC for allowable stress design of structural steel. References to stress increases for load combinations that include wind or earthquake forces in the 1989 Specification are deleted by Supplement No.l. Refer to www.aisc.org for further information. Note also that UBC Equation 12 -9 is referenced on page 118 of the calculations but UBC Section 1612.3.1, which contains Equations 12 -7 through 12 -11, does not permit stress increases. 18. The support of the steel braced frames detailed on Sheet S -2.4 is not clear. There does not appear to be a design in the drawings for the support of the frames by the structure. Knife plates are specified at the Details on Sheet S -2.4 but we are unable to find details for the connection of the knife plates to the structure. Please comment. 19. The design of the concrete pilasters supporting the concrete spandrel panels along Grids A and 1 is not clear. A design for 12 -inch x 16 -inch pilasters with 8 No. 5 bars is determined in the calculations, beginning on page 54 of the calculations. Section L/S 1.7, however, is for the design of a 11 1/4 -inch x 12 -inch pilaster with four longitudinal bars. In addition, the concrete panel elevations on Sheets S -1.4 through S -1.6 typically do not reference a detail at the locations of the pilasters. Please comment. 20. The analysis of the steel braced frames beginning on pages 113 and 174 of the calculations should be revised. A response modification coefficient (R) of 5.5 is assumed, but the factor is required to be 5.0, per IBC Section 1617.6 and Table 9.5.2.2 of ASCE 7 -05. A system overstrength factor (0 of 2.0 is assumed, which is the value for ordinary steel concentrically braced frames. A value of 2.5, however, is required due to the limitations on combinations of framing systems. See IBC Section 1617.6 and Section 9.5.2.2.2 of ASCE 7 -02. The SI factor is required to be not less than the larger of the two factors for the braced frames and the concrete shear walls. 21. A detail should be added to the drawings for the design of the moment - resisting connection between the horizontal and sloping sections of the bent HSS 14x4 beam at Grid A /I- A /1.7, which is specified on Sheet S -2.1. The wall thickness, which is assumed to be 3/8 inch on page 149 of the calculations, should also be Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila December 7, 2004 File No. 262004.005/00901 Page 6 specified. Note that the section properties are substantially greater than currently specified by AISC. The analysis should be reviewed to verify structural adequacy. See page 1 -58 of the AISC LRFD Manual of Steel Construction, third edition, for further information. 22. The analysis for the roof diaphragms and drag struts, beginning on page 198 of the calculations, should be revised due to the assumptions of the same R and n factors and one -third stress increases as discussed above. Responses to the review comments above should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations directly to our office. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need any additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Philip : razil, P.E., S.E. Senior Engineer cc: David Kehle, Architect Richard Hudson, Hudson and Associates tij\ 26\ planrevw \tukwila \04 \t009r1.doc \prb Reid iddleton December 2, 2004 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Normed - D04 -415 4310 South 131 Place, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2003 International Building Code. If you should have any questions, please feel free to contact me at (206)431 -3672. Sincerely, Brenda Holt, Permit Coordinator encl xc: Permit File No. D04 -415 Ciiy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206-431-3665 December 1, 2004 David Kehle David Kehle Architects 12720 Gateway Drive, Suite 116 Seattle, WA 98168 RE: Letter of Complete Application Permit Application Number D04 -415 (Normed) 4310 South 131 Place Dear Mr, Kehle: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on November 19, 2004, was reviewed at the November 23, 2004, plan review meeting and has been determined to be complete. Your permit has begun the plan review process and you will be notified of any required corrections or when your plans are approved. If you have any questions, please contact me at the City of Tukwila Permit Center at (206)431 -3672. Sincerely, Brenda Holt Permit Coordinator File: D04 -415 Guy of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206- 431 -3665 SECTION .1- HARD COSTS A. Site Grading/Clearing /Earthwork (Non- Taxable) $64,200 B. Sanitary Sewer System (Taxable) $17,423 C. Water Supply System (Taxable) $33,184 D. Storm Drainage System $448,038 SUBTOTAL SECTION 2 $562,846 PLUS CONTINGENCY (10 %) $56,285 TOTAL SECTION 2 $619,130 PROJECT NAME: LOCATION: CLIENT: DATE OF ESTIMATE: November 17, 2004 Proposed Normed Project SEC — 42nd Avenue South and SR -599 Normed PRELIMINARY DEVELOPMENT COST ESTIMATE PROJECT NO.: 6719 NO. OF LOTS: Not applicable ACREAGE: 6 acres RECEIVED nay (iF TI WWII A NOV 1 9 2004 PERMIT CENTER 1,04415 9/10/03 Summary 6719.0 10.xts Z '~ w -1U 00 0 N W= w 0 gQ CD � = a Z = z 0 w C.) O — O II W w H0 -O .. w 0 0 Z SECTION 1- HARD COSTS 1 A. SITE GRADING /CLEARING /EARTHWORK QUANTITY UNIT UNIT COST TO'I'A Mobilization l LS $10,000.00 $10,000 Clearing 3.6 AC $4,000.00 $14,400 Rough Excavation /Embankment 4,000 CY $4.00 $1 6,000 Temporary Construction Entrance 1 EA $4,000.00 $4,000 Mirafi Silt Fence 1,400 LF $5.00 $7,000 Hydroseeding/Erosion Protection 1.5 AC $1,200.00 $1,800 Temporary Interceptor Ditches with Checkdams 500 LF $2.00 $1,000 Allowance for Other Erosion Control (not specified) 1 LS $10,000.00 $10,000 TOTAL SECTION A $64,200 I B. SANITARY SEWER SYSTEM 1 QUANTITY UNIT UNIT COST TOTAL 8 -Inch PVC Pipe 237 LF $22.00 $5,214 6 -Inch PVC Pipe - Side Sewers (typical 40 -foot average length per lot) 50 LF $18.00 $900 48 -Inch Manholes /Type 1 2 EA $1,800.00 $3,600 Cleanouts 1 EA $300.00 $300 Street Restoration 200 SY $30.00 $6,000 SUBTOTAL SECTION B $16,014 PLUS TAX AT 8.8% $1,409 TOTAL SECTION B $17,423 C. WATER SUPPLY SYSTEM 1 QUANTITY UNIT UNIT COST TOTAL. 8 -Inch Ductile Iron Pipe 400 LF $22.00 $8,800 8 -Inch Gate Valves with Box 2 EA $800.00 $1,600 10 -Inch Fittings and Blocking 6 EA $400.00 $2,400 Connect to Existing Water Main Stub 1 EA $1,000.00 $1,000 Fire Hydrant Assembly (including tee, valve, and 6 -inch ductile iron pipe) 2 EA $2,200.00 $4,400 Single Service with Box (no meter) 1 EA $400.00 $400 Irrigation Service with Box (no meter) 1 EA $1,000.00 $1,000 8 -Inch Double Check Assembly including PIV and FDC (minimum $10,000) 1 EA $10,000.00 $10,000 Road Restoration 30 SY $30.00 $900 SUBTOTAL SECTION C $30,500 PLUS TAX AT 8.8% $2,684 TOTAL SECTION C $33,184 • 11/17/2004 Page 1 on 67I9.0I0.xls 1AS /tcpj 1 I I D. STORM DRAINAGE SYSTEM I QUANTITY UNIT UNIT COST TOTAI. 12 -Inch CMP /ADS /PVC Pipe 378 LF $20.00 $7,560 8 -Inch CMP /ADS /PVC Pipe 670 LF $16.00 $10,720 Cleanouts 7 EA $150.00 $1,050 Type 1 Catch Basins 5 EA $800.00 $4,000 Type 2/48 -Inch Catch Basins (maximum 8 feet deep) 2 EA $1,500.00 $3,000 Vault Type Detention Tank (concrete) 1 EA $150,000.00 $150,000 Vault Type Oil /Water Separator 1 EA $10,000.00 $10,000 Restricting Device in Manhole 1 EA $1,000.00 $1,000 Riprap (quarry spalls) 20 CY $30.00 $600 Open Ditch 160 LF $2.00 $320 Base Course Crushed Rock ($1.00 per inch thickness) 3,700 SY $2.00 $7,400 Top Course Crushed Rock ($1.25 per inch thickness) 3,700 SY $2.50 $9,250 AC Paving ($2.50 per inch thickness) 3,700 SY $5.00 $18,500 Extruded Concrete Curb 800 LF $10.00 $8,000 4 -Inch Concrete Sidewalk with 2 -Inch CSTC Sub -Base 3,200 SF $3.00 $9,600 Sawcutting 400 LF $2.00 $800 Landscaping 1 LS $35,000.00 $35,000 Irrigation 1 LS $15,000.00 $15,000 Retaining Walls (concrete) (measured on the face) 4,000 SF $30.00 $120,000 SUBTOTAL SECTION D $411,800 PLUS TAX AT 8.8% $36,238 TOTAL SECTION D $448,038 1 1/17/2004 Page 2 of 2 6719.010xls [AS /tepj Z A_Z re w QQ � JU O 0 to 0 N u w 2 L Q CO = Lu F. ZO • O O N O l-- wW 1~ tL O .. Z U O 1•- Z i Jill Mosqueda - RE: 004- 415„Normed From: "Dan Balmelli" <dbalmelli @barghausen.com> To: <Dkehle @seanet.com >, "Jill Mosqueda" <jmosqueda @ci.tukwila.wa.us> Date: 12/2/04 12:35PM Subject: RE: D04 -415 Normed Thanks Jill. We will review and call you with any questions. Ali Sadr is the project engineer from my office working on this project. Dan Original Message From: Jill Mosqueda [mailto :jmosqueda @ci.tukwila.wa.us] Sent: Thursday, December 02, 2004 11:20 AM To: Dkehle @seanet.com Cc: dbalmelli Subject: D04 -415 Normed I am the Public Works focal for this project. You can reach me at 206.431.2449 or by e-mail. The attached documents are customer assistance bulletins regarding Street Vacation and the Type C right -of -way permit application requirements. You will receive official plan review comments in January. The civil plans show 42nd place as vacated, and it is not as yet vacated. This process takes a couple of months. I recommend starting that as soon as possible. Also, when right -of -way is vacated, = goes to each abutting property, so the Hot Mix Pavers property will get = of 42nd PI. I recommend you read the Bulletin and the referenced RCW, if you are not familiar with the process. The work in the right of way will include required frontage improvements along S 131st PI. (see TMC 11) and utility work. Please refer to Bulletin A4 for submittals required for the right -of -way work. L. Jill Mosqueda P.E. CC: "Ali Sadr" <asadr @barghausen.com> x Page 1 ; J,∎i;!t <.vtuii.4 ;.; k. go, r'v\ A �ELe P,Sevi -4*-- "R.Q. Co mAAA-vti'(. —sa NJL2021, Nto Oca-. -- Respe_e_44 k9_,A LA)._ , tAyR vv, ""likk ()4 te4k./3 • 1 I 7 (1 66~m-A WVIAJLi AP p iu, 1 c a d oc _ C : d CP C Z JU 00 CO LU J H Nu_ lq. CO - a 1. W Z = H F- 0 Z 1- W W U � 0 H W 2 H� WZ z SECTION 1- HARD COSTS A. Site Grading/Clearing/Earthwork (Non- Taxable) - '`'two -Tt.Li 5 -70 a $64,200 B. Sanitary Sewer System (Taxable) $17,423 C. Water Supply System (Taxable) $33,184 D. Storm Drainage System ' $448,038 SUBTOTAL SECTION 2 $562,846 PLUS CONTINGENCY (10 %) , TOTAL SECTION 2 $619,130 9/10/03 PROJECT NAME: LOCATION: CLIENT: DATE OF ESTIMATE: November 17, 2004• PERMANENT FILE COPY i Z , Proposed Normed Project SEC — 42nd Avenue South and SR -599 Normed PRELIMINARY DEVELOPMENT COST ESTIMATE Summary PROJECT NO.: 6719 NO. OF LOTS: Not applicable ACREAGE: 6 acres RECEIVED NOV 3 0 2004 TUKWILA PUBLIC WORKS RECEIVED r.ITY OF TI IKWII A NOV 1 9 2004. PERMIT CENTER 6719.010. xis • .. SECTION 1= HARD COSTS A. SITE GRADING /CLEARING/EARTHWORK QUANTITY UNIT UNIT COST TOTAL Mobilization 1 LS $10,000.00 $10,000 Clearing 3.6 AC $4,000.00 $14,400 Rough Excavation/Embankment 4,000 CY $4.00 $16,000 Temporary Construction Entrance 1 EA $4,000.00 $4,000 Mirafi Silt Fence 1,400 LF $5.00 $7,000 Hydroseeding/Erosion Protection 1.5 AC $1,200.00 $1,800 Temporary Interceptor Ditches with Checkdams .500 LF $2.00 $1,000 Allowance for Other Erosion Control (not specified) 1 LS $10,000.00 $10,000 TOTAL SECTION A $64,200 I I : B. SANITARY SEWER SYSTEM QUANTITY UNIT UNIT COST TOTAL 8 -Inch PVC Pipe 237 LF $22.00 $5,214 6 -Inch PVC Pipe - Side Sewers (typical 40 -foot average length per lot) 50 LF $18.00 $900 48 -Inch Manholes/Type 1 2 EA $1,800.00 $3,600 Cleanouts 1 EA $300.00 $300 Street Restoration 200 SY $30.00 $6,000 SUBTOTAL SECTION B $16,014 PLUS TAX AT 8.8% $1,409 TOTAL SECTION B $17,423 I C. WATER SUPPLY SYSTEM I QUANTITY UNIT UNIT COST TOTAL 8 -Inch Ductile Iron Pipe 400 LF $22.00 $8,800 8 -Inch Gate Valves with Box 2 EA $800.00 $1,600 10 -Inch Fittings and Blocking 6 EA $400.00 $2,400 Connect to Existing Water Main Stub 1 EA $1,000.00 $1,000 Fire Hydrant Assembly (including tee, valve, and 6 -inch ductile iron pipe) 2 EA $2,200.00 $4,400 Single Service with Box (no meter) 1 EA $400.00 $400 Irrigation Service with Box (no meter) 1 EA $1,000.00 $1,000 8 -Inch Double Check Assembly including PIV and FDC (minimum $10,000) 1 EA $10,000.00 $10,000 Road Restoration 30 SY $30.00 ' $900 SUBTOTAL SECTION C $30,500 PLUS TAX AT 8.8% $2,684 TOTAL SECTION C $33,184 11/17/2004 Page 1 of 2 6719.010.xls [AS /tep1 11/17/2004 Page 2 of 2 67 19.010.xis [AS /tepi t is 1,4- =.: ai r' iw:w; S' ,a::.; Oi,J:f ;k�u}: t:•Ak::.w J D. STORM DRAINAGE SYSTEM QUANTITY - UNIT UNIT COST TOTAL 12 -Inch CMP /ADS/PVC Pipe 378 LF $20.00 $7,560 8 -Inch CMP /ADS/PVC Pipe 670 LF $16.00 $10,720 Cleanouts 7 EA $150.00 $1,050 Type 1 Catch Basins 5 EA $800.00 $4,000 Type 2/48 -Inch Catch Basins (maximum 8 feet deep) 2 EA $1,500.00 $3,000 Vault Type Detention Tank (concrete) 1 EA $150,000.00 $150,000 Vault Type Oil/Water Separator 1 EA $10,000.00 $10,000 Restricting Device in Manhole 1 EA $1,000.00 $1,000 Riprap (quarry spalls) 20 CY $30.00 $600 Open Ditch 160 LF $2.00 $320 Base Course Crushed Rock ($1.00 per inch thickness) 3,700 SY $2.00 $7.400 Top Course Crushed Rock ($1.25 per inch thickness) 3,700 SY $2.50 $9,250 AC Paving ($2.50 per inch thickness) 3,700 SY $5.00 $18,500 Extruded Concrete Curb 800 LF $10.00 $8,000 - 4 -Inch Concrete Sidewalk with 2 -Inch CSTC Sub -Base 3,200 SF $3.00 $9,600 Sawcutting 400 LF $2.00 $800 Landscaping 1 LS $35,000.00 $35,000 Irrigation 1 LS $15,000.00 $15,000 Retaining Walls (concrete) (measured on the face) 4,000 SF $30.00 $1 20,000 SUBTOTAL SECTION D $411,800 PLUS TAX AT 8.8% $36,238 TOTAL SECTION D $448,038 11/17/2004 Page 2 of 2 67 19.010.xis [AS /tepi t is 1,4- =.: ai r' iw:w; S' ,a::.; Oi,J:f ;k�u}: t:•Ak::.w J rog kehie November 18, 2004 City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Attn: Technical Review Committee Re: NorMed II Dear Staff, We have finally received approval for the mitigation plan from the Corps, which has been holding up our submittal for building permit. Under separate cover, I have submitted the required revised plans to Carol so that she can amend the SEPA and Reasonable Use decision administratively. Attached are four complete sets of permit documents including site plans, civil plans including utilities, landscape plan for non - wetland mitigation and the wetland mitigation plans. The building will be for a shell only with future office improvements for NorMed. Please review and issue a letter of complete application ASAP. There are evidently new ordinances going into affect in December that would greatly impact this project. The delays for submission have been outside our control. If you have any questions, concerns or additional information requests, please forward via fax (206- 246 -8369) for our immediate return responses. Thank you for your assistance with this project. David Kehle DK/mt Cc: Mr. Larry Shaw Ms. Alison Moss aA0441 \cityletl 1 -18-04 12720 GATEWAY DRIVE, SUITE 116 SEATTLE, WA 98168 RECEIVED r.ITY OF TI II<WII A NOV 1 9 2004 PERMIT CENTER o4.4s (206) 433 -8997 FAX (206) 246 -8369 email: davek @dkehlearch.com PH01*( LINE PRESSURE / YOPSI CONFINED SPACE? DATE CERT:: 434454::: cott Anderson TESTERS PHONE # ( 206 ) 660-8763 SU REPLRE • ' . EPLACEME • • CERT. NO. DATE GAUGE # 07041560 MODEL Mid 830 SERVICE RESTORED? • Dkd AssembIy' YES NO 4.44t!gUalAiraPAAtp ORAELE „ort:pmrpomill 'tV'AAtliittYk.a.S! 'XLE'AN-',,REP,EACE: • ?ART' ...• OPENED •AT 1 �/1 CHECK , : P.S11). BAISVBA , • I certify that this report isOccurat`e, and I have used WAG 246-290-490 approved test methods and test equipment. esidetitialu PASSED FAILED NEW PARTS AND REPAIRS TLS7 AFTER Ry,PAINS PASSE]) CI PIED A :'ESTERS SIQNATUltt;: Altamm: 1(�tITIA L glEPE v. 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"EXISTING' ❑ REPLACEMENT J NQ TESTS .AFTER REPAIR OR CLEA.`CNG P511) PSI DROP ACROSS 4 1 CHECK A' ALA E f'SIU PSID RELIEF A AL AT OPENED ❑ al CHECK V.ALA E CLOSED TIGHT? fa CHECK VALVE LEAKED' ❑ a: CHECK VALVE CLOSED TIGHT 1 CHECK VALE LEAKED.' •APPROA ED AIR GAP PROA IDEI)' RPI3:A PASSED TEST'.' Y es P510 sl CHECK VALVE CLOSED TIGHT"' Yes ❑ No ❑ MD z: CHECK VALVE CLOSED TIGHT'.' 0 x2 CHECK V LLVE LEAKED No L_.J DCVA PASSED TEST'.' P510 AIR INLET OPENED AT AIR INLET FAILED TO OPEN? PSID CHECK VALVE HELD TIGHT AT CHECK VALVE LEAKED? PVS.A PASSED TEST' SN al CHECK V LLVE LEAKED' ZIP CODE INSPECTED BY CCS"' PHONE CERTIFICATION 4 DATE TESTED REPAIR DATE CERT 4 n D ATE TESTED COPY P510 PSID P510 PSID i PSID N es ❑ Yes ❑ \Q C.ALIBFLATION DATE `t - 2Y C Z = Z re W 0 CO 0 CO W= -1 CO U- W 2 g Q co = d I^ W Z = Z0 gy = p C.) ❑ • I- 11.1 u j H -- ' Z W co O ~ Z • tNIF 1 vduttEAs t?'..10 (' ME UF: t i".• TE k-'•.341 zip 4 •ol.)E _ . "_.• '. 1 .; ,N‘Ek. ;1( )% I n•Tx(11. FoR ; ( sockc-1 %..■-a.NIRI.1 LOC Aril.) MAKE tive: ME.1.11. RE AT TIME oF TFL.T! TEST FtFSUI.TS TESTS .kFTE12 or I nor 4,710),.; ii ,-.11Ect; ALVF. .1, Pill) PI DROP %Citly.,-; 4: v i'sra RELIEF %LAE OPENED ;31 CHECK V ALNE CI.0ED TH ;11 31 CHECK V ALA E LEAKED! k -71 HECK k %JAE k ppEtm, El) IIt pRuv C:111: of rtik'.vi/LI B ; T R.2.'•'..),"! )r.'): MODEL cr) A1:4 r PSID RELIEF orKNED CilEcK l. 'E riE1) V LEAKED 5.7/ .3: CHECK k \ .‘ (1.11SED rt4;tir rIPE Rt E ItEri..■CENIE•7' E LE UED 21 cluck ALAI.: LE tKE.1)' APPROVED AIR (LAP PRoN MED. RPI3 t PASSED TEST ' RPBA _ • . 4 1 CHECK A U.NE CLOSED TIGHT' PSID 4 1 CHECK N ALN'E CLOSED TIGHT! ___ PsID CHECK. v 1.1.N E LE AKED.• L j 4 : CHECK V ‘1..N E. LE.AKED! 42 CHECK V ALNE CLOSED TIGHT! ?SID 4: CHECK V.ALVE CLOSED TIGHT! _ NW 42 (:HE.I.."K N ALAI: LE AKED! 4--, 7 4 7., CHECK V' ALN F. LF.AKED I)CV A P A.SSED TEST', Vds 0 . ,..,, --] DC'* .\ P.A.SSEL) TEST! A.1:2 l'LET OPE•E.1) AT P511) UR INLET FILED TO oPEN . LI 1 13 \. CliE I ' ; '%!.% F. HELD TIC.I(T AT NM t. ILEA]: N U. N E LE A KED ' UR INLET OPENED ‘r t IR INLET I: ULE!) Ti) CHECK HELD MITT AT 0 CHECK'. E LE.AX.F.D! B ■ p • , , • , ED • PIZIWER AI,I_ A TION • INSPECTED I3't 1:CS Al.:m \It:6 )‘•l:' 0 AQ gAia."-) rEs r KI T \I t r IN AIODE.L .NE 'PRINTED! t'1k 42v' A- Cz.u.er NioNE 2_33 • SN '( c “:3•1 C AL MIR. ['ION ) .‘ • Pr L'E.It riFIC.■rION CERT N.) • DA rE T ESTE!) ( "AA DATE TESTED REP UR I) An.: • — . tore 2b/ 211a r 18: 14258813030 MrdY- 14 -2QJ07 1(!tot PM RICK HANSON ACCOUNT #,,j o11 NAME OF PRENIISI, Comnaatwlnl t!( eslttentlal Cl �� � � . r. � , � ...w__. , ,.,— .�..... SERVICE ADDRESS �!�p ..__... . . !ff/. .__. 13,._._..._ c:ON'rAc1 PERSON w zist :iel.'1► in .ro?S?i3.n . rl+gm_a _ PH ONE 1,4 .- LK.,_ x .(42 gh3 88 LOCATION OF ASSEM13L1' t�~ ' C • t✓ ��� ��' �!�' t J . y;' .. • ..� .r...y. .....w al raw DOWNSTREAM PROCESS w_Fii;efi. Sihl4ie, S.X,S1W t. PCVA C.1 RPEA. 0 PV13A CI OTHER . f� EW INSTALLATION (3 t] REPLACEMENT d OLD ASSEMBLY SERIAL NUMBER .__.._. MAKE or ASSEMb __MODEL 4 4 SERIAL NO. 1.5"..;:- ! i t / 4 prmaim INITIAL O NLY- rrYF1e. MA TEST PASSED FAILED NEW PARTS AND REPAIRS TEST AFTER REPAIRS PASSED 0 FAILED 0 , U AX D , C ):,OStID 'T'IGH'T Ind ..�.��w a ,.. _ PST]) Rick Hanson's 3_ACkKFQW A$SEM,�1,Y TE�, PO, T plVA / , DA LEAKED CLOSED TIGHT PE • 14—ism _.Jeer .....711. C1.GAV AR I'.MZ P411I !ij.&*.N RRI' Cfl PART CLOSED TIGHT ❑ .r...- -.�... r ... . w per .......a_. . .1 111 Rlbk Ramon inn P.0,13bx r�ua Lyanwbokl, 'Vu 9$1046. Ai)C)2. REP AIRED BY: _.�.....� ..:�....._...._..w......w.... .ear..., WESTERN STATES FIRE \\ 1 4 U f a 425 778 5363 CLOSED'I'XONT 0 Psm AP13,% OPINN) AT, PSID 41 CHECK .— _..... PM) AIR C :AP Of~.! MAN RuPLAr;I h •11t`r J ❑ 0 co C7 0 •... reran -. w .. ... .........._.._._....._...._..•■•■•. .w.......... .. OPINED AT , PSID 41 CHECK__ ... PSU) TESTERS NAME i'mMTEt')t Risk_ ian,50„ TEs'rrazs PHONE . ,537.7 63. C1.BANED L� REPAIRED (, AMR CAP INSP.LCt'IOP: R.quirad minimum nit gnp separntilsn provided? Yes CI No 0 Detector Meter Ret�dtsws , „,,,,_,_ J : Ark A!' ) r• .r. DATE Y AIR INLET PAGE 02/03 P.03 v J J OPENED AT., PSiD DID NOT oP CHECK VALVE HELD AT ?SID LRAM) p AIR INL2r rap CIIK VALVE .. ....r ... 1111 .'w wr•••• wr..._.r......... .. -._ 1••••••1 ••• _......_._ «1111..._�...... a......... ............ .r.. '.. ....,: UINIu PRESSURE y.4"'�1'SJ / • TESTERS SIGNATURE: r �iX :s� -:=--� CERT. N O. 2'i4 ZDATE ., "� 1 X 7 2 .,.,._. FINAL I7Cg' I' . 14..._•■••.,r.___.10.......... 0.10.1 .. , . • ,..__._ 1•••••. ......, NO. 0• •• •••••••r• CALIBRATXON DATE .19.110,12.407, GAUGE # pastel MODEL MI 1 ;gRt 844. -5 SERVICE RESTORED VES❑ NO rr” (425)77ti.:i36;{ ibx(' 2 )17$.0 f ; IOU 'ib/ 2011 13; 20 14258813030 MAY--i4-2007 10:19h PM RICK HANSOM ACCOUNT NAM1F, OP PREMIS4: i /Gl� ..._ /!� _.,,__...,.... _...... _... CoA f?rRceidentinl 0 SSRVICE ADDRIDSS _ y /Q .. . /.,� _. �P� CITY CONTACT PRIMO .s!bJf.`ic' $.t; t4 .AE!'b. 0 I ._.__ PHON1. FAX (.42.5.1UMM I.00ATION o}' 4sSEM131.5 S : .....�. �� �r✓ ct X4,1 : � --... DOWNSTREAM ?ROOM; �irA iallakl� yEe1tL l '' JCVA Ct4PBA 0 PVBA f OTHER NEW INSTALLATION Le EXISTING r ' {� REPLACEMENT ❑ OM ASSEMBLY ,5it:ttIAL rruMsr , R .^._.__.�_ MANE Or ASSE1V1)ILY. "AS.`.c.....MODEL 000 SERIAL NO _� ^ _SIZE .,..r �r � .. TEST AFTER REPAIRS PASSED 0 FAILED ❑ INITXAL TEST PASSED FAILED ❑ NEW PARTS A,NI) REPAIRS , nvA L P» j? y y _R1PBA C1P0p.,A,L VE NQ 1 CJilt.CK v ,b1,VE 1120 LL.AKED 9 1 .1i•A1C131) ❑ ;LOSER T1GE 'i it M 08.Ca17'fIGBT C3� J'L MID „,,,., PSID "U:8A1'i R 'I.116: ikkis N auPI.A E AN IISPLAO '" FAil1' El ❑ 0 LI © ❑ Ia © •• _.I.. ❑ Q ❑ ❑ ❑ CI . , , I. W..._ ❑ ❑ ❑ 0 _.. O 0 ❑ ❑ 0 0 ' r..•r ' r..,w •••••••••••... •w.l.._.r•• •__- i ... w..+•••..w— ••••••..r..••e- •.....nw.r+.- dLOS13>;1 TIGI1'r' ❑ _........_. _ ...._.... _... ?SID r TESTERS NAM PRINTED; A,,, a. HI= Q11 Rick ftan lm I' {U, idox 602 L)mtiv.'uid Wit i iCI'I(.(i602 Rick Hanson's ACKFLOW A$ EMB ' ,E ST REegit CLOSED TIONT 0 ••••••...rr. •• .,....— ;w m•••.__.•• » __.. • w- w,, .. •••••••• 1 w_— ........,..._._.r. •••• , ••--'.'t • • TESTERS SIGNA't'illtll:t WESTERN STATES FIRE PAGE 103/03 425 7"Tli n3153 P.01 BRA OntNIRD A r .... Psln itl CIXECTC ___,_,..,,PSDa Alit CAP OPENED AT ,,SID 01 (.711.'SC1 . _. ,....... PSZD AIR 1N'I,tr OPENED A'1 __PSID DID NOT O?.rN ❑ CHBCI< VALVE, HELD) AT •, r ,,, �PSI� LEAKED 0 CL..ANEb, ❑ REPAIRED .. +.+.r_ - - v.....__.•.._ AIR INLY3'l' PSU) CIK VALV2 .Aril GAP Rotptited minimum air gap rictwratlon provided? Yes 0 No 0 Detector Meter Reuling REMARKS! 1NS1 r_r / .w' Z i . — .... . ..— ....— n...w.r..�._r.wvMM.l.r R.TWAIRED R311 „„.. DATE _... T..1NE PR1 SSt. E I 5! ts) . cl�R'r. N o, x642 DATA r / / e' t: j w TESTERS PHQM( 0 4 = 7 2 , 0 3 6 3 ,$ 363 F1N AL IrEST •.- - CLR7'.IS0._. • . ».... — .Dan — ._.._.... CALIBRATION 17.A'C) 03,atooki GA1. & # 0101 SP MODEL _2 cj, 'ext 844,; SERVAcr,RtSToRED XEsO NO 025)77ti.: 11174425)775 -S20F r.M.+Ar•4.,, ...:w:»rw:i; ..i'ur. : •. � �>::'::iti ,ti+s+.tla.i�;rusie',lakt.tii3,r 'ora∎ :r e,.' .ttiawis . u � %� il'�1+:1cf'or, z w QQ • � JU O 0 to w -I 1- F— N LL w 0 g • � IL a CD � ▪ w z w I- • W U 0 . O H w w 9 - - o w z U= O 1— z f��rZME� N VIE SERVICE Clrt — S'JtCLI ASSEMBLY LOCATION !n% Si'SE t r .`Ct — CROSS-CONNECTION CONTROL FOR' SIZE Z•° NI.IKE C NT/ __Go ADDlcESS `!310 5. I Iz= (' LINE PRESSURE AT TIME OF TEST'.' SO Psi PSI DROP ACROSS 7 CHECK VALVE G' • RELIEF VALVE OPENED 3 ! CHECK VALVE CLOSED TIGHT' x! CHECK VALVE LEAKED' R1 BA s: (:HECK VALVE CLOSED TIGHT? 3 1 CHECK V' ALV'E CLOSED 'TIGHT' DO:A 41 CHECK V.VLVE LEAKED! 42 CHECK VALVE CLOSED TIGHT 72 CHECK VALVE LEAKED' DCV.V PASSED TEST? AIR INLET OPENED AT AIR INLET FAILED TO OPEN'' PV'B CHECK V VLVE HELD TIGHT AT CHECK VALVE LEAKED! PV B A P VSSED TEST? APPROVED VSSEMBL.Y" RE N I •Utly 3.3 x: CHECK vALVE LEAKED' APPROV ED UR CAP PROVIDED' RPB.A P VSSED TEST.' Yes Ea- Yes ❑ No Ye<❑ TEST COVIPV't rNJgVitTi.) �Lh PROPER INSTALLATION! TEST KIT VI ■KE rANIsoc MODEL .a ^ : :, ^. .... :; used W4 4 2 , 46 - 290 — GC Ippro'ved TES TER'S'.VALE (PRINTED) I \ %k 4 SISNIA%flE LL4.4.21 REP AIRED BY RETESTED BY City of Tukwila PO.Ilic Works .t[crinfenance Department B•Icn770.A.• .- {ssembc' :' Test Report Form ACCOI. `T 3 MODEL % 6 METER = ST ATE t+` ZIP CODE I •� K E cr∎ P zora S es. (s a LA.- /b(r). n c PSID RELIEF V VLVE OPENED j � 1 CHECK VALVE CLOSED TIGHT' ❑ 'i CHECK VALVE LEAKED? F 3: CHECK VALVE CLOSED TIGHT' E 42 CHECK V' LVE LEAKED' C✓ APPROVED .-UR GAP PROVIDED:' u ri RPBA PASSED TEST? Yes G PSID 4! CHECK VALVE CLOSED TIGHT? ❑ s: CHECK VALVE LEAKED.' PSID 42 CHECK VALVE CLOSED TIGHT? ❑ 4.1 CHECK VALVE LEAKTD.' DCV A PASSED TEST? PSID .-UR INLET OPENED .■T ❑ AIR INLET FAILED TO OPEN? PSID CHECK VALVE HELD TIGHT .AT 0 CHECK VALVE LE.A.:ED! PVB.V PASSEL) TESL "' ` ,) ❑ CERT PHONE INSPECTED Bti CCS? 2 REP UR DATE DATE TESTED COpY TYPE SN �3 t NEVV ?? XISTICG' ❑ REPLACE.IENT.' 1:1 LNITIAL TEST RESULTS TESTS AFTER REP.&IR OR CLEANING PSID PSI DROP ACROSS 41 CHECK VALVE PSID PSID 0 r! PSID C PSID Is n SN 119 C C.ALIBR.ATIONDATE i V(' o L ..• ^...'� D fyer✓.r. :: : Pressure rev xqu: t :?r :: CERTIFICATION 1 g ?ge / T DATE TESTED L A / z re w 6 D U W • LLI J H N IL W 0 g Q co F z F.. O W ~ jjj D O - CI F— WW � U u.. W Z U = o z ........v M1 .., u. n.. f . +....a..� »:,:wew.l...::.i.L'�. ly SERV ICE ADDRESS 9 ?‘D 5, ►3V CITY 11i ILL.,I ASSEMBLY LOCATION SILE LINE PRESSLRE AT TIME OF TEST PSI DROP ACROSS 41 CHECK VALVE RELIEF VALVE OPENED $1 CHECK VALVE CLOSED TIGHT? _! CHECK VALVE LEAKED? RPBA 4: CHECK VALVE CLOSED TIGHT? s: CHECK VALVE LEAKED' APPROVED AIR GAP PROVIDED' RPBA PASSED TEST.' Yes #1 CHECK VALVE CLOSED TIGHT' DCVA 41 CHECK V LLVE LEAKED! 4 2 CHECK VALVE CLOSED TIGHT? ;2 CHECK VALVE LEAKED! DCVA PASSED TEST? AIR INLET OPENED AT AIR . INLET FAILED TO OPEN? PVBA CHECK VALVE HELD TIGHT AT CHECK VALVE LEAKED' PVBA P USED TEST? APPROVED ASSEMBLY? REM.LRX.S 5IGNA7t;RE TEST COMP ANY kl CuUSZJJ J1EZ t Gh. Yes Yes REPAIRED BY taa RETESCED BY N / j tla 1NITL - U. TEST RESULTS No V City of Tukwila Public Works .11a nrenance Deparw!ent Blckt7ow Assemh'; T. R'r,vr: Form ACCOLNT� METER STATE C •SASE CV - 0e2. — 1N l-+;oc 1:3d'4 ow S. SCNci. CROSS - CONNECTION CONTROL FOR' NLYikSE'S i kN .LT'1C 1/2- AAKE MODEL U TYPE g SN S �a1 PSI NEW? 3/EXISTING? ❑ REPLACEMENT' ❑ ❑ No ❑ PROPER INST.ALL.L riot. ' TESTS .AFTER REPAIR OR CLEANING PSIU PSI DROP ACROSS vI CHECK VALVE _7•o PSID PSID RELIEF V ALV E OPENED ❑ al CHECK VALVE CLOSED TIGHT? ail CHECK VALVE LEAKED' ❑ 4: CHECK VALVE CLOSED TIGHT' E■"42 CHECK VALVE LEAKED! 9 APPROVED AIR GAP PROVIDED! RPBA PASSED TEST! Yes PSID 41 CHECK VALVE CLOSED TIGHT? ❑ x! CHECK VALVE LEAKED? PSID a: CHECK VALVE CLOSED TIGHT? aS CHECK VALVE LE.AL'ED? No ❑ DCVA PASSED TEST? PSID ,AIR INLET OPENED AT ❑ UR INLET FAILED TO OPEN? PSID CHECK VALVE HELD TIGHT AT ❑ CHECK VALVE LEAKED? PVBA PASSED TEST? CERT ZIP CODE COpy Yes Yes ❑ INSPECTED BY CCS? CERTIFICATION 4 DATE TESTED REPAIR DATE DATE TESTED ? •Y ?SID PSID 0 PSID ❑ �n ❑ PSID PSID 0 PHONE 7. s3- 5 tCll � TEST KIT MAKE MALI( MODEL g‘iA(-P SN 1'11 (eV1 CALIBRATION DATE 1 - 2Y-0 - 1 - ::r :.�' :h.:: I 6 V,-(C 4:5 ?90_490 .^.pprov'Ld T.s :1 . d .1 n :2 1 Pressure ' � ,` I :.%sv.is r.�1:�;lzr r.:.�� , :cra T_s; �,j:;:�m.�n' TESTER'S NAME iPRINTED 4 4k<74‘\ (04 wit 1z • W a = U O CO co ui J = F- W 0 2 Q LL = • a • W Z = F— Z1- uJ U � • N a F- W • W . u. O .• Z W U = O Z INITIAL TEST DCVA / RPBA DCVA / RPBA RPBA PSID PVBA/SVBA PSID CHECK VALVE NO.1 CHICK VALVE NO.2 OPENED AT AIR INLET OPENED AT _ PSID LEAKED EV PSID #1 CHECK PSID LEAKED • � « q DID NOT OPEN • AIR GAP OK? PASSED —■ FAILED NEW PARTS AND REPAIRS CLEAN REPLACE PART CNt i___ CLE ANN REPLACE ❑ PART G CLEAN REPLACE PART CHECK VALVE HELD AT PSID EV • ■ iii LEAKED • • • • • • ■ • • • • • • CLEANED REPAIRED • • • • • • • TEST AFTER REPAIRS PASSED T;d FAILED • PSID PSID OPENED AT PSID AIR INLET PSID PSID LEAKED • a LEAKED • 1. 7 #1 CHECK PSID CHK VALVE • DMVnrL./Iry r . !NGV ii I 1%0111 n•vs,11.11s.+1 . tm , .♦am. vs% ACCOUNT It NAME OF PREMISE N E) V-r e0 iibiLS i ,✓2.55 qAa Commercial ®' Residential 0 SERVICE ADDRESS « «/Q l 8/ F CITY k . "r / / rL ZIP CONTACT PERSON aA I L/ 6f t ON PHONE 646 ) ,gql "y l FAX ( ) LOCATION OF ASSEMBLY 6El ;,ud r U 6- IL DOWNSTREAM PROCESS a¢. L q44 ,(x) DCVA Er ❑ PVBA 0 OTHER _,,� �1 DOH Approved Assembly? YES I O ❑ PROPER INSTALLATION? YES L10 NO ❑ NEW INSTALL dd EXISTING ❑ REPLACEMENT ❑ OLD SER. # MAKE OF ASSEMBLY ce-b c () MODEL SERIAL NO. /1/ 7 3 / / SIZE I V az Anderson's Backflow Assembly Testing 14921298 Ave NE Duvall, WA 98019 (206)660 -8763 AIR GAP INSPECTION: Required minimum air gap separation provided? Yes ❑ No ❑ Detector Meter Reading LINE PRESSURE / VerSI CONFINED SPACE? REMARKS: l ei K_ TESTERS SIGNATURE: ,_. CERT. NO. B4454 DATE ?` TESTERS NAME PRINTED: Scott Anderson TESTERS PHONE # ( 206 1660 -8763 REPAIRED BY: FINAL TEST BY: CALIBRATION DATE 9*'GAUGE # 07041560 MODEL Midwest 830 SERVICE RESTORED? I cadjy that this report is accurate, and I have used WAC 246- 290 -490 approved lest nuthods and test equipment. DATE CERT. NO. DATE �AFS4k S!! X' A' 1•,^ Sn7'. y h+. 1, yrsrat, Ha�riu. , +.r.z....,•,.,n�r..�ur.� v ... t , .ra n . x ,,. i, v- ..r.�...,.,.�+.... +,r.,t•.. ><p: r... . .. *. .. + vy"p� °"i.�.�Kv+;�4y:, w 4�K ,,., y.y .- .,,n.: s.rP;y +.. �:m�. "'S!'• i +, � �5.+�'M�mi:2i �,J3 TO: Gregg V. FIRM: City of Tukwila FAX #: 206 -431 -3665 FROM THE DESK OF: Tye Groshong NUMBER OF PAGES: (Including this cover sheet) 8 DONOVAN BROTHERS FAX #: (253) 939 -7994 Gregg, Here are the documents you requested. Five backflow certifications, Two meter bills of sale. Thank you Tye. Hard copy: Will be mailed Will not be mailed Donovan Brothers COMMERCIAL CONSTRUCTION 1801 West Valley Highway North, Suite 101 P.O. Box 818 Auburn WA 98071 -0818 FAX TRANSMISSION COVER SHEET DATE: 7 -30 -07 TRANSMISSION PROBLEMS? CALL (253) 939 -7777 RECEIVED JUL 3 0 2007 TUKWILA PUBLIC WORKS z w' 6 O 0 CO CO W O u. < I • d Z w �= F- O Z t-- 0 O N O 1- w u i u- O . z 0 co � O z ORD: B.O. SHIPPED DESCRIPTION PRICE % AMOUNT ti t ; _ 3 2122 LIC' RECEIVED IN GOOD CONDITIO f ,__ TOTAL 1/ I_''�Ge..:) /"):2-). :.,,. T 0 H 14990 PRINT SERVICES NORTHWEST (206) 763.9230 loo-,,a.1 FOC1 ITE INCORPORATED 4819 WEST MARGINAL WAY S.W. SEATTLE, WA 98106 ' ;1 ORDERED DONOVAN BROS INC JONATHAN >t HINGHAPI 508218 FOG T 11'E INC SEATTLE, WA r . , .� 6444.4. T 0 DATE (206) 935 -8000 /20 S P Customer's Order No. DATE REQUIRED: DATE SHIPPED: WILL CALL El ALL Maims and returned goods4MUST be accompanied by this bill WHITE - OFFICE COPY, CANARY - CUSTOMER'S COPY, PINK - FILE COPY, GOLDENROD - NUMERICAL COPY I 0 l C) ., V AUTHORIZATION PURCHAS R SIGN.0 RL __. ••� �f SERVER REFERENCE NO, SALE SLIP S i"+SS BILLED DATE INV. NO. PARTIAL COMP DESCRIPTION AMOUNT NqLvlo 1 c z �z it 2 U CD CI NIL W < • a = W I– _ Z }- ZI- 11.1 uj UCI O — O H W W H � I!- O . . Z W c o O Z ORD: B.O. SHIPPED DESCRIPTION PRICE % AMOUNT I i I ' I i 9 c:-�? i :)C1 2— I ,Q 'core r 11'\ e e r W," a — 77 --- R.- p i do C . .... (� I-�» 1k iir.,''_�1 RECEIVED IN GOOD CONDITIO k � G . f (V �- -c,�,�,f'.;:.:t) � -..��� w- -- - -' TOTAL - * A 1 - 400 &z. 4- a6220 4819 WEST MARGINAL WAY S.W. SEATTLE, WA 98106 ry S I.. tr"`y' U \ ?a t'1. Imo".) :,. O L D T 0 H 14910 i ORDERED 1 0 / 0 4 V DO NOV AN BROS INC JONATHAN M BINGHAM '35982187 FCG 1 It•IC SEATTLE wA FOCI - SITE .a:r:"+ as4 INCORPORATED S P T 0 ice( ,,r Customer's Order No. DATE REQUIRED: DATE SHIPPED: WILL CALL ❑ ALL:claims/and returned goods MUST be accompanied by this bill PRINT SERVICES NORTHWEST (206) 763 -9230 WHITE - OFFICE COPY, CANARY - CUSTOMER'S COPY, PINK - FILE COPY, GOLDENROD - NUMERICAL COPY BILLED DATE INV. NO. PARTIAL COMP AUTHORIZATION ( st nvl n REFERENCE NO. 5945581 an. DESCRIPTION AMOUNT 1 % LC I � SER lGN HERE Cardholde' acknowledges receipt of ggo and/or services In the amount , . VITAL • of the Total shown hereon and agrees to pertorm the obligations set forth I .; ..... DATE � (206) 935 -8000 Z • 2 rt W 6U 00 CO • ILI -I t— • LL W 0 J u. _ d � Z = H O W ~ U� 0— aE- W H� .. U= O~ Z QUANTITY IN CUBIC YARDS RATE wr Up to 50 CY Free 51 -100 $23.50 101 -1,000 $37.00 1,001 - 10,000 $49.25 • 10,001 - 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 - 200,000 $269.75 for 1 S' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for l I 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAMEetO PERMIT # If you do not provide tontractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement c General Erosion prevention Water Sewer Storm water Road /Parking /Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of *A. D. 1.5% of amount over $200,000 of A. _ 4. TOTAL PLAN REVIEW FEE (B +C +D) ategory: 1 2W .Z3 ' a Wag 4 $, 2. (4) 5. GRADING Plan Review and Permit Fees $ 44,iC (5) Enter total excavation volume • cubic yards Enter total fill volume .40 • cubic yards Use the following table to estimate the grading application fee. Use the greater of the excavation and fill volumes. TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 1 -2 1 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 Revised 06.07.04 1+• eudlAtut.4.n'S .:.:kaby'[ '�.ai+l ii.e 7. " , wa "t Yr piu "ihsttt` y 'U4du't 1 tb eza :w�SK'OW. >,gixge+`R.'wk',hYTl auv.hY ^ `^i, +�ef.'.wRi'tr wKY+t e3 r +•Y,ynq ?Xt*U+..� 250 (1) RECEIVED ^.ITY (IF T11101/11 A NOV 1 9 2004 PERMIT CENTER QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 -100 $37.00 101 -1,000 $37.00 for 1s 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1s 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1s 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance /Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ (7) • The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Revis d 03.18. 3 Revis�d 3. Revis 7,,Q „ e 2 $ - j44 ( $ # fr• (8) r.�v %:�11�.:.1 1.t.::7.,A .n.:Uw,p;,tu,a,a: i:�'.t : I�;.+ tMit� ly?-' i:�a�,6,:�'Y <' .r.��F�Yw«.S�r ; : + „�.� L2. .;,.i,! "tc• • 9. TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) W B. Flood Control Zone ($50) C. Water Meter - Permanent* _ 4 D. Water Meter - Water only* E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ F. Storm Drainage Mitigation $ G. Other Fees $ Total A through G $ Or. (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 1C1 Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 Revised 06.07.04 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees Total A through E ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. 3 City of Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206 - 431 -3665 Web site: ci.tukwila.wa.us WATER METER INFORMATION . a Parcel No.: 7349200135 Permit Number: D04 -415 z re w Address: 4320 S 131 PL TUKW Issue Date: 09/20/2005 6 6 Suite No: Permit Expires On: 11/17/2007 U 0 U • LL -i _ H W O u_ ¢ "±"._ Z =' O Z ~ W U� 0— C1 F- W W 0 TURNOVER FOR THE PIPE CARRYING SOUTHGATE CREEK TO THE END OF THE PIPE AND THE SURFACE WATER F' IMPROVEMENTS IN S 131ST PLACE. Improvements to 42nd Av S (Macadam Rd 5) by City in 2006 Overlay LL Z Program. ui U = REVISION 1: DELETE RETAINING WALLS AND GRADE SLOPES TO 1.5H:1V. 0 ~ 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 5) 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. 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. Subtotal: doc: PWWATER METER #1 Water Meter Size: 1.5 Quantity: 1 Water Meter Type: PERM Work Order Number: 5106a04 Connection Charge: Y Installation: Y Additional Install Deposit: Plan Check Fee: Y Inspection Fee: Y Turn On Fee: Y $225.00 $2,125.00 $0.00 $10.00 $15.00 $25.00 $2,400.00 004 -415 Steven Al. Mullet, Mayor James F. Morrow, P.E., Director METER #2 METER #3 1 1 DED $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 0 0 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 $0.00 Printed: 06 -19 -2007 Cascade Water Alliance (RCFC): Y TOTAL WATER FEES: $12,840.00 doe: PWWATER City ofr`rukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 433 -0179 Fax: 206 -431 -3665 Web site: ci.tukwila.wa.us $10,440.00 • D04 -415 Steven M Mullet, Mayor James F. Morrow, P.E., Director $0.00 $0.00 Printed: 06 -19 -2007 Z ' iH W 6 00 co . W = 0 LL W Q LLQ — a W Z �. F— 0 ZF— W uj U 0 : 0 F—. W W W r" . • Z. W Z ACTIVITY NUMBER: D04 -415 DATE: 02 -28 -07 PROJECT NAME: NORMED SITE ADDRESS: 4310 S 131 PL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 X Revision # 3 After Permit Issued DEPARTMENTS: Building Division Public Works Complete Comments: Documents/routing slip.doc 2.2802 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP n Structural Incomplete n APPROVALS OR CORRECTIONS: Approved U Approved with Conditions Notation: REVIEWER'S INITIALS: Fire Prevention DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 03-01-07 DATE: DATE: Planning Division Permit Coordinator Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUT NG: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: n 11 Not Approved (attach comments) DUE DATE: 03-29-07 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: Build�ng vision Public Works n Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2.28 -0z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -415 DATE: 01 -31 -07 PROJECT NAME: NORMED SITE ADDRESS: 4310 S 131 PL Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 3 After Permit Issued Permit Center Use Only CORRECTION LETTER MAILED: 02-4V1 0A Departments issued corrections: Bldg ❑ Fire W<< c1 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete [ Incomplete n Planning Division Permit Coordinator n n DUE DATE: 02-01-07 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS RO TING: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 03-01 -07 Approved ❑ Approved with Conditions n Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D04 -415 DATE: 11 -01 -06 PROJECT NAME: NORM ED SITE ADDRESS: 4310 S 131 PL Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENTS: Building ff vision Public Works k 4 DETERMINATI N OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route n Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS CORRECTIONS: Documentshouting slip.doc 2.28 -02 PERPAIi COORB69RY PLAN REVIEW /ROUTING SLIP Fire Prevention Li Planning Division Structural Incomplete n DUE DATE: 11-02-06 Not Applicable n DUE DATE: 1 1-30-06 Approved " Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Coordinator Pi Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: z w a: JU O 0 • o J = 1-- U) LL w 0 ga s u. ¢ z = o z I— w • w U O N O H w W U. F5 - w Z 0 = 1 _ Z ACTIVITY NUMBER: D04 -415 DATE: 02 -02 -06 PROJECT NAME: NORMED SITE ADDRESS: 4310 S 131 PL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 2 X Revision # 1 After Permit Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: TUES/THURS ROUTING: Please Route n REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: Documents/routing slip,doc 2 -28 -02 _l PERMIT COORD COPY -_-. PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete Structural Review Required DATE: DATE: Cv(, 4 2 -10 0 Planning Division Permit Coordinator Not Applicable No further Review Required DUE DATE: 02-07-06 Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: DUE DATE: 03-07-06 Not Approved (attach comments) F7 Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: w re L 00 � c J = W LL Q w d = W ? f- ZO W U D O — O I-- W W H- • O W Z U= O� z DEPARTMENTS: Building Division Complete Comments: Please Route TUES /THURS ROUTING: REVIEWER'S INITIALS: Documentshoulin8 slip.doc 2.28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -415 PROJECT NAME: NORMED SITE ADDRESS: 4310 S 131 PL Original Plan Submittal X Response to Correction Letter # 1 DATE: 12 -21 -05 Response to Incomplete Letter # X Revision # 1 After Permit Issued Fire Prevention Public Works d Structural ❑ Permit Coordinator 961, Al' 1-14-00 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ri APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Notation: REVIEWER'S INITIALS: n �j�t i �d / PYarning ivision DUE DATE: 12-22-05 DATE: DATE: Not Applicable Structural Review Required No further Review Required Permit Center Use Only CORRECTION LETTER MAILED: d I .ZL • (x Departments issued corrections: Bldg ❑ Fire ❑ Ping' PW ❑ Staff Initials:�Y Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: DUE DATE: 01-19-06 Not Approved (attach comments) 7( z z a: QQ � J U U to 0 J F- U) w w 0 1 � • : I w Z = Z w U O N CI I+ w uU • O w Z co O ~ Z s >'µh.i.n[x:,� Jn:.N,.rGe L, VFIlb »nlWJi441:.'+4.14a4....14Y.v' a14M 'L4u,w.: ∎ '1 ... ay). 1.0A1, ACTIVITY NUMBER: D04 -415 DATE: 11 -10 -05 PROJECT NAME: NORMED SITE ADDRESS: 4310 S 131 PL Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # X Revision # 1 After Permit Issued DEPARTMENTS: r l - 21- Bing Didision Public Woks !1/l M H-2-2 -o( - 1ERMIT COORD COPY .� PLAN REVIEW /ROUTING SLIP Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete n n n Asion Plan nin Permit Coordinator DUE DATE: 11-15-05 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUT G: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions n Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: jZl no `i Departments issued corrections: Bldg ❑ Documents/routing slip.doc 2 -28 -02 DUE DATE: 12 -1 3-05 Not Approved (attach comments) Fire ❑ PIngIR PW 1 Staff Initials: - DATE: DATE: z z re w QQ � J o 00 co o co ILI J= w rte d I F- Z � • ZO W • w to U O — O I— w W I— Z W U = OH z } t DEPARTMENTS: Building Division n Public Works tam Wc• fitbg DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Yr Incomplete n Comments: TUES/THURS ROUTING: Please Route N e Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Notation: REVIEWER'S INITIALS: Documents/routing shp.doc 2.28 -02 PERMIT COORD COPY Fire Prevention Structural n n PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -415 PROJECT NAME: NORMED SITE ADDRESS: 4310 S 131 PL X Response to Correction Letter # 2 DATE: 09 -13 -05 Original Plan Submittal Response to Incomplete Letter # Revision # After Permit Issued DUE DATE: 09 -15-05 C Permit Coordinator DATE: DATE: L L dio � g Plana in ivision Not Applicable a No further Review Required Permit. Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW D Staff Initials: DUE DATE: 10-13 -05 Approved n Approved with Conditions Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -415 DATE: 7 -28 -05 PROJECT NAME: NORMED SITE ADDRESS: 4310 S 131 PL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: B i d g Di Public Works J DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROyTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 8-30-05 Approved n Approved with Conditions n Not Approved (attach comments) APPROVALS OR CORRECTIONS: Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 11-1-0 Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ( Staff Initials: Documents /routing sllp,doc 2-28 -02 Fire Prevention Structural Incomplete E n Planning Division Permit Coordinator DUE DATE: 8-2-05 Not Applicable z A-6 rt w QQ � J U 00 CO 13 CO 111 - I- U) w W 0 2 • a = ▪ w _ z F w • w O co O — O I— ll/ u j z w — 0 I ~ z ACTIVITY NUMBER: D04 -415 PROJECT NAME: NORMED SITE ADDRESS: 4230 S 164 ST DATE: 11 -19 -04 X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTM NTS: 2-01' Building Diva is o Public Works q 1/441; / "/ -0 im DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TUES /THURS ROyTING: Please Route M Structural Review Required APPROVALS OR CORRECTIONS: Documents /routing slip.doc 2 -28 -02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP NI iAt Fire Prevention Stru tal s se y Incomplete DUE DATE: 11-23 -04 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: El No further Review Required dexvte& Planning Division Permit Coordinator III n REVIEWER'S INITIALS: DATE: DUE DATE: 12-21-04 Approved n Approved with Conditions Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 0. 2-141 5 Departments issued corrections: Bldg in' Fire ❑ Ping i$( PW% Staff Initials: Zref z • z w QQ • � i0 O 0 co o J CO LL, F- w 0 g a ED cf = w H = z �. w I- • w U� O - a I- wW L I - O ..z w • = O ~ z 1 Revision No. ' • 1 Date I Received Staff Initials 1 , I I Date I Issued 1 Staff I Initials Revision No. Date Received Date Received Staff 1 Initials 1 , I Staff Initials I . Date I ''Staff Issued Initials \ • 0 - a() Summary of Revision: Sw A4 M UV i 1, 0 . Pr" Summary of Revision: _IA i o 1,11 • , i e..1 1,0 1 0 ' A/ ' A II - • A elif illneM I AI 4' , li ■ 1 ■ Lis Received By: v i. ktja. 7 ve,r-sso Revision No. Date Received Date Received Staff 1 Initials Date Issued Staff Initials i , St Oq- Summary of Revision: Sw A4 M UV , - Received By: M 0A44, Revision No. Date Received Staff Initials Date - Issued I Starr Initials Summary of Revision: Received By: PROJECT NAME: IDV-11A PERMIT NO:. 12Y- Site Address: I-01 6 , 43 - O rigin ssue Date: REVISION LOG Summary of Revision: Received By: Revision No. Summary of Revision: Date Received Staff Initials Received By: Date Issued (please prin() (please print) (please print) (please print) please print Staff Initials ..rf! ?AriPAY-1.Yftlrotg Revision No. • Date Received Staff Initials Date I Issued Staff Initials Revision No. I Date Received I Staff Initials I Date Issued I Staff Initials Revision • i No. ` Date Received I I I Staff i Date j ' "Staff Initials ( Issued ! Initials 1 I II1I010C 1 r I 2 - 2,1_0 49 611, Summary of Revision: ,, A _ y : 4.0 l; • V' 6Tfr I01 I. V,-- L,l k i _t_ Received By: -f'h eresa E, S)l a Revision No. Date Received I I Staff Initials Date Issued Staff Initials Summary of Revision: • Received By: PROJECT NAME: O& _g_O_LgfzfAvib, PERM1 ENO :. Site Address: '- to 4 t, - Original "!ssue Date: Summary of Revision: Summary of Revision: Revision No. Summary of Revision: Date Received REVISION LOG Staff Initials Received By: Received By: Received By: Date Issued Zo (please print) (please print) (please print) (please print) (please print) Staff Initials City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through time mail, fax, etc. Date: MO, 4 Plan Check/Permit Number: ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ® Revision # 3 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Normed Project Address: 4310 S 131 P1 Contact Person: giip V26411,6 Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tulnvila.wa.us Summary of Revision: RV-46=K ellet-el lbq bad.'"% al • cal 'IP& P144 acv P401144 ! tO t/A 2. itivaso oN N b5L6 70 Meat* V. tie bileest9 Ohl MuUAL OrWarat4 ', 4 Cbwa IU` OKA Illaei>awt C M*, -N 1W- b Sheet Number(s): � • `��� �j2 1Z Ib� " � C "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [1f Entered in Permits Plus on 2'2-0 -07 \applications \forms - applications on line \revision submittal Created: 8 -13 -2004 Revised: b14,4-1," Steven M. Mullet, Mayor Steve Lancaster, Director Phone Number: et 156 - ice f ECEIVED CITY TUKAnVn A FEB 2 8 70071 PERMIT CENTER Z • Z et W QQ � J U U O N 0 CD U.1 W I - I-- W lJ W g W Q U � = I— III Z = I— 0 Z 1— w • w U � O — O H w Z tii 0I z City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: //w■w.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, far, eta Date: 0t41 d Plan Check/Permit Number: 904 " 41C ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 1N) Project Address: I V 12-21 .7 Contact Person: 0) Ke\--u6k) Summary f Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision (/?fg okV8,3 - (cUm) cc,Q CcwYCi aA Received at the City of Tukwila Permit Center by: Entered in Permits Plus on n'� 114— ■applications\forms- applications on Iinelrevision submittal Created: 8 -13 -2004 Revised: Steven M Mullet, Mayor Steve Lancaster, Director RECEIVED CITY OF 71 iIcn',, JAN 31 2007 Phone Number: z z w J U 00 � w 0 g Q = • d u ZO U� O — O I- w to �O w z U= 0 F ' z Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: I i k 'i 1e' ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # j it Revision # I after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 141 Project Address: • 1-51 91 R. Contact Person: fixio Phone Number: W9 - +33 - c icf4_ Summary of Revision: '( etto l fNE viecette Gj' ifkqty Wool t- c''tWQRVt 150.6 1 COle. I iOE C C. EN 11.4. �L) aavo uoe b Quo b Ftb,t Dl; t rbk4it 1 1 - 6ei n P (awl /5 Roe) 6111415 land .ekva-iloits 4f) el4an1e% 5pC -gm t a Sheet Nurrti ter (s): l "Cloud" or highlight all areas of revision including date of revision City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 11 `0 d (\p \applications\forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: Plan Check/Permit Number: 9 !Z\- ►� / ILA Steven M. Mullet, Mayor Steve Lancaster, Director FlECEWVED CITY OF TUKVt11L4 NOV 0 1 2006 PERMIT CENTER W cc 6 J U 00 N 0 J = F- w O � I Z = Z w U� O — O H w w z w = 0 Z City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: //www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 101 lCc Plan Check/Permit Number: D04 -415 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 for Revision #1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: NORMED Project Address: 4310 S 131 PL G► . tuto)P4 ' /it veN.1 (131 00 \applications \forms - applications on Iinc\revision submittal Created: 8 -13 -2004 Revised: Steven M. Mullet, Mayor Steve Lancaster, Director fteceveD e rry Of yUkivIt FED 0 2 2O1I(i PERMIT CENTER Contact Person: David Kehle Phone Number: OXI) •�F'� Summary of Revision: M 1 \T- Sheet Number(s): ' i1. - 1 CD (tLj.LL Coll l 1 APE icolimo ' 4 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: iM(/U141t' i Entered in Permits Plus on 0402-(3f J . iro4. ;..Srxr 444=4.' Date: 12121br Project Name: Normed Sheet Number(s): 'm4 II f City of Tukwila Project Address: 4310 S 131 P1 Contact Person: David Kehle Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.atukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ` — T \applications\forms- applications on (ine\revision submittal Created: 8 -13 -2004 Revised: Plan Check/Permit Number: ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 for Revision #i ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner "Cloud" or highlight all area of revision including date of revision Received at the City of Tukwila Permit Center by: 1,4 Entered in Permits Plus on `9.- • cf ' Steven M. Mullet, Mayor Steve Lancaster, Director D05-016/ D0+-4-15 env DEC 2 1 2005 PERMIT CENTER Phone Number: "a '4 Summary of Revision: �. Ofg b Mpg 1 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: II 1‘ ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: l'ti41 ICI - � U Katt6 Project Address: Contact Person: Summary of Revision: I VerglkOe 1 h City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206-431-3665 Web site: ci. tukwila.wa.us Received at the City of Tukwila Permit Center by: Entered in Permits Plus on it! MOS \applications\lorms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Phone Number: c,p( Plan Check/Permit Number: p'&'.- 9 Steven M. Mullet, Mayor Steve Lancaster, Director Vic -435 -mq 1,11M- '15 1( 7 'Cu 1 PG (T4( PAZart) -i'6 7 t 1N.10c, et i e Nov I 0 2805 PERMIT CENTER *e! / A -roe, .1 te*I1 -1>Loef ?mitt 10(2, m-b4ip aGLIopwr /4'44 waspoi [KotitiviNtti `-tv r , (.rtri -,. . Sheet Number(s): DkARA, ! P4 A( .‘,1) OWWlG 1 66% Ct-1 ..,& J .. t4 r c� "Cloud" or highlight all areas of revision including date of revision z • IZ re W QQ � J U U coo • LLI J� CO Li_ u 0 u^? = F— Z F.. i- 0 Z ~ w U � o • F- w W tL O w z U =, O ~ z City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http : / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: l " 1 4 - 05 ❑ Response to Incomplete Letter # E Response to Correction Letter # 2_ ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner IJOViMe ., I - f3� � Piaei 1 AAA,/ ,6,e_ALU Phone Number: d lB 4-32,4391 7 Summary of Revision: Project Name: Project Address: Contact Person: Plan ChecWPermit Number: t) 1 )'T - 4! 5 La bra. Aux) 1e12-f- o rb pday-v Sheet Number(s): I-1 — Lb "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 't -0-4' -bS \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Steven M Mullet, Mayor Steve Lancaster, Director CITY or TUKWILA SEP 1 4 2005 rEnmer CENTER Summary of Revision: biitida lamer *e 6.61 City of Tukwila \ applications \fonns - applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: //www.ci.tulavila.iva.us 9 eA�R IeNaD attutti. Steven M. Mullet, Mayor Date: CA` ,os Plan ChecWPermit Number: D04 -415 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 2 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, far, etc. RECEIVED crry OF TUKWILA SEP 1 3 2005 PERMIT CENTER Project Name: NORMED Project Address: 4310 South 131 Place Contact Person: David Kehle Phone Number: - 433. tom, ae hers+ atittiumem 1 fir 11 Sheet Number(s): • 1 '' el • CilastailaiagiA ; bh1 I "Cloud" or highlight all areas of revision i$cluding date of revision Received at the City of Tukwila Permit Center by: a ll OtA L�XX Entered in Permits Plus on Vi 4 �'�n { Da L1 1,2.11 Project Address: Summary of Revision: A;5 graeo City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tulnvila.wa.us Mum t CENTER REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: NORMED 4310 SOUTH 131 PLACE Contact Person: David Kehle Phone Number: "94''J1' siding dat of revision Sheet Number(s): "Cloud" or highlight all areas of revision inc Received at the City of Tukwila Permit Center by: Entered in Permits Plus on n 747 or 5 \ applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: Plan Check/Permit Number: D04 -415 nrcelvzo CITY OF Tt KWILA JU 2 8 2005 Steve Lancaster, Director Steven M. Mullet, Mayor IZI. �l•5' I -5 z rF z w -IU O 0 0 co w 0 � = • d Z Z Lu U CI O N O I_- ww I ii Z U= o z License Information License DONOVBI094O5 Licensee Name DONOVAN BROTHERS INC Licensee Type CONSTRUCTION CONTRACTOR UBI 601114768 Ind. Ins. Account Id 55472800 Business Type CORPORATION Address 1 PO BOX 818 Address 2 City AUBURN County KING State WA Zip 980710818 Phone 2539397777 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 9/25/1991 Expiration Date 3/5/2007 Suspend Date Separation Date Parent Company Previous License PCCIN ** 121QW Next License Associated License Business Owner Information Name Role Effective Date Expiration Date DONOVAN, DARRELL 01/01/1980 DONOVAN, E LAURA 01/01/1980 DONOVAN, DEBBIE 01/01/1980 DONOVAN, KEVIN 01/01/1980 Look Up a Contractor, Electrif.i.n or Plumber License Detail Page 1 of 3 Washington State Department of Labor and Industries General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= DONOVBI094O5 10/23/2006 Z 1 z ce W 0 J = H CO LL W O • }} gD u_ = Z � 1— O Z I— W U� O— CI 1— W H0 L I O Lli Z co OH Z L t.* f.I..ni±: License Information License INTERDN088KH Licensee Name INTERWEST DEVELOPMENT N W INC Licensee Type CONSTRUCTION CONTRACTOR UBI 601374187 Ind. Ins. Account Id 82223100 Business Type CORPORATION Address 1 1425 22ND ST NW STE E Address 2 City AUBURN County KING State WA Zip 98001 Phone 2539399787 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 5/8/1992 Expiration Date 1/4/2006 Suspend Date Separation Date Parent Company Previous License THOMAOC196LW Next License TACOMCS980QK Associated License Business Owner Information Name Role Effective Date Expiration Date KESSELL, JOE PRESIDENT 05/08/1992 KESSELL, SHARON SECRETARY 05/08/1992 SELANDER, WILLIAM VICE PRESIDENT 12/12/2001 Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 3 Washington State Department of Labor and Industries General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond #10 Bond Company Name INTERNATIONAL FIDELITY INS CO Bond Account Number CAIFSUO381793 Effective Date 05/08/2004 Expiration Date Until Cancelled Cancel Date Impaired Date Bond Amount $12,000.00 Received Date 05/04/2004 https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= INTERDN088KH 09/20/2005 Z re 00 co 0 co w J = 1-- • u_ W O QQ LL Q to 3 = d �.W Z I-- I— O Z I— uj O • N O 1- • W H� u' O 1 1 1 Z • = O~ Z • b o t4 14 if /17.9 - if f) F97 L..8L4 -b'°6 - 05Z c •VIVI u 3 - ?-1,n9 (AN •4-7 0--vZZ -9Z+I 14,01GFOI - �t_gt -}r ill+c-Uq-2 ;' '?iu • 10086 . VM MUTE( O. S.M.,' AN LS UM Z Z 5Z6t DNI M [S .LJl' WdOrl1Aaa •LS21M2I21Td'II -Z66I /80jSSD - giAta SA ZSai33a t =Y Ci Sir MV"' Ala (MCI aMla.LSiF fI ;;i:11'0.Sr1QNT (INV. i1OJ.tr1 tL( .Li'I gNINY &[Q 4 (/ (I O a V. f N i - -_._- •- l(.650 mC . NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. m 0 CD • • t7 D _ C QI 61 cm cr m CD Cr _ U - 4 OP m x z 0 1 x8' SHOKEVENt / SKYLIGI -TS DOUBLE Doh1E O/ AUTOMATIC X I RELEA51= R 1d • L • • VIVO 1 VHI \11"111` APPROXIMATE LINE CF FUTURE OFFICE 4 II DOCK DOOR 11 II DOCK DOOR S a ELECTRICAL LEGEND SyMeoL OESCRIP1ION METAL HALIDE FIXTURE i II DRIVE IN DOOR waRtNOUSE 0 TTS 215 62 • • HIGH PILED COHBUSTABLE STORAGE (C4- IAPTER 23) CLASS I - Iv, MAX 20' TOP OF PRODUCT DRAFT CLIRTAN5 NOT RE6'D ( TABLE 23062) SMOKE REHOYAL IS REQUIRED (TABLE 23062) (RtFERENCE SEC. 910) VENT RATIO I/100: HAX FACING 100' ILI/ MAX DI6TANCE TO WALL 60' (OFtION I) LE LCWC TEMPERATURE TO BE 310 D F SM • < • •f a ABLE RELEASE AT 14' AP, W FLUORESCENT ORANGE PAINT ON BOTTOM RING. • • II DOCK DOOR II II DRIVE -IN DOOR OPEN TO CEILING STRUCTURE 7-- — >< le - - EFLIECTEP PLAN 5/8l GYP BO CEILING e ELECT ROOM Approvwl c. c - cu l�ctian the c • of a; prUv� J MISIM cha:1 be mare to the scope prior approval el Minding 131 Ilcv:ions will require a new plan submittal and may include additional plan review fe.es. City of Tukwila BUILDING DIVISION RECEIVED CITY OFTUKWILA FEB 23 7007 PERMITCENTER REVIEWED FOR CODE COMPLIANCE eofvFD MAX 1 4 2007 c. Of Tu BUILDING DIVISION Plan revtc.•w •^7roval Is subject to emirs and omission documents does not authoriza code or ordlnancc. Receipt conditions is aclnaviledged; CORRECTION LT R 1 RVIS1ON N modmmmmma w O a r tf} w D LT 9 0 .411111.1111.1.1.111 CO cp 0, M �- 00 00 W 8 I c azco 1-N 4) oQ 0 o a te''„ -- w W CO Z oQ r - y[ N 0_ u- r N Q) Vile • a-a A -3 W °D fa., 2 cn g 0 0 .r \\ st -4\documents \CAD \2004 \0411 NORMED\A -1 A -2 A- 3.dwg, 2128/2007 9:18:53 AM, DffiigrOet S00 MAIN.pc3 FOOTING SCHEDULE MARK SIZE REINFORCING F4.0 4' -0" x 4'--0" x 1' -0" 4 - #5 EA. WAY BOTTOM F5.0 5' -0" x 5' -0" x 1' -0" 7 - #4 EA. WAY BOTTOM F5.6 5' -6" x 5' -6" x 1' -0" 5 - #5 EA. WAY BOTTOM F6.0 6' -0" x 6 x 1' -1" 6 - #5 EA. WAY BOTTOM F6.5 6' -6" x 6' -6" x 1' -1" 7 - #5 EA. WAY BOTTOM F8.0 8' -0" x 8' -0" x 1' -5" 9 - #5 EA. WAY BOTTOM F8.5 8' -6" x 8' -6" x 1' -5" 10 - #5 EA. WAY BOTTOM . FA 3' -0" x 18' -0" x 2'-O" 4 - #6 LONG WAY TOP & BOTTOM #5 ® 12 "OC SHORT WAY TOP & BOTTOM FB 5' -0" x 48' -0" x 3' -O" 7 - #8 LONG WAY TOP & BOTTOM #6 @ 12 "OC SHORT WAY TOP & BOTTOM FC 4' -O" x 25' -0" x 3' -0" 6 - #7 LONG WAY TOP & BOTTOM #5 0 12 "OC SHORT WAY TOP & BOTTOM ED 4' -0" x RE: PLAN x 2'--O" 6 - #7 LONG WAY TOP & BOTTOM #5 © 12 "OC SHORT WAY TOP & BOTTOM 0 0 0 0 0 N 7 » 5 -Q 25' -0" 5'- A -1.2 f, 55' -0" C -1.2 SIM. F8.0 (- 0 -8 " ) 2 ' (- 8 ( -1 , -0 " -0" C -1.2 f 22' -8" 40' -O" 60' -0" A -1.2 L J F6.0 (- 0' --8 ") 22' -0" 1' 40' -0" C> B -1.2 FD �I 25' -0" r ✓ C -1.2 6" SLAB W/ SIM. #40 18 "OC E.W. C -1.2 in N J J w s 22' -O" 45' -0" 3) NUMBER SHOWN THUS: FOR ELEVATIONS. 22' -8" H -1.2 330' - 0" FOUNDATION PLAN 33O'-O" A -1.2 F6.5 ( 0 ' -8 ") 5 CONCRETE SLAB ON GRADE W/ 12 "x12" W2.9xW2.9 W.W.M. F.F.E. = TOS = DATUM - 0' -0" _ F8.5 (- 0' -8 ") 22' -0" 135'- T " 45 -0" 25' -0" I- --r N ka A A F6.5 (- 0' -8 ") F8.5 (- o' -8 ") 72 22' -0" (A1' -0 ") 45' -0" SCALE: Its" = 1' -0" NOTES: 1) FINISHED SLAB IS REFERENCE DATUM O' -0 ". 2) ELEVATIONS SHOWN THUS: ( ) INDICATES TOP OF FOOTING ELEVATION BELOW REFERENCE DATUM. 4) REFER TO SHEET 5 -1.2 FOR TYPICAL CONSTRUCTION, SHRINKAGE AND CLOSURE STRIP JOINT DETAILS. CONTRACTOR OPTION FOR C.J. LOCATIONS. 4 F4.0 (- 1' -0 ") 8) CONTINUOUS FOOTING ALONG GRIDS A,D,1 & 10 HAS BEEN DESIGNED FOR FUTURE MEZZANINE LOAD. (.2 KLF DL, 1.0 KLF LL.) Ix a> 5) INDICATES STEP FOOTING REFER TO SHEET 5 --1.2. 6) FOOTING SIZE BASED ON ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF. 7) PAD FOOTING ALONG GRID B Sc GRID 2 HAS BEEN DESIGNED FOR FUTURE 8K DL & 40K LL MEZZANINE LOAD. (.2 KLF DL, 1.0 KLF LL.) 2' -8" J F- INDICATE CONCRETE PANEL NUMBER REFER TO SHEET S -1.3, S -1.4, S -1.5, & S --1.6. I � . - - 2' -10 ") SIM. FD C-1.2 0 N F8.5 ( O' ") F4.0 ( -1' -0" - 5' -0 ") 22' -O" 40 -0" 6" SLAB W/ #4© 18 "OC E.W. 80' 30' H -1.2 o ' - 2 5 '-0" FC FC (- 5' -0 "; (- 5' -o ") F4.0 ( 1 ' -0 ") cni,isyst. _EL; I".' r•. c 2 t:3 trzez. tD • _.. ... .... pr :or d .v c =3 c! NOTE: RYvis;ons 1,1;s;1 require a new plan submittal and may include additional plan review fees. CO N N 0 0 0 u7 N 0 N G FILE e0 Peerrdt No. City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE ,k4 ODD r1A1r3) NOV O 6 2006 ty Of Tukwila BUILDING DIVISION Plan review approval Is subject to errors and one Approval of construction documents does not aut the violation cf any accepted code or ordinance. Recalpt of app ved id Copy and cond: or is acknowledged: Date: 1/- SHEET INDEX S1.0 = GENERAL NOTE S1.1 = FOUNDATION PLAN S1.2 = FOUNDATION SECTIONS S1.3 = PANEL ELEVATIONS S1.4 = PANEL ELEVATIONS S1.5 = PANEL ELEVATIONS S1.6 = PANEL ELEVATIONS S1.7 = PANEL DETAILS S1.8 = PANEL DETAILS 51.9 = PANEL DETAILS S2.1 = ROOF FRAMING PLAN S2.2 = ROOF SECTIONS S2.3 = ROOF SECTIONS 1 TEL. (206) 324 -6160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 I- 0 W 0 a I- < 0 } cn 0 I 11) 0 I CO N w I- L.1 o X 2 < CL Li � w o Cf II O ;2 Z 3� o k:s = V1 F RECEIVED C CM! OF It Ih'1lUll� 4 00 4,4 NOV 0 1 2006 a ( PERMITCENTEA 0 U . RE: A -1.7 - - -- --- -3 - - l -- ##4 C 12 "0C HDRIZ. ,�� C A - A HORIZ. C — ° R E:: 61/4" 1 #4x 2' -0" SLAB DOWELS ® 18 "0C TYP. 61/4„ 61/4" 1 B B RE: PANEL 10 FOR REINF. . h„ 41 lir) RE: PANEL ® FOR REINF. CONCRETE ON METAL DECK ,[RE: PLAN> o [RE: PLAN] 1' -6" 10'-8" MEZZ. o 0' -O" Q (RE: PLAN) o O' -0" 2 - #5 VERT. EA. FACE (4 TOTAL) #4 © 12 "OC EA. WAY #4x2' -6" DIACONAL @ CORNERS C p HORIZ. W /HOOK EA. END #4 ® 12 "0C EA. WAY RE: A -1.2 <RE: PLAN> [RE: PLAN] MEZZ. o(RE: PLAN) RE: A -1.2 SCALE: 1 /8" = 1' -0" SCALE: 1 /8" = 1' -0" P -2.2 R \ RE: A -1.2 TYP. 6 SCALE: 1 /a" = 1' -0" EMBED RE: N -2.2 6 RE: PANEL g FOR REINF. 2 - #5 CHORD STEEL 2 -#5 VERT. EA. FACE (4 TOTAL) RE: PANEL FOR REINF. 4x 3 - #5 VERT. EA. FACE (6 TOTAL) 13x F RE: PANEL FOR REINF. Q \ RE: A -1.2 TYP. PANEL ELEVATION @ GRID im ® 12 "OC "IZ. 1-- #7 HORIZ\I II 61/4" HOOK END @ 90' I I RE: A -1.2 PANEL ELEVATION @ GRID w • i 3x It EMBED F RE: A -1.2 PANEL ELEVATION @ GRID 6 .3-#6 CHORD STEEL BEND UP TO LAP W/3 - #6 © BEAM CONN. HORIZ. -1- -1 -1- 6 w _[ RE: F -1.2 #4 0 1 "OC SLEEVE BRACE POINT TYPICAL AS SHOWN cc 1. - -1 -- l -1 -1 1 3 -#6 CHORD STEEL BEND UP TO LAP W/3 - #6 © BEAM CONN. RE: F -1.2 0 C 2 - #5 VERT. (1 EA. FACE) 1 - #5 HORIZ. #4x2' -6" DIAGONAL ® CORNERS RE: C-2.3 - #5 HORIZ. 2 - #5 HDRIZ. BEAM RE: PLAN 4 - #5 VERT. (2 EA. FACE) 531_ #4x 2' -0" SLAB DOWELS 0 24 "OC ONE FACE. #4x30" EPDXY @ 24"OC OTHER FACE (USE 4" MIN. EMBEDMENT) RE: C--2.3 BEAM RE: PLAN 4 - #5 VERT. (2 EA. FACE) 2 - #5 VERT. EA. FACE (4 TOTAL) C #4012 "OC EA. WAY #4 © 12"0C EA. WAY PANEL ELEVATION @ GRID SCALE: 1 /s" = 1' -0" #4x 2' -0" SLAB DOWELS 0 24 "OC ONE FACE. #4x30" EPDXY ® 24 "OC OTHER FACE (USE 4" MIN. EMBEDMENT) <RE: PLAN> [RE: PLAN] 1' -6" C SIM. 1 -#7 HORIZ. 10' -8" MEZZ. C SIM. 2 - #5 VERT. EA. FACE (4 TOTAL) o_C -0" (RE: PLAN) e <RE: PLAN> [RE: PLAN] ® 1' -6" C SIM 1 - #7 HORIZ. e 1 0'-8" MEZZ. 2 - #5 VERT. EA. FACE (4 TOTAL) (RE: PLAN) C SIM, 2' -O" SCALE: 1 /s" = 1' -0" SCALE: 1 /5" = 1' -0" 2 -#5 CHORD STEEL 2 - #5 VERT. EA. FACE (4 TOTAL) 1 - #7 HORIZ. HOOK END 0 90' #4x2' -6" DIAGONAL CO CORNERS 6 RE: PANEL FOR REINF. PANEL ELEVATION @ GRID I RE: RE: A -1.2 TYP. SCALE: 1 /8" = 1' -0" PANEL ELEVATION @ GRID PANEL ELEVATION @ GRID 6 RE: PANEL 0 FOR REINF. 2 - #5 CHORD STEEL RE: M -2.2 RE: A -1.2 TYP. CONCRETE ON METAL DECK 4x F 6 RE: PANEL FOR REINF. [ 3' -6" TYP. 1- 1 RE: PANEL 85 _ —RE: PANEL 88 RE: PANEL g 2 - #5 CHORD STEEL #4 ' 12 "OC EA. WAY 6 #4 12"OC b EA. WAY 1 #4x 2' -0" SLAB DOWELS ® 18 "OC TYP. 5- #5 VERT. EA. FACE (10 TOTAL) 3 ' -6 " TYP. ■ IMP 1 - #7 HORIZ. W /HOOK EA. END 6 RE: PANEL O. FOR REINF. ■ Do''-i15 C C RE E I COMPLIA CODE FOR Poo rtv/Fri NOV 0 6 2006 City of Tuloaila i3LIWING � REVISION N0.1 RECEIVED CITY OFT/ WWII P Nov 01 2006 PERMIT CENTER TEL. (206) 324 - 6160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 I- U W 0 0 W W I— < a W 0 z w cc d o N N Q, 0) co oo co I I P c0 ' C igD F--1 Q W I I o U) Z W o W cn o z P4 4 5. W Z C) Cn 0 f4 0 e CQ W m U Z a H +-) N E I D CD OQ � d H S -1 .3 O F: 13 / RE: A -1.7 ##4 0 12 "OC p ®� d� 1- 1 -1 1 F1 HDRIZ. 6 6 C ° R E:: PANEL 10 FOR REINF. n #4x 2' -0" SLAB DOWELS ® 18 "0C TYP. CONCRETE ON METAL DECK ,[RE: PLAN> o [RE: PLAN] 1' -6" 10'-8" MEZZ. o 0' -O" Q (RE: PLAN) o O' -0" 2 - #5 VERT. EA. FACE (4 TOTAL) #4 © 12 "OC EA. WAY #4x2' -6" DIACONAL @ CORNERS C p HORIZ. W /HOOK EA. END #4 ® 12 "0C EA. WAY RE: A -1.2 <RE: PLAN> [RE: PLAN] MEZZ. o(RE: PLAN) RE: A -1.2 SCALE: 1 /8" = 1' -0" SCALE: 1 /8" = 1' -0" P -2.2 R \ RE: A -1.2 TYP. 6 SCALE: 1 /a" = 1' -0" EMBED RE: N -2.2 6 RE: PANEL g FOR REINF. 2 - #5 CHORD STEEL 2 -#5 VERT. EA. FACE (4 TOTAL) RE: PANEL FOR REINF. 4x 3 - #5 VERT. EA. FACE (6 TOTAL) 13x F RE: PANEL FOR REINF. Q \ RE: A -1.2 TYP. PANEL ELEVATION @ GRID im ® 12 "OC "IZ. 1-- #7 HORIZ\I II 61/4" HOOK END @ 90' I I RE: A -1.2 PANEL ELEVATION @ GRID w • i 3x It EMBED F RE: A -1.2 PANEL ELEVATION @ GRID 6 .3-#6 CHORD STEEL BEND UP TO LAP W/3 - #6 © BEAM CONN. HORIZ. -1- -1 -1- 6 w _[ RE: F -1.2 #4 0 1 "OC SLEEVE BRACE POINT TYPICAL AS SHOWN cc 1. - -1 -- l -1 -1 1 3 -#6 CHORD STEEL BEND UP TO LAP W/3 - #6 © BEAM CONN. RE: F -1.2 0 C 2 - #5 VERT. (1 EA. FACE) 1 - #5 HORIZ. #4x2' -6" DIAGONAL ® CORNERS RE: C-2.3 - #5 HORIZ. 2 - #5 HDRIZ. BEAM RE: PLAN 4 - #5 VERT. (2 EA. FACE) 531_ #4x 2' -0" SLAB DOWELS 0 24 "OC ONE FACE. #4x30" EPDXY @ 24"OC OTHER FACE (USE 4" MIN. EMBEDMENT) RE: C--2.3 BEAM RE: PLAN 4 - #5 VERT. (2 EA. FACE) 2 - #5 VERT. EA. FACE (4 TOTAL) C #4012 "OC EA. WAY #4 © 12"0C EA. WAY PANEL ELEVATION @ GRID SCALE: 1 /s" = 1' -0" #4x 2' -0" SLAB DOWELS 0 24 "OC ONE FACE. #4x30" EPDXY ® 24 "OC OTHER FACE (USE 4" MIN. EMBEDMENT) <RE: PLAN> [RE: PLAN] 1' -6" C SIM. 1 -#7 HORIZ. 10' -8" MEZZ. C SIM. 2 - #5 VERT. EA. FACE (4 TOTAL) o_C -0" (RE: PLAN) e <RE: PLAN> [RE: PLAN] ® 1' -6" C SIM 1 - #7 HORIZ. e 1 0'-8" MEZZ. 2 - #5 VERT. EA. FACE (4 TOTAL) (RE: PLAN) C SIM, 2' -O" SCALE: 1 /s" = 1' -0" SCALE: 1 /5" = 1' -0" 2 -#5 CHORD STEEL 2 - #5 VERT. EA. FACE (4 TOTAL) 1 - #7 HORIZ. HOOK END 0 90' #4x2' -6" DIAGONAL CO CORNERS 6 RE: PANEL FOR REINF. PANEL ELEVATION @ GRID I RE: RE: A -1.2 TYP. SCALE: 1 /8" = 1' -0" PANEL ELEVATION @ GRID PANEL ELEVATION @ GRID 6 RE: PANEL 0 FOR REINF. 2 - #5 CHORD STEEL RE: M -2.2 RE: A -1.2 TYP. CONCRETE ON METAL DECK 4x F 6 RE: PANEL FOR REINF. [ 3' -6" TYP. 1- 1 RE: PANEL 85 _ —RE: PANEL 88 RE: PANEL g 2 - #5 CHORD STEEL #4 ' 12 "OC EA. WAY 6 #4 12"OC b EA. WAY 1 #4x 2' -0" SLAB DOWELS ® 18 "OC TYP. 5- #5 VERT. EA. FACE (10 TOTAL) 3 ' -6 " TYP. ■ IMP 1 - #7 HORIZ. W /HOOK EA. END 6 RE: PANEL O. FOR REINF. ■ Do''-i15 C C RE E I COMPLIA CODE FOR Poo rtv/Fri NOV 0 6 2006 City of Tuloaila i3LIWING � REVISION N0.1 RECEIVED CITY OFT/ WWII P Nov 01 2006 PERMIT CENTER TEL. (206) 324 - 6160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 I- U W 0 0 W W I— < a W 0 z w cc d o N N Q, 0) co oo co I I P c0 ' C igD F--1 Q W I I o U) Z W o W cn o z P4 4 5. W Z C) Cn 0 f4 0 e CQ W m U Z a H +-) N E I D CD OQ � d H S -1 .3 O F: 13 DIAPHRAGM NAILING SCHEDULE MARK NAIL SPACING ALONG CONTINUOUS PANEL EDGES NAIL SPACING AT OTHER PANEL EDGES PLYWOOD STIFFENERS CAPACITY 10d @ 6 "OC 10d @ 6 "OC 15/32" OSB 2x6 290 A 10d @ 4 "OC 10d @ 6 "OC 15/32" OSB 2x6 385 + ++ +! B 1 + + + + C,, 10d @ 2 "OC 10d @ 4 "OC 15/32" OSB 2x6 575 C7 0 0 a 0 0 I a d 0 N 0 a u1 CONCRETE ON METAL DECK A P -2.2 SIM. P -2.2 I A -2.3 A -2.2 C -1.8 I A -2.3 1 A -2 .3 3 A C -1.8 J -1.7 4 P -2.2 J N -2.2 22' -81/2"] 22'- 8 "] �� 28G 3N 16K 22'- 8 28G 3N 16K 22'- 8 '] 22'- 8 "] 25' -O" 35' -0" 55' -0" C -2.2 [22' -8 [22' -8 28G 3N 16K 36G 4N 16K 3 10 "] 36G 4N 16K %23'-101/2"] 36G 4N 16K [23' -10 "] 40' -0" / - CANOPY LOW L -2.2p A -2.2 2 ROWS OF BRIDGING C -1.8 r 66' -8" 115' -0" 1G -2.2 [24' -4" 3 ROWS OF BRIDGING K -2.2 3 ROWS OF BRIDGING 60' -0" B -2.2 I C -2.2 off/ 36G 4N 16K 36G 4N 16K [23' -10 "] 40'-0" [22' -81/2"]-/ [24' -4" 25' -0" co un x r CANOPY LOW C--2.3 A -2.2 L -2. NOTES: 6G 5N 16K SPECIAL 36G 5N 16K SPECIAL u< 45'- 0" CO C 0 0 N) n CO C -2.2 C -2.2 66' -8" 330' -O" 24' -4 "] [23'-10 "] C -1.8 2x6 DF -L #2 @ 24 "OC TYP. 1 � 135' -0" rt 36G 5N 16K SPECIAL 45' -0" B -2.2 4'x10' OSB , HEATHING 9 / 7 36G 5N 16K SPECIAL 135' 0 ROOF FRAMING PLAN 25' -0" 10) VERIFY SKYLIGHT LOCATION W /ARCHITECTURAL DRAWINGS. SCALE: 1 As" -= V -0" 1) ELEVATIONS SHOWN THUS: [ ] ARE TO BOTTOM OF SHEATHING ABOVE REFERENCE DATUM. TOP SLAB ON GRADE [O' -0 "]. 2) NAIL ROOF SHEATHING PER ROOF DIAPHRAGM NAILING SCHEDULE. 3) PROVIDE MINIMUM 1 /s" GAP OR PER MANUFACTURER'S RECOMMENDATION BETWEEN ROOF SHEATHING. 4) 2x6 D.F. -L #2 SUB - PURLINS @ 24 "OC W /F26N HANGERS, EXCEPT AS NOTED IN DIAPHRAGM NAILING SCHEDULE. 5) NET UPLIFT WIND: WITHIN 10' -0" OF EXTERIOR WALL - -5.7 PSF. ELSEWHERE 3.2 PSF. 6) VERIFY SPRINKLER LOADING. TRUSS MANUF. NOTE LOCATION OF BAR JOISTS ON GIRDERS. [22' -8 /a" 36G 5N 16K SPECIAL 36G 5N 16K SPECIAL 23 -1 O j ><1 7) TRUSS MANUF. DESIGN ALL JOIST TO CARRY 4.6K ASD 'T' OR 'C' SEISMIC IN TOP CHORD. ADDED SEISMIC AXIAL IN GIRDER TOP CHORD OF 26K TYPICAL AND AS NOTED. SEISMIC + DL AND SEISMIC + 0.9 DL SHOULD BE CONSIDERED. 8) TRUSS MANUF. INCLUDE 0.02 KIPS /FT DEAD LOAD FOR TRUSSES CARRYING DRAFT STOP WALLS. (VERIFY LOCATION W /ARCH.). 9) DO NOT SUPPORT SPRINKLER PIPES ON 2x6 SUB- PURLINS. CONTRACTOR TO VERIFY & COORDINATE SPRINKLER LAY -OUT AND WEIGHTS WITH JOIST MANUFACTURE AND ENGINEER. B -2.2 r 45' -0" [22' 81/2 "} -/ -> B -2.3 ■ 66' -8" A -2.2 L -2.2 32G 5N 18K SPECIAL [23' -10 "] C -1.8 ■ 40'- 0" 30' • • • • • C -2.2 A 0) 0 I J CO to 80'- [ 301-0" 80'l -0" CONCRETE ON METAL DECK B -2.2 40'- 0" 32G 4N 18K SPECIAL IFI > F -1.9 [23' -10 "] SIM. 22 -8j/2" I I K- -1.9 K -1 Qr / \\.. 4P ' �����'`' ti°' SIM. ■ F-1.9 V. 25' -O" NOTES: 1) ALL NAILS TO BE 10d COMMON (.148 "ox W/1 Wa" PENETRATION INTO FRAMING). 2) PROVIDE 10d @ 12 "0C ALONG INTERMEDIATE FRAMING MEMBERS. 3) PROVIDE 2 ROWS © 3 "OC AT BOUNDARYS, AND GRIDSO,®,© 4) ALL STIFFENERS DOUG FIR. 5) FRAMING ABOVE METAL WEB JOIST TO BE 3x4 PER DETAIL K -2.2. 50' to In N a N 0 REVIEWED FOR CODE COMPLIANCE 1` A nrvil mom NOV 0 6 2006 City Of Tukwila BUILDING DIVISION REVISION N0.1 i:o'# 415 RECEIVEU CITY OFTUKWII_P NOV 0 1 7006 PERMIT CENTEF1 TEL. (206) 324 -6160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 1- U W 0 ce 0 I- C r I co cm � r I I r N W 0 .r, C cO co co I N eTh LO ao N w z Q l i•, it I-I I I Q � W 0 Z R4 I 1 44 E- 0 � cn a W w4.1 Z a 0 CQ 0 O Q D H S -2.1 OF: 13 'WM 0 9/ - SITE AND BUILDING STATISTICS GOVERNING BUILDING CODE: ZONING: SETBACKS: SITE AREA: EXISTING WETLAND: LANDSCAPING: NOT TO SCALE IBC 2003 C/LI FRONT 25' SIDE 5' REAR 5' 262,288 SF 19,611 SF FRONT 12.5' SIDE 5' REAR 0' BUILDING AREA: EXISTING 28,520 SF (11% COVERAGE) NEW 39,981 SF TOTAL: 6$501 5F (26% COVERAGE) OCCUPANCY GROUP: B - OFFICE± SI WAREHOUSE, F FACTORY TYPE OF CONSTRUCTION: EXISTING: V -B SPiRINKLERED 2 $IDES (125% INCREASE) (30,0005F MAX) PROPOSED: III -B SPRINKLERED BUILDING HEIGHT: 45' 4 STORIES MAXIMUM 24' $NOlLN PARKING: (EXISTING PARKING 1$ 55 STALLS) EXISTING BUILDING 28,520 S.F., 64 CARS REQUIRED OFFICE: FIRST FLOOR: 11,545 SF (3/1000) : 34,63 MEZZANINE: 4,540 SF MFG: FIRST FLOOR: 4 ,000 5F (1/1000) MEZZANINE: 2000 SF WHSE: FIRST FLOOR: 12,915 SF (112000) MEZZANINE: 5,900 SF TOTAL CARS NEW BUILDING 39,981 SP. OFFICE: FIRST FLOOR: MEZZANINE: WMSE: FIRST FLOOR: VICINITY MA 1,000 $F (3/1000 = 2,000 SF 32,981 SF (1/2000) = TOTAL CARS - 13.62 4.00 2.00 6,49 2.95 64 CARS TOTAL STALLS REQUIRED: 108 STALLS TOTAL STALLS PROVIDED: 110 STALLS COMPACTS ALLOWED (105x03 = 32 STALLS) TOTAL COMPACTS PROVIDED: 18 STALLS (165%) I-1.C. STALLS REQ'D: 5 W! I VAN H.C. STALLS SHOWN: 5 INCL. VAN 21 6 (POTENTIAL) 11 44 CARS IMPERVIOUS ARI=AS EXISTING BUILDING 4 ASPHALT: 6091 SF NEW BUILDING t ASPHALT: 68,661 SF TOTAL 133 ,252 SF (51% COVERAGE) TAX ID': MULTIPLE - EXISTING BUILDING r34920013509, 134920005505 NE 1/4, SEC. 15, RANGE 23N, TOILNSHIP 4E NORTH I i' = 100 E r1-2 1 - 0.251(1) : 15% INCREASE AREA = 2000 + 112000 x 151 + 172,000 x 3002 5 leo I2,000 + 9,000 + 36000 L = 57,000 SP. EXISTING NORMED LEGAL DESCRIPTION (PARCELS X134920013509± 134920005305) �\ / / / / / /01/7 / / / / / r / /// / / // / // // // / l I // f s / / l I i I I I ////// / / j` / / � I / / / j l 1 \ s / / //, N / / / \./ /1111 I \�� \ � f / � / / / I� I j 11� \ / / ;' // ;1111�!I / � / / / /�� I f 1 I / "' / 1 / LEGAL DESCRIPTION: (NEW BUILpIN6, WETLANDS E BUFFER) (To be created upon vacation of Streets and lot consolidations) PORTIONS OF LOTS 3 AND 8, LOTS 9 AND 0 OF BLOCK It AND PORTION OF LOT 4 AND LOTS 5 THRU 1 OF BLOCK 2± AND LOTS 5 THRU 1 AND 14 THRU I6 OF BLOCK 3, FOSTORIA GARDEN TRACTS SUBDIVISION OF LOTS I -5± TOGETHER WITH LOTS 10 TWIRL! 22 RIVERTON A REPLAT OF LOTS I TO 5 TOGETHER WITH PORTIONS OF VACATED 43RD AVENUE SOUTH AND VACATED 43RD PLACE SOUTH. LOTS 8 THRU 13, BLOCK 3 OF RIVERTON REPLAT OF LOTS I TO 5 TOGETHER WITH PORTION OF VACATED 43RD PLACE SOUTH± AND LOT 8, BLOCK 2 OF RIVERTON REPLAT OF LOTS I TO 5, TOGETHER WITH PORTION OF VACATED 43RD PLACE SOUTH_ BENCH - FF HILLY BUILDING ENTRANCE ELEV =15.2V _�i..'- :Il "_r _ _ 7• }si= �z .: ,:____ _� ..,�i•.I<.�r.��.n�!i w�:y_• ._ _.- LANDSCAPED AREA BIKE RACK SPACE AND STAND 1717 IE g1.5 / '. / \ /// / .// / ' / / \ e / // / 2 /0/ � \ -� �\ / // j / // / � � / / / / / / / // I 5D -1 OVERALL RUE PLAN SD -2 SITE LIGHTING PLAN SD -3 SITE DETAILS C1 -8 CIVIL COVER SHEET C2 -8 GRADING, DRAINAGE & UTILITY PLAN C3 -8 STORM DRAINAGE NOTES AND DETAILS C4 -8 WATER AND SEWER PLAN C5 -8 TESC PLAN C6 -$ TESC NOTES & DETAILS C7 -8 WETLAND MITIGATED GRADING PLAN C8 -8 WETLAND MITIGATED CROSS SECTIONS L1 OF 5 LANDSCAPE PLANTING PLAN -- BUILDING L2 OF 5 LANDSCAPE PLANTING PLAN - MACADAM L3 OF 5 LANDSCAPE NOTES & DETAILS L4 OF 5 IRRIGATION PLAN L5 OF 5 IRRIGATION NOTES & DETAILS L1.0 WETLAND MITIGATION PLANTING PLAN L1.1 WETLAND MITIGATION NOTES & DETAILS L 1.2 WETLAND MITIGATION REPORT A -1 ARCHITECTURAL FLOOR PLAN A -2 ARCHITECTURAL ELEVATIONS & DETAILS A -3 ARCHITECTURAL REFLECTED CEILING WITH LIGHTING A-4 WALL SECTIONS A -5 WALL SECTIONS & BUILDING CROSS - SECTIONS A -6 DETAILS S.1.0 OF 13 STRUCTURAL NOTES 5.1.1 OF 13 FOUNDATION PLAN 5.1/ OF 13 FOUNDATION SECTIONS 5.1.3 OF 13 WALL PANELS S.1.4 OF 13 WALL PANELS S.1.5 OF 13 WALL PANELS S.1.6 OF 13 WALL PANELS S.1.7 OF 13 PANEL SECTIONS S.1.8 OF 13 PANEL SECTIONS 5.1.9 OF 13 PANEL SECTIONS S.2.1 OF 13 ROOF FRAMING 5.22 OF 13 ROOF SECTIONS S.2.3 OF 13 ROOF SECTIONS DEFERRED SUBMITTALS: 1. DESIGN DRAWINGS OF OPEN -STEEL WEB JOISTS DOL1-i 40 — EXISTING HIWAY DRAINAGE DITCH ZIP / /// z / C ' ‘9,) \ / / / / // // / \�/ j PROPOSED/ / SR AN V///// / / // / // r / / i N's' / � , / / / / / /y / / / \ // // /'//// // //. /® t /� // // / � / //' / . ' /ry /,// / /// / / // // %� / //! / // / /// / +/ / / / / / / /' % % / / /./ // ////////////// / //// � \ /// // / / /// //,,-/ / // /// / 1 K / / / / // // / / / i; / / / // /". I I f / / / / / / EXISTING WETLANDS TO BE FILLED EXISTING WETLANDS I TO BE ENHANCE C � OF EXISTING CREEK %/ /// / // / // / / / / ®/ ` \ /iii / / // ` i /i! /// / / ,/ /// / j / jjj / / / f / "4"' // // 0' 20' 40' 60' a \ _� ) -x,_20 __� = = � —r- - = =. � �, —1 e' \ / /� // • �_ / I /I� / • PROPOSED / /Z .---- WYD A I / / i SITE PLAN 100' 140' SCALE 1" = 40' SHADED AREA DESIGNATES AREA OF NEW PAVING j / !•'.'.'.... _ . - `t tea; TRANSFORMER ON S' ea PAD EWALK AND 4' LANDSCAPE PIPE TO BE EXTENDED EX O11-,WATER $EPER4TOR RIM =11,9 (RAISE PER CIVIL/ 8 PEDESTRIAN LINK TO SIDEWALK INCREASE RADIUS CUT FOR TRUCKING 3$ RAMP FILE CIDPV Permit No. 0 Plan review approval Is subject to errors and orn Approval of construction documents does not authorize the violation of eny accepted code or ordinance. Recite of approved Field Copy end conditions Is adcnowledged: By / 4 4' \4 Date: City of Tukwila BUILDING DIVISION These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 1. 1 &2,24,g_4 REVIEWED FOR CODE COMPLIANCE FEB 13 2006 City Of ukwila BUILDTNr nnrrgoni 14 • E' Vse (Y'Q 1ti aL► ` St Pte cA i.s h c i V 0 RECEIVED CITY OF TUKWILA NOV 1 0 2005 PERMIT CENTER rIcifICIOING__ 170 0 :x a -I La C, co CO CO Pr) CO N VARE r • Z :1CAD120041n441 Nt rmwri \.^tin..1 An -9 erL7 rhAin Cn -1 71 sio7R.. ens 5 I •=I 0 N H P-1 I I o z F ,4 E ., o w f24 12L F o� w 4.1 CfD Q w 44 e4.4 7IL �SD-1 SITE AND BUILDING STATISTICS GOVERNING BUILDING CODE: ZONING: SETBACKS: SITE AREA: EXISTING WETLAND: LANDSCAPING: NOT TO SCALE IBC 2003 C/LI FRONT 25' SIDE 5' REAR 5' 262,288 SF 19,611 SF FRONT 12.5' SIDE 5' REAR 0' BUILDING AREA: EXISTING 28,520 SF (I1% COvE AGE) NEW 39,961 SF TOTAL: 68 26% CO OCCUPANCT GROUP: B- OFFICE± SI WAREHOUSE, F FACTORY TYPE OF CONSTRUCTION: EXISTING: V -B SPR1N(LERED 2 SIDES (1,25% PROPOSED: III -B SPRNKLERED BUILDING HEIGHT: 45' 4 STORIES MAXIMUM 24' SHOW PARKING: (EXISTING PARKING IS 55 STALLS) EXISTING BUILDING 29,520 SF., 64 CARS REQUIRED OFFICE: FIRST FLOOR 11 ,545 SF (3!1000) = 34.63 MEZZANINE: 4,540 SF = 13.62 MFG: FIRST FLOOR: 4000 SF (1/1000) = 400 MEZZANINE: 2,000 SF = 2.00 WHSE: FIRST FLOOR: 12,915 SF (112000) = 6.49 MEZZANINE: 5,900 SF = 2.95 TOTAL CARS = 64 CARS NEW BUILDING 39,981 SF. OFFICE: FIRST FLOOR MEZZANINE: WHSE: FIRST FLOOR VICINITY MAP 1 000 3F (3/1000 2,000 SF 32,981 SF (112000) TOTAL CARS TOTAL STALLS REQUIRED: 108 STALLS TOTAL STALLS PROVIDED: 110 STALLS COMPACTS ALLOWED (108x03 = 32 STALLS) TOTAL COMPACTS PROVIDED: I8 STALLS (165%) H.G. STALLS REVD: 5 W/ I VAN H.G. STALLS SHOWN: 5 INCL.1 VAN IMPERVIOUS AREAS EXISTING BUILDING ASPHALT: 6491 SF NEW BUILDING 4 ASPHALT: 6061 SF TOTAL 133252 SF (51% COVERAGE) TAX ID': MULTIPLE - EXISTING BUILDING '134920013509,134920005505 NE 1/4, SEC. 15, RANGE 23N, TOu.NSHIP 4! INCREASE) (30000$F MAX) I f : 100r 15 LF -0251 (I) _ I5% INCREASE (Fl) x15 12,1000 x 300 AREA 12000 4, � � � + 100 �_ 12000 + VW 4 56 00 = 51000 SF. 21 6 (POTENTIAL) 11 44 CARS LEGAL DESCRIPTION: (NEW EUILDING. UIETLANDS * BUFFER) (To be created upon vacation of streets and lot consolidations) PORTIONS OF LOTS 3 AND 8, LOTS 9 AND 10 OF BLOCK It AND PORTION GF LOT 4 ANC) LOTS 5 THRU 1 of BLOCK 2± AND LOTS 5 THRU 1 AND 14 TI-1R1.1 16 OF BLOCK 3, FOSTORIA GARDEN TRACTS SUBDIVISION OF LOTS 1.5± TOGETHER WITH LOTS 10 THRU 22 RIVERTON A REPEAT OF LOTS! TO 5 TOGETHER WITH PORTIONS OF VACATED 43RD AVENUE SOUTH AND VACATED 43RD PLACE SOUTH. EXISTING NO11ED LEGAL DESCRIPTION (PARCELS '134920013509± 134920005305) NORTH / // LOTS 8 THRU 13, BLOCK 3 OF RIVERTON REPEAT OF LOTS I To 5 TOGETHER WITH PORTION OF VACATED 43RD PLACE SOUTH± AND LOT 8, BLOCK 2 OF RIVERTON REPLAT OF LOTS I TO 5, TO E11-lER WITH PORTION OF VACATED 43RD PLACE SOUTH. ) API 10 A:r:) SEE CIVIL ENGINEERING DRAWINGS FOR ROAD IMPROVEMENTS, TYP. BENCH - FF MOLT BUILDING ENTRANCE ELEV :1523' Fxi TING BUIL2ING SIGN AS "TRUCK ENTRY" • / / / / / / / / \ r I /r /r / r // /I (lll / 1 / /I/ 1 i / / / / // /// / / / / /jj 1 // fi r / 1\ l� , / / � / I I SDT1 SD -2 SD -3 Cl-8 C2 -8 C3 -8 C4 -S C5 -8 C6-8 C7 -8 C8 -8 Ll OF 5 L2 OF 5 L3 OF 5 L40F5 L5 OF 5 L1.0 L1.1 L1.2 A -1 A -2 A -3 A-4 A -5 A-6 S.1.0 OF 13 5.1.1 OF 13 S.1.2 OF 13 S,1.3 OF 13 S.1.4 OF 13 S.1,5 OF 13 S.1,6 OF 13 5.1.7 OF 13 S.1,8 OF 13 5,1.9 OF 13 5.2.1 OF 13 S.2,2 OF 13 S.2,3 OF 13 • � r OVERALL SITE PLAN SITE LIGHTING PLAN SITE DETAILS CIVIL COVER SHEET GRADING, DRAINAGE & UTILITY PLAN STORM DRAINAGE NOTES AND DETAILS WATER AND SEWER PLAN TESL PLAN TESC NOTES & DETAILS WETLAND MITIGATED GRADING PLAN WETLAND MITIGATED CROSS SECTIONS LANDSCAPE PLANTING PLAN - BUILDING LANDSCAPE PLANTING PLAN - MACADAM LANDSCAPE NOTES & DETAILS IRRIGATION PLAN IRRIGATION NOTES & DETAILS WETLAND MITIGATIOINt PLANTING PLAN WETLAND MITIGATION NOTES & DETAILS WETLAND MITIGATION REPORT ARCHITECTURAL FLOOR PLAN ARCHITECTURAL ELEVATIONS & DETAILS HI ARCHITECTURAL REELECTED CEILING WITH LIGHTING WALL SECTIONS WALL SECTIONS & BUILDING CROSS - SECTIONS DETAILS STRUCTURAL NOTES FOUNDATION PLAN FOUNDATION SECTIONS WALL PANELS WALL PANELS WALL PANELS WALL PANELS PANEL SECTIONS PANEL SECTIONS PANEL SECTIONS ROOF FRAMING ROOF SECTIONS ROOF SECTIONS DEFERRED SUBMITTALS: 1. DESIGN DRAWINGS OF OPEN -STEEL WEB JOISTS \ //I / /i / / / / / / /// j / '")), / ;/// 7/ 1/4.4 / // I / / / \y`` / / / / / / '\ \ /%/ / / // /// s / // /// / / / J , / / / /� / / / / / f / 7// % /7 / / / / // /� „// / // \ / /i : /, / // /% /.,, // / -/ // / • \ / / / / / /// // .36 . / / IE TV ' / N I EXISTNG HIWAY DRAINAGE DITCH //z EXISTING WETLANDS TO BE ENHANCE EXISTING UJETLANDS TO BE FILLED OF EXISTING CREEK � N SCALE I” = 40' 0' 20' 40' 60' 100' 140' SHAPED AREA DESIGNATES AREA OF NEW PAYING SEPARATE PERMIT REQUIRED FOR: 4 Mechanical of Electrical gr Plumbing of Gas Pip!ng City Of Tukwila BUILDING DIVISION I f i� SITE PLAN fi These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings . -- for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: _ 8y: a:?. /C .as I � co_ S c nn c vt c4.=, s ue. 5, —• c>t b R.>? r()0. t 1 5 ti FILE COPY Permit No. Plan review approval is subject to errors and Approval of construction document does not authorize the violation of on,,/ adopted code or ordinance. Receipt of approved Field Copy and conditions is a By A ' .r . Q20 TRANSFORMER ON S' SR PAD EIUALK AND 4' LANDSCAPE PIPE TO BE EXTENDED Die: q -AG D� EX OILAUATER SEFERATOR RIM =11.9 (RAISE PER CIVIL) PEDESTRIAN LINK To SIDEWALK INCREASE RADIUS CUT FOR TRUCKING 38 city of Tukwila / BUILDING DIVISION BigNEMS No changes smell be made to the scope of wer without prier approval of Tukwila Standing G vi ion. : NOTE: Revisions will require a new plan submititl and may include additional plan review fees. REVIEWED E COMP O NCE borsortamoo SPP 19 2005 ty Of Tukwila BUILDING DIVISION ,r SE) 1 /ii F CORRECTION LTR#. 0 m 5- I- m W w a a a z o- 4 a tO r Z rn O 0 CO (a re) It ¢ v Z co d- V) o ..er FA a CO > � - W J W CDI—CO O 2< N LL Lo- (n Cr) Erigg 'AA SD -1 Z:\CA \200410441 Normed\SD -1 SD -2 SD- 3.dwg, SD-1, 7/27/2005 8:26:43 AM 0 0 // // 0) 7/ - -- Ex 66" CULVERT IE =7.8' WALL MOUNTED 250 WATT MPS OR METAL HALIDE MOUNTED AT 20' APP. DIRECT CUT OFF (SHOE PAX STYLE) SOFFIT LIGHTING (NOT 51•IOII,N FOR CLARITY) WILL BE RECESSED 15 WATT HPS OR METAL HALIDE EXISTING NI1 Y DRAINAGE DITCH - 5 EXISTING WETLANDS TO BE ENHANC EXISTING WETLANDS TO BE FILLED PROPOSED HYD Yr cE OF EXISTING CREEK --1 -- EXISTING WETLAND EDGE SITE LIGHTING PLAN EX t2" C*IP 1E4 0' SCALE 1" g 40 Ag a EX. 48" CLIP E =9.7' PROPOSED HYDRANT I I, �,� • 4 .r ., ����, 420 0.20: 4 2; 40045.1:4-54141041:0 s2�_• _ $ � 6 2 W t. 06 r 115.08' x ''2.0,111. OEM 1.■1_ TRANSFORMER ON5' SO. PAD 6' SIDEWALK AND 4' LANDSCAPE PIPE TO BE EXTENDED EX OILAIUATER SEPERATOR RIM•11.9 (RAISE PER CIVIL) DD4-L4 PEDESTRIAN LINK TO SIDEWALK INCREASE RADIUS CUT FOR TRUCKING VJ REVIEWED FOR CODE COMPLIANCE aottom Mr) SEP 19 Zd05 City Of Tukwila BUILDING DIVISION F?ECEIVED CITY OF TUKW1l.A JUL 2 8 2U65 PERMIT CENTER r r n uu 0- 1L a c2 03 = a c(I, tO U1 c0 co r N N J < u.1 I_IJ c71W O LL ;1 cn o� �CO CO In CO N SD -2 Z:1CAD1200410441 Normed\SD-1 SD -2 SD- 3.dwg, SD-2, 7/27/2005 8:24:48 AM EXTRUDED CONCRETE CU1 SCALE: 1 -1/2" = 1' -0" a' ASPHALT PAVING v 4 3' 5' s' EXTRUDED CONC. CURB SET IN MASTIC SIDEUTALK SECTION �� SCALE: 3/4" s 1' -0" " I EXISTING: CONCRETE SIDEWALK PRECAST CONCRETE WHEEL STOP NEW CONCRETE SIDEWALK NEW ASPHALT 1 a' TRUNCATED DOMES ICC /ANSI A111.1 SEC 105.5 2 TRUNCATED DOMES ICC /ANSI A111.1 SEC 705.5 NOT TO SCALE PLAN NOT TO SCALE PLAN a tz � �o SITE NOTES: 2' -0" SLOPE SIDE CUT 1'10 PROVIDE DETECTABLE WARNING AREAS AT ALL GRADE TRANSITIONS, AT WHEEL CHAIR CUTS, AND AT TERMINATION ENDS. TACTILE IUARNIh G SHALL BE MINIMUM FULL WIDTH OF WALK OR 5', SHALL BE 24" IN LENGTH, WITH ICC /A111.1 SECTION 105. UJ4 NING S SECTION ® ETECTALE NOT TO SCALE 6' -0" RAMP CUT I /12 OOOOOOOOOO .... obi ....................... ... 3'x3' LEVEL LANDING d TOP OF CURB RAMP 7 DETECTABLE WARNING SHALL BE EXTENDED THE FULL WIDTH AND DEPTH OF MRS RAMP. (SEC. 1109.9) O 0 O 00 O 000 O 000 PLAN (PATTERI'U DOME SECTION RESERVED PARKING STATE DISABLED PARKING PERMIT REQUIRED OF PARKING SPACE VAN ACCESSIBLE TRUNCATED DOMES ICC /ANSI A111.1 SEC 105.5 5 HANDICAP STALL SIGN PLAN -r NOT TO SCALE PLAN NOT TO SCALE Do4441 METAL SIGN, PAINTED BLUE LETTERING ON WHITE BACKGROUND (SEE WASH. STATE AMENDS. 11012.4 FOR CHARACTER PROPORTION AND HEIGHT). INTEL ATIONAL SYMBOL OF ACCESS SHALL BE WHITE ON BLUE AND (I1012.9 WASH. ST. AMENDS). 60" ABOVE GROUND SURFACE PROVIDE "VAN ACCESSIBLE" SIGN MOUNTED BELOW RESERVED PARKIN SIGN AT VAN ACCESSIBLE SPACE PER SITE PLAN REVIEWED FOR CODE COMPLIANCE SEP 1 9 l005 ELEVATION City Of Tukwila BUILDING DIVISION RECEIVED CITY OF TLIKWIL.A JUL 2821305 PERMIT CENTER w 0 a c 03 c0 I I to co V �J N co Z co r 0 Z a d 00 < W. w caI 03 1— _ NW or LL- V_ U10) ri•p SD -3 I---I I—I 'I o Ci) Z I W E.., PT-4 o � w \rt Df < w a o CM r 14 z � Q,o o o � a o lag Z :1CAD1200410441 Normed\SD -1 SD-2 SD- 3.dwg, SD-3, 7/27/2005 7:21:12 AM VICINITY MAP N.T.S. r.� lJ EXISTING NEW WETLAND CREATED EA = 8,844 sf HABITAT CROSSING .. — . - � 47 VINZM3=05.VANMAMWS tEMWA r4 .ate. —� I� �tw r0RESENEWARAMIMMWATMOR., r0..„ . ------ -- --- - - - - .. -- • - m. — - - - — _ ---- 411...% — ................ ....... w.. —_._ -- 75 •- ---- — • - -_ r TREES TO BE REMOVED TREES TO BE SAVED . 2. 3. 4. NOTES: NEW 6' HIGH FENCE 2 20.1 EXISTING TREES TO BE SAVED. TREES TO BE PROTECTED PER DETAIL ON SHEET 4 OF 5 WETLAND MITIGATION PLAN 1. PRIOR TO EXCAVATION, CONTRACTOR SHALL DIG AND STORE EXISTING FLAGGED PLANS. PLANTS TO BE SALVAGED WILL BE FLAGGED BY THE PROJECT BIOLOGIST; PROVIDE THREE DAYS NOTICE PRIOR TO BEGINNING EXCAVATION. CONTRACTOR • IS RESPONSIBLE FOR STORING AND WATERING THE SALVAGED PANTS UNTIL THEY ARE REPLANTED. THE TOP 12" OF SOIL IN THE EXISTING WETLAND AREA SHALL BE REMOVED AND DISPOSED OFF -SITE PER THE EXCAVATION NOTES 1 THROUGH 4 ON SHEET 3. - ALL EARTH WORK OPERATION SHALL BE IN ACCORDANCE WITH GEOTECHNICAL REPORT PREPARED FOR THE PROJECT BY TERRA AND ASSOCIATES INC. DATED NOV. 7, 2005. ONCE FINAL SLOPES ARE ESTABLISHED, THE EXPOSED SOILS SHALL BE SEEDED AND COVERED WITH AN EXTENDED -TERM EROSION CONTROL BLANKET PER GEOTECH ENGINEER RECOMMENDATION. WALL EXHIBIT A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., CITY OF TUKWILA, KING COUNTY, WASHINGTON t � 0 A DAM ROAD MAC EXISTING TREES TO BE SAVED. TREES TO PROTECTED PER DETAIL ON SHEET 4 OF 5 WETLAND MRIGATION PLAN NEWBUO,DING/ 4C NEW 6' HIGH FENCE • f / • • I i / fy4 J I / ' •� r I 4 ` SS I • / / / / ,/ f , 2 96 .7 ' FINAL SLOPE_ GRADE -SKAtI _BE ..COVERED` By FORTH AMERICAN ' GREEN C125 DOUBLE NET COCONUT BLANKET (OR EQUAL) • / / d • // H • H , / / if • / / / / 15 ✓ i r " ` / I // • , • / ,/ H H 1 "=30' 30 O44( O \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \\ EXISTING BUILDING FF =15.25 "W 115.08' f 1 , • 60 If if If 11 CALL BEFORE YOU DIG 1 -800 -424 -5555 • • • • • / / / / / / / / • • , • / 1 / / / n 0 N CO * o / / t�ACIV / 111 Ah / // N O / CORRECT LTR# Z ''171 ION PO ■ , 1 ,�. • REVIEWED FOR CODE COMPLIANCE 0000nurn FEB 13 2006 Oty Of Tukwila W 0 O J 00 S 7 0 °`Q %)-) \1 p RECEIVED CITY OF TUIM/ILA FEB 0 2 2006 PERMIT CENTEh 0 tri f► N +– 1 EXPIRES 9/23/07 1 m o v m Di 0 m a z 0) FZ c0 o C) Z co 0 cc <c m W 0 E m � rn n NJ File: P:/O6O00s/ 6719 / engineering \6719— wl_EXHIBIT- 04— Revl.dwg Date /Time: 11/08/2005 08:38 Scale: 1 =5 bwallaston Xrefs: • D r O r N M 0 rn 0 c 0 Job Number 6719 Sheet 2 2 of G rn N fl O) tn Q F • 0 a A 0rn O -I LS z O 0 O 0 0 0 ' \ \ \ >(/� \/` 01 0 cn /. . 0 I 1 I 1 1 r I 1 1 f J 1 N3 c� o � ......... .... .. ....� I .... f .......� f ..... f . ..../..... �..... I .... �...... ....... • /: : .. :::::::: /: .: ...... • y7 \/ \/,/ 0 I 18215 72ND AVENUE SOUTH KENT, WA 98032 (425)251 -6222 (425)251 -8782 FAX CML ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES 1 1 •............. 1 1 1 1 1 1 1 1 1 1 Designed PRA_ Drawn _PRA_ Checked AS Approved DKB Date 10/13/04 co W 0 1 I • 1 r 1 ... ............... 1 I ..rn...... Scale: Horizontal ' . Vertical 1"=5I 1 1 al S al 8 n w it CO c r r1, 3 , 5,:, ,, CD rn f a r m 0 z0 � z co Z • CO 0 0 ........•....... / / / / � • / / .... \ / / 01 \\ \'/ \ /$ I I r 7 o 01 I For NORMED DEVELOPMENT PO BOX 3644 SEATTLE, WASHINGTON 98124 -3644 (206) 242 -8228 0 0 N3 0 Date By // // "// // // // // // // //\/ \///1 01 I I 1 Ckd. Appr. 1.. 1 O �ii O 01 O a O P te' , 2 11/7/05 LK AS DKB REVISED TO REPLACE WALL WITH SLOPE 1 10/5/05 L1{ AS DKB REVISED PER FIELD CONDITION No. r r 3:1 D z n O m n O z m >i< z W Revision TdI WALL GRADING CROSS SECTIONS EXHIBIT FOR NORMED WAREHOUSE STANDARD CONSTRUCTION NOTES �'' PRIOR TO STARTING CONSTRUCTION, CONTACT ONE —CALL (1 --800- 424 -5555) FOR UTILITY LOCATIONS. CONTACTS PROJECT MANAGER: DESIGN ENGINEER: OWNER: 4L 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206 --433 -0179. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CAWNG 206 - 433 -0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE . APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDEUNES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE—APPROVAL. FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBUC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON —SIZE 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBUC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE, USING NAD 83/91 SURVEY CONTROL AND 11ED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS —OF— WAY, EASEMENTS, AND ACCESS TRACTS. LEGEND: PROPOSED TYPE II CATCH BASIN PROPOSED TYPE I CATCH BASIN EXISTING TYPE II CATCH BASIN EXISTING TYPE I CATCH BASIN PROPOSED STORM DRAINAGE UNE EXISTING STORM DRAINAGE UNE PROPOSED SANITARY SEWER UNE PROPOSED SANITARY SEWER MANHOLE PROPOSED SANITARY SEWER CLEANOUT EXISTING SANITARY SEWER MANHOLE EXISTING SANITARY SEWER UNE EXISTING WATERMAIN EXISTING FIRE HYDRANT EXISTING WATER VALVE PROPOSED WATERMAIN PROPOSED FIRE HYDRANT PROPOSED WATER VALVE PROPOSED SPOT ELEVATIONS EXISTING SPOT ELEVATIONS EXISTING CONTOURS PROPOSED CONTOURS PROPOSED FENCE PROPOSED WALL PROPOSED ASPHALT PAVEMENT EXISTING CONCRETE WALK PROPOSED CONCRETE EXISTING BUILDING PROPOSED BUILDING (425) 251 -6222 DANIEL K, BALM JERRY JACOBS 42 251-6222 NORMED SHAW 206) 242 -8228 • • • a DQ A N 23.2 100 100 >c x x 1 CONSTRUCTION 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED • TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERM ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE /CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS A. ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING: B. PRIOR TO ANY ACTIVITY IN CITY RIGHT —OF —WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. i , I NORMED BUILDING - -_ C. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. D. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS. E. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE DIRECTOR. F. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK IS STOPPED AND THE TRENCH IS LEFT OPEN. STORM DRANAQE NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CfY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WTM "DUMP NO WASTE" AND EITHER "DRAINS TO STREAMS ", "DRAINS TO WETLANDS ", OR "DRAINS TO GROUNDWATER ", AS APPLICABLE 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 / SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. , SPECIAL NOTES SURVEY PREPARED BY DRYCO SURVEYING AND MAPPING, DATED 12 -19 -1994. BARGHAUSEN CONSULTING ENGINEERS HAS NOT VERIFIED ANY OF THE SURVEY INFO SHOWN. CONTRACTOR SHALL VERIFY THE ACCURACY OF ALL EXISTING IMPROVEMENTS AND CONTACT SURVEYOR OR ENGINEER IF ANY CONFLICT EXISTS. COVER SHEET A PORl10N OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., CITY OF TUKWILA, KING COUNTY, WASHINGTON 1 " =60' 0 20 40 z / Rs./ CALL BEFORE YOU DIG: 1 -800 -424 -5555 80 V V Cu? OF TUKWILA DEPT. OF COMMUNITY DEVELOPMENT 6300 SOUTHCENTER BLVD., #100 TUKWILA, WA 98188 PHONE: 206 - 431 -3661 CAROL LUMB MIL ENGINEER/ L.S. ARCHITECT: BARGHAUSEN CONSULTING ENGINEERS, INC. 18215 72ND AVENUE SOUTH KENT. WA 98032 PHONE: 206 - 251 -6222 FAX: 206 -251 -8782 DAN K. BALMEW, P.E. WATER /SEWER /STORM/STREETS POWER: SEATTLE CITY UGHT 1300 N. 97TH STREET, RM. 115 SEATTLE, WA 98103 PHONE: 206 - 684-4275 FAX: 206 - 386 -9110 BOB GARCIA _i --- ------------- ---- --- ----- ------- PUGET SOUND ENERGY 805 156TH AVENUE N.E. BELLEVUE, WA 98007 PHONE: 206-447-3174 FAX: 206- 287 -3879 MARK OLSEN GAS: PHONE: QWEST COMMUNICATIONS 12550 26TH AVENUE N.E. SEATTLE, WA 98125 PHONE: 206-345-6735 FAX: 206 -345 -1843 JOHN NICHOLSON UTlfY CONFLICT NOTE: CAUTION THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSURUCTION GINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH D441 CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332 -120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902 -1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBUC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E P.O. BOX 47060 OLYMPIA, WASHINGTON 98504 -7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. VICINITY MAP N.T.S. LEGAL DESCRIPTION: (NEW BUILDING, WETLANDS AND BUFFER) (To be created upon vacation of streets and lot consolidations) PORTIONS OF LOTS 3 AND 8, LOTS 9 AND 10 OF BLOCK 1; AND PORTION OF LOT 4 AND LOTS 5 THRU 7 OF BLOCK 2; AND LOTS 5 THRU 7 AND 14 THRU 16 OF BLOCK 3, FOSTORIA GARDEN TRACTS SUBDMSION OF LOTS 1 -5; TOGETHER WITH LOTS 10 THRU 22 RIVERTON A REPLAT OF LOTS 1 TO 5 TOGETHER WITH PORTIONS OF VACATED 43RD AVENUE SOUTH AND VACATED 43RD PLACE SOUTH. EXISTING NORMED LEGAL DESCRIPTION (PARCELS #734920013509; 734920005305) LOTS 8 THRU 13, BLOCK 3 OF RIVERTON REPLAT OF LOTS 1 TO 5 TOGETHER WITH PORTION OF VACATED 43RD PLACE SOUTH; AND LOT 8, BLOCK 2 OF RIVERTON REPLAT OF LOTS 1 TO 5, TOGETHER WITH PORTION OF VACATED 43RD PLACE SOUTH. BASIS OF BEARING RECORD OF' SURVEY #9204309006 IN BOOK 86 OR SURVEYS AT PAGE 242, RECORDS OF KING COUNTY. VERTICAL DATUM: FINISHED FLOOR OF NORMED BUILDING PER SCHROETER SURVEY. JOB #89136. ELEV. =15.23 0 NEW BUILDING ENTRANCE. INDEX: C1 — COVER SHEET C2 — GRADING, DRAINAGE AND UTILITY PLAN C3 — STORM DRAINAGE NOTES AND DETAILS C4 — WATER AND SEWER PLAN C5 — T.E.S.C. PLAN C6 — T.E.S.C. NOTES AND DETAILS C7 — CONSTRUCTION NOTES AND DETAILS C8 — CONSTRUCTION NOTES AND DETAILS C9 — CONSTRUCTION NOTES AND DETAILS C10 - WETLAND MITIGATION GRADING PLAN C11 MITIGATION CROSS SECTION R1— ROAD IMPROVEMENT PLAN AND L1 — LANDSCAPE PLANTING PLAN L2 — MACADAM ROAD LANDSCAPE PLAN L3 — LANDSCAPE NOTES AND DETAILS L4 — IRRIGATION PLAN L5 — IRRIGATION NOTES AND DETAILS FILkYIENVED FOR-- CODE COMPLIANCE FEB worm mil 13L �I:. l�1 I U Ill ll i U W a 4 5 CV n ED CITY RECEIV OF TUKWILA PERMI I CENT : b co I EXPIRES 9/23/05 1 O o) 0 0 0 z ce w Lti W CO 0 CC I W O LL � W 2 Cc 0 3 co co I.... J . z N W . 2 cm a. co O e ' z C o co >x0 W O z N CI 03 w O Q 0 it z CA ' t 2" z N og z _0 W z• E z W J UVi m U) w O C, 0 C, N t0 C, 'C 0 a) C G) rn n <0 0 0 0 4 a EX. GUY - - - -1¢ r .. .1 - arcrAi& j or 4 /, 4 "z," ,..- - Arirtj.6117 Ar A,A -r r r r rr _ _. r M Z � r_ z.... .... ' _r- _ / _ r ti . +�r..�. ▪ _, _- ' -� z z VARIES NOT TO SCALE EX. POWER POLE Ii - D(. GAS SERVICE f; CAP' PPROX: - LOCATION --1 FIELD VERIFY. VEGETATION CHANNEL / / / / / , ) EX. CATCH BASIN RIM =38.95 12" CONC N =37.25 12" CONC S =37.05 12" CONC E =36.86 NEW MH ;5 PER DET ON WI SOLID LOCKIN D STA. 8 +02.71,1'7.37' LT. RIM =14.0 IE =9.64 PROPOSED WATER QUALITY STORMWATER VAULT IE= 9.62(IN) (SEE DETAIL) EX. 66'LVERT ,A � ,,r5f SHEET C7 EX. DITCH 2" COMPACTED DEPTH CLASS "B" ASPHALT CONCRETE PAVEMENT 4" COMPACTED DEPTH CRUSHED ROCK BASE COURSE OR 2 -1/2" ATB 12" SUBGRADE COMPACTED TO 95% // ez VARIES INVERTED ROADWAY CROSS - SECTION CTYP.) STA. 3 +28.50 TO STA. 4 +38.00 , " ROOF DRAIN ® 1% MIN. / / EX 6" / 6" MAX. PARKING 6" ,,,--j LOT PONDING 12" ROOF DRAIN 0 8" ROOF' DRAIN 0 1% MIN. ROOF EX. CATC ASIN r DOWNSPOUT RIM =12.87 / -(7.) 6" CMP SE =100.. 2 8" CMP NW =1 .52 15.2 `� � (8" HAS LIFT /GATE) CURB RAMP CITY DETAIL RS -12. 1 8" R00F ''RAIN 0 1 %"MIN. ' " - MAX. $`• PARKING. LOT/ PONDING f 15.5 i i EX. SSMH RIM =11.87 6_ NW =7.62 TRENCH 8 "PVC SW =7.52 DRAIN (TYP.) ROOF DOWNSPOUT (TYP.) 8" ROOF DRAIN ® % - ..MI EX. CATCH BASIN 11.5 ! RIM =12.78 6" CMP NW =1 1.32 4" PVC 5=11.48 V 8" ROOF DRAIN 'N,® 1% MIN. 1 / 6" MAX. PARKING ; / LOT PONDING NEW BUILDING FF = 15.5 r CATCH BASIN // CMP NW =10.91 CMP 5E= O3 j \. 1% MI Wag pm &/ • 4 K . rte, o.. NTarfaiNIM 1 MIWZMard 't 04am • STORM DRAINAGE DETENTION/WET VAULT WATER QUALITY CONTROL BOTTOM ELEV. VARIES STATIC W.S. EL =9.70 MAX. W.S. EL =12.0 BW =10.2 MATCH EXISTING , ,-- BENCH - FF NWLY EX. CATCH BASIN TO EX. CB TYPE 2 RIM =15.62 36" CMP SE=16.27 36" CMP NW= 10.27 BE REMOVED AND REPLACED WITH NEW 72 "0 MH RIM =15.62 IE= 10.27(36 "IN) 38' PORTION OF IE= 10.27(NEW 48 "• OUT) PIPE. IX. 48" CMP TO BE ABANDONED ). AND FILLED W/ CDF ,' I / AFTER GAS LINE INSTALLED. ' W��3D LF, 48" 0 ry A Q" ruo CPEP 0 0.9% (TYPE 2) RIM =13.39 8" CMP W- 11.07 (8" HAS LIFT GATE) EXISTING BUILDING FF- 15.25± EX. CATCH BASIN 1.80 ROUND RIM =11.12 FULL OF WATER EXISTING PAVEMENT EX. CATCH BASIN 1.80 ROUND EX, CATCH BASINJ/ RIM =13.16 12" CONC SE =10.34 NEW GAS LINE ■1 Iw■wI I ■w E1' SEE BE SAWCUT AND PATCH PER CITY STANDARD REPLACE FULL DEPTH WITH LIKE KIND MATERIALS. (TYP.) EX. POWER POLE W/ LUM FOUND CONCRETE POST MONUMENT /L^ CBj4, TYPE 1 / STA 7 +22.92, O.C. f RIM =12.0 12.25 IE =9.85 15.1 EX. CHAIN LINK FENCE STORM TO BE USED FOR RETAINING WALL i TW =14.8 EXTRUDED CURB (TYP.) 2.0% Q PROFILE V RIDGE LINE TW =14.9 BW =10.2 NEW CN3, TYPE 1 STA 6'1' 56, 0.26 FT RIM =12.0 IE =10.0 NEW NH 6 PER DETAIL ON W/ SOLID LOCKING LID. STA 7 +58.95, 216.95' LT. PROVIDE PVC DRAIN AT PLANTER LOWPOINT 7 NOT TO SCALE GRADING, DRAINAGE AND UTILITY PLAN A PORTiON OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., CITY OF TUKWILA, KING COUNTY, WASHINGTON V 12.3 REMOVE DISCHARGE PIPE TO WEST AND TW =14.5 INSTALL OVER EXISTING PIPE RIM =14.0 IE =8.5 V NEW WATER LINE SEE SHT. C4 BW =10.2 EX. 8" CMP IE =10.37 �,f CM 10.0 NEW CB#2, 'TYPE 1 V STA. 5 +23.28, O.C. RIM =12.35 IE =10.35 9 ASPHALT 4" MIN EXTRUDED CONCRETE CURB DETAIL x � o R =25' EX. CHAff( LINK FENCE PLANTER RRAD --Z PROVIDE DRAIN ROCK AT PIPE END • 12.9 OUTFALL WITH RIP RAP PROTECO IE =8.2 1� 'CF 8" DI * 7.0% NEW GAS UNE TO BE INSTALLED IN ABANDONED 48" CMP PIPE (COORDINATE WITH GAS COMPANY) SEE SHT. C7 FOR GRADING AND WALL INFORMATION. NEW cap, TYPE 1 4+09.76, 14.92'RT. W /SOLID LOCKING LID RIM =13.5 IE =8.97 ■ r r r . j• � -e -- ..... r r -rr ✓ r � ,r• r r r - . rr -rr as. ▪ r - - r NEW CB #1, TYPE 1 STA 4+10.36, O.C. RIM =12.62 IE =10.62 53 LF 8" DI 0 0.25% 70 IF 8" DI 0 0.2% NEW CB #7 TYPE 1 RIM =12.51 IE =10.76 12.81 NEW I BRIM =12. 0.34 1 " =30' 15 30 \ .. \ ������ NEW CB#9 TYPE 1 INSTALL AT END OF IX. PIPE RIM =12.75 IE =9.11 EX. 8" PVC IE =9.11 CONNECT TO EX. PIPE FR STANDARD CROWN TO INVERTED CROWN. EX, CB RIM =11.91 TOP CPP NE =9.66 (HAS LIFT GATE) WATER LEVEL =10.11 BTM STRUCTURE =5.71 (UNABLE TO ACCESS OTHER PIPES) NEW 8" IE =10.1 24LF8 "DI01.0% N , 60 POWER POLE EX. SEWER MANHOLE RIM =34.44 8" PVC NW =25.:9 8" PVC SE =25. 1 N, / 9) / 1 I I f '' b ' I NEW GAS L�NE ' POIN.E-R PbLE� j EX" 8" CONC �� „......./ / / ,,r� .if " f GUARD POSTS (TYP) f v" wU1w 1l ' ■w'Iw ;wUwiw•w•w w MATCH LINE, SEE ABOVE CLASS 'B' A.C. PAVEMENT 4" COMPACTED DEPTH CRUSHED ROCK BASE COURSE OR 2 -1/2" ATB EX. CATCH BASIN RIM =12.82 12" CONC NE =9.63 12" CONC NW=9.63 RIM=16.10 6" CMP W 11.23 36" CON ' S =9.20 36" CM NW =9.20 CO CTOR TO CLEAN AND REMOVE SEDIMENT CALL BEFORE YOU DIG 1- 800 - 424 -5555 UO 0 0 Op � ° O0 °O TYPE 2) 0 O NOT TO SCALE 2" COMPACTED DEPTH 0 O S 0O UO `-"fig nn O m ° ° O °80 Opp OO°, r7 n non 00n no 00 C C 0 CONC . F. 6" PVC 6 / 12" SUBGRADE COMPACTED TO 95% TYPICAL PAVEMENT SECTION Poi441 POWER POLE 1/8' BEND (6") 6 "X6 "WYE NOT TO SCALE 6" CAP SEWER MANHOLE RIM =14.77 00 8" PVC NE =4.10 8" PVC NW =4.50 8" PVC SE=4.03 FINSHED GRADE / » 1 a REVIEWED FOR CODE COMPLIANCE Aouor orlrn FEB 13 2006 Oty Of Tukwila N 6" PVC LENGTH AS REQUIRED EXTENSION OF 6" PVC OR CAP END ROOF DRAIN CLEANOUT DETAIL s S oza it, w _ N 6 6 a a ce a a- D c a cra RECEIVED CITY OF T UKVVILA FEB 0 2 ZOrid N. 3 m f EXPIRES 9/23/05 0 D C ae W a 0 a m c 0• o C M I 0 C 0 Z � W 0 0 a�Q Q LL z � w g 2 � O � z z X U - O N O OO O 00 cOO CO I I N N �t7t7 co CD 0C f- N V � Z co Q a 0 a m � a CS a- J O w C7 O z � w w x � c� z w J 0 (1 ZN3 N ai G S " INLET FROM SPILL CONTROL MH #6 d • 4 4 4 v • . . IE =9.7 a e A ° 4' 12" OUTLET TO STORM FILTER OVERFLOW EL =12.0 FINISH GRADE I i 11 = - I I r I II--11 I -I I i -III -I 1 I I I--• -- 111-- --III- -I i 1--- •111 -11 1 -111 -I n_m -nl- _ I - 1 I III III- -III 1 I 1 1(I 1 I 1 1 I I III III III = III - `III- -I 1 -- I I 1 I I -III III - � I I --I 1 1 -I III 1 -t 1 1 Li! -1 iii-iii I I -I iii--111 1 1- I I I - 111 - I� -t t� -t i 1 -t t t -t t t--I t t _ Hi -t ill I I -I t l I JJ -U 1 1 u 1 FINISH GRADE . 4 EL AT BOTTOM OF V CHANNEL =5.0 4 Q STATIC WATER SURFACE EL =9.7 0.47% A d . 106' d 4 _ O • 4 84' 100' 36'x186' WATER QUALITY WET VAULT PLAN VIEW SCALE: 1"=10' 7.0' 186' 166' (END OF BAFFLE WALL) GRATE a 0 4 4 4 SCALE: 1"=-10' HORIZONTAL 1 " =5' VERTICAL a PROJECT STORM DETAILS AND MFS SPECIFICATIONS EL =6.25 36'x186' WATER QUALITY WET VAULT SECTION A -A NOTES: 1. CARTRIDGES AVAILABLE IN HEIGHTS OF 12 ", 15 ", 18" AND 22" TALL x 18 "0. 2. DROP FROM INLET TO OUTLET . REQUIRED FOR: 12" TALL = 17" 15" TALL = 20" 18" TALL = 25" 22" TALL = 27" 4. ALLOWABLE FLOW RATE PER CARTRIDGE VARIES FROM 9 GPM /CARTRIDGE TO 18 GPM / CARTRDIGE DEPENDING ON APPROVING JURISDICITON. 5.. CONTACT CDS FOR ELECTRONIC COPIES OF PROJECT SPECIFIC SYSTEMS OR FOR DESIGN ASSISTANCE. 6. WEST COAST OFFICE (888)535-7559. EAST COAST OFFICE (800)848 -9955. NORTHWEST OFFICE (503) 240 -3529. NTS BOTTOM OF BAFFLE BAFFLE 12" CPE INLET PIPE DISSIPATER OUTLET BOX WITH SLIDE GATE COLLECTION BOX ADJUSTABLE FLOAT FIBERGLASS OIL BAFFLE 12" CPE OUTLET PIPE 9' -4" STORM DRAINAGE NOTES AND DETAILS FINISHED GRADE RIM EL= 14.5'± INLET PIPE EL =9.62' STATIC WATER LEVEL 3p-11' SETTLEABLE 0LIDS SUMP BOTTOM EL =XX.XX'± 5'x10' ACCESS m m I m m T1 In IT m m m Il I TTT TT1 f1T- m- rrl=11 f I I I -II I I I-m -m 11 e t t - 1 1 t 1 - 1 t t - 1 1) - 1 1 1 d 1 I 1 -U I ,J • I I 1_l -111 A l Lt L J , t1 J l • 11 t -t I 1-11. 1 ---t 1.1-1 t i e 1.1-1 t t 1 t i t 4 ° d e • 4 °. ° • EL =5.50 COLLECTION MANIFOLD PIPING FOR TREATED WATER 4 . DISSIPATER r BAFFLE 76' ACCESS MANHOLE WITH FRAME, GRATE AND LOCKING COVER MARKED AS "DRAIN ", (TYP.) WITH STEPS TO BOTTOM OF VAULT. REMOVEABLE BAFFLE WALL MATERIAL TO BE CONCRETE. STAINLESS STEEL, FIBERGLASS REINFORCED PLASTIC, WOOD OR OTHER ACCEPTABLE MATERIAL, APPROVED BY THE CITY. - 4 . 0.64% II 816 FILTER WITH EXTERNAL BYPASS 26 CARTRIDGE 12! TALL „,„, rii /„. ■ • L. ■ ■ ■ „•,„ FOLDING CANISTER SUPPORT RACK 78' 17' -2" 4 a d 4 18 "0 X 12" TALL FILTER CARTRIDGES (26 THIS UNIT) • 92' A e4 4 . d e ■ ■ ■ �, -LL LLLLI,I COLLECTION TUBING 12" VENT TO GRADE WITH LID (TYPICAL) FINISH GRADE EL. AT BOTTOM OF V- CHANNEL = 5.0 ADJUSTABLE • FLOAT 1,// ACCESS MANHOLE 30" CDS MAHNOLE COVER & FRAME (H- 20)(NP. OF 2) v • FI BERGLASS OIL BAFFLE 7 / r7` Mi PIL 7rAl l .4. :• 4 / COLLECTION BOX OUTLET BOX WITH SLIDE GATE 14.7± FINISH GRADE 4 ! . '4 d 10.2± 18 OUTLET PIPE EL =8.20' FINISHED GRADE OUT OF VAULT. 6' -4" 2' -6" NOTE: PROVIDE A MINIMUM 12" / DIAMETER VENTILATION PIPE IN EACH CORNER OF THE VAULT AS SHOWN. HANDRAIL 12" INLET FROM SPILL CONTROL MH #7 12" DIAMETER VENTILATION PIPE (TYP.) 17' 1' 18' 36'x186' WATER QUALITY WET VAULT SECTION B -B SCALE: 1 " =10' HORIZONTAL 1"=5' VERTICAL FOLDING CANISTER SUPPORT RACK MAX. DESIGN W.S. EL =12.0 STATIC W.S. EL =9.7 EL. =5.80 VENT LID (TRAFFIC BEARING) D I> VAULT ROOF 1 VENT DETAIL SCALE: 1 " =10' CALL BEFORE YOU DIG: 1 -800 -424 -5555 12" DIA. 12" STEEL PIPE FLANGE \ BOTTOM AT 3L4 FINISH GRADE D REVIEWED IC E CODEOO poonlocn FEB 13 2.535 a z e Et a N w a a n OW Of Tutwita in S r m CO d tD RECEIVED CITY OF TUKwILA FEB 0 21006 PERMIT CENTEh I EXPIRES 9/23/05 a a a ca cc W 0 rr� n z 0 0 v V) o' 03 0 0 c 2 0 0) N N u7 N cv x LJ- N 03 N OQ N CNI 7 0 rn w 0 w CC < 0 r ❑ w CC 0 z U 0 N 0 CDS MEDIA FILTRATION SYSTEM VAULT SIZE 8X16 "• DGN det WeAntioTER n ALITY i zed FLOW for M a (CFSss ading � *afteESIr - QUALITY s o 18' •• ACCESS MANHOLE WITH FRAME, • ° -- GRATE AND LOCKING COVER I 4 MARKED AS "DRAIN ". (TYP.) • t- P' : ,, • - ' • -: WITH STEPS TO BOTTOM OF I MAINTENANCE ACCESS DOOR VAULT. 18.15' SHALL BE ADA COMPLIANT WITH 1/4" MAX. OPENINGS A RIM =15± XXX PEAK FLOW (CF5) 0.823 XXX 12 OU_TLET - vv vv vv vv V''\XX : //'v/Vv..,V ',IV vvvvvvvv. , ., v."`.,, "" I REMOVABLE BAFFLE WALL TO STORMFlLTER. RETURN PERIOD OF PEAK FLOW (YRS): 17' 17' XXX - XXX - CELL 1 - d • Q CELL 2 ( I , p 12" OUTLET PIPE(S): DM 1,� �_�, _s 1 2 8.2 - G S " INLET FROM SPILL CONTROL MH #6 d • 4 4 4 v • . . IE =9.7 a e A ° 4' 12" OUTLET TO STORM FILTER OVERFLOW EL =12.0 FINISH GRADE I i 11 = - I I r I II--11 I -I I i -III -I 1 I I I--• -- 111-- --III- -I i 1--- •111 -11 1 -111 -I n_m -nl- _ I - 1 I III III- -III 1 I 1 1(I 1 I 1 1 I I III III III = III - `III- -I 1 -- I I 1 I I -III III - � I I --I 1 1 -I III 1 -t 1 1 Li! -1 iii-iii I I -I iii--111 1 1- I I I - 111 - I� -t t� -t i 1 -t t t -t t t--I t t _ Hi -t ill I I -I t l I JJ -U 1 1 u 1 FINISH GRADE . 4 EL AT BOTTOM OF V CHANNEL =5.0 4 Q STATIC WATER SURFACE EL =9.7 0.47% A d . 106' d 4 _ O • 4 84' 100' 36'x186' WATER QUALITY WET VAULT PLAN VIEW SCALE: 1"=10' 7.0' 186' 166' (END OF BAFFLE WALL) GRATE a 0 4 4 4 SCALE: 1"=-10' HORIZONTAL 1 " =5' VERTICAL a PROJECT STORM DETAILS AND MFS SPECIFICATIONS EL =6.25 36'x186' WATER QUALITY WET VAULT SECTION A -A NOTES: 1. CARTRIDGES AVAILABLE IN HEIGHTS OF 12 ", 15 ", 18" AND 22" TALL x 18 "0. 2. DROP FROM INLET TO OUTLET . REQUIRED FOR: 12" TALL = 17" 15" TALL = 20" 18" TALL = 25" 22" TALL = 27" 4. ALLOWABLE FLOW RATE PER CARTRIDGE VARIES FROM 9 GPM /CARTRIDGE TO 18 GPM / CARTRDIGE DEPENDING ON APPROVING JURISDICITON. 5.. CONTACT CDS FOR ELECTRONIC COPIES OF PROJECT SPECIFIC SYSTEMS OR FOR DESIGN ASSISTANCE. 6. WEST COAST OFFICE (888)535-7559. EAST COAST OFFICE (800)848 -9955. NORTHWEST OFFICE (503) 240 -3529. NTS BOTTOM OF BAFFLE BAFFLE 12" CPE INLET PIPE DISSIPATER OUTLET BOX WITH SLIDE GATE COLLECTION BOX ADJUSTABLE FLOAT FIBERGLASS OIL BAFFLE 12" CPE OUTLET PIPE 9' -4" STORM DRAINAGE NOTES AND DETAILS FINISHED GRADE RIM EL= 14.5'± INLET PIPE EL =9.62' STATIC WATER LEVEL 3p-11' SETTLEABLE 0LIDS SUMP BOTTOM EL =XX.XX'± 5'x10' ACCESS m m I m m T1 In IT m m m Il I TTT TT1 f1T- m- rrl=11 f I I I -II I I I-m -m 11 e t t - 1 1 t 1 - 1 t t - 1 1) - 1 1 1 d 1 I 1 -U I ,J • I I 1_l -111 A l Lt L J , t1 J l • 11 t -t I 1-11. 1 ---t 1.1-1 t i e 1.1-1 t t 1 t i t 4 ° d e • 4 °. ° • EL =5.50 COLLECTION MANIFOLD PIPING FOR TREATED WATER 4 . DISSIPATER r BAFFLE 76' ACCESS MANHOLE WITH FRAME, GRATE AND LOCKING COVER MARKED AS "DRAIN ", (TYP.) WITH STEPS TO BOTTOM OF VAULT. REMOVEABLE BAFFLE WALL MATERIAL TO BE CONCRETE. STAINLESS STEEL, FIBERGLASS REINFORCED PLASTIC, WOOD OR OTHER ACCEPTABLE MATERIAL, APPROVED BY THE CITY. - 4 . 0.64% II 816 FILTER WITH EXTERNAL BYPASS 26 CARTRIDGE 12! TALL „,„, rii /„. ■ • L. ■ ■ ■ „•,„ FOLDING CANISTER SUPPORT RACK 78' 17' -2" 4 a d 4 18 "0 X 12" TALL FILTER CARTRIDGES (26 THIS UNIT) • 92' A e4 4 . d e ■ ■ ■ �, -LL LLLLI,I COLLECTION TUBING 12" VENT TO GRADE WITH LID (TYPICAL) FINISH GRADE EL. AT BOTTOM OF V- CHANNEL = 5.0 ADJUSTABLE • FLOAT 1,// ACCESS MANHOLE 30" CDS MAHNOLE COVER & FRAME (H- 20)(NP. OF 2) v • FI BERGLASS OIL BAFFLE 7 / r7` Mi PIL 7rAl l .4. :• 4 / COLLECTION BOX OUTLET BOX WITH SLIDE GATE 14.7± FINISH GRADE 4 ! . '4 d 10.2± 18 OUTLET PIPE EL =8.20' FINISHED GRADE OUT OF VAULT. 6' -4" 2' -6" NOTE: PROVIDE A MINIMUM 12" / DIAMETER VENTILATION PIPE IN EACH CORNER OF THE VAULT AS SHOWN. HANDRAIL 12" INLET FROM SPILL CONTROL MH #7 12" DIAMETER VENTILATION PIPE (TYP.) 17' 1' 18' 36'x186' WATER QUALITY WET VAULT SECTION B -B SCALE: 1 " =10' HORIZONTAL 1"=5' VERTICAL FOLDING CANISTER SUPPORT RACK MAX. DESIGN W.S. EL =12.0 STATIC W.S. EL =9.7 EL. =5.80 VENT LID (TRAFFIC BEARING) D I> VAULT ROOF 1 VENT DETAIL SCALE: 1 " =10' CALL BEFORE YOU DIG: 1 -800 -424 -5555 12" DIA. 12" STEEL PIPE FLANGE \ BOTTOM AT 3L4 FINISH GRADE D REVIEWED IC E CODEOO poonlocn FEB 13 2.535 a z e Et a N w a a n OW Of Tutwita in S r m CO d tD RECEIVED CITY OF TUKwILA FEB 0 21006 PERMIT CENTEh I EXPIRES 9/23/05 a a a ca cc W 0 rr� n z 0 0 v V) o' 03 0 0 c 2 0 0) N N u7 N cv x LJ- N 03 N OQ N CNI 7 0 rn w 0 w CC < 0 r ❑ w CC 0 z U 0 N 0 CDS MEDIA FILTRATION SYSTEM VAULT SIZE 8X16 DGN det WeAntioTER n ALITY i zed FLOW for M a (CFSss ading � *afteESIr - QUALITY s o 0.28 , INLET PIPE(S): n ()_IE _ T SLOPE (FT/FT) ® -- CPE CPE - XXX PEAK FLOW (CF5) 0.823 XXX - XXX - XXX - XXX RETURN PERIOD OF PEAK FLOW (YRS): OO XXX - XXX - XXX - XXX HEIGHT OF CARTRIDGES (INCHES): 12" OUTLET PIPE(S): DM 1,� �_�, _s 1 2 8.2 - CPE -- XXX NUMBER OF CARTRIDGES 26 XXX - XXX - XXX - XXX FLOW RATE PER CARTRIDGE (GPM): 4.9 RIM ELEVATION (FT): 14.5 ' / NUMBER OF MANIFOLD PIPES P IPE ORIENTATIONS SKETCH: XXX ---�- CHOOSE ONE: INTERNAL BYPASS OF FLAWS OVER OUTLET BOX WEIR - OKAY? IF INTERNAL BYPASS PIPING REQURIED- BYPASS PIPE DIAMETER / NUMBER OF BYPASS PIPES XXX XXX VAULT DOORS - FOR LIGHT TRAFFIC OR MANHOLE CASTINGS - FOR HEAVY TRAFFIC CASTINGS G S " INLET FROM SPILL CONTROL MH #6 d • 4 4 4 v • . . IE =9.7 a e A ° 4' 12" OUTLET TO STORM FILTER OVERFLOW EL =12.0 FINISH GRADE I i 11 = - I I r I II--11 I -I I i -III -I 1 I I I--• -- 111-- --III- -I i 1--- •111 -11 1 -111 -I n_m -nl- _ I - 1 I III III- -III 1 I 1 1(I 1 I 1 1 I I III III III = III - `III- -I 1 -- I I 1 I I -III III - � I I --I 1 1 -I III 1 -t 1 1 Li! -1 iii-iii I I -I iii--111 1 1- I I I - 111 - I� -t t� -t i 1 -t t t -t t t--I t t _ Hi -t ill I I -I t l I JJ -U 1 1 u 1 FINISH GRADE . 4 EL AT BOTTOM OF V CHANNEL =5.0 4 Q STATIC WATER SURFACE EL =9.7 0.47% A d . 106' d 4 _ O • 4 84' 100' 36'x186' WATER QUALITY WET VAULT PLAN VIEW SCALE: 1"=10' 7.0' 186' 166' (END OF BAFFLE WALL) GRATE a 0 4 4 4 SCALE: 1"=-10' HORIZONTAL 1 " =5' VERTICAL a PROJECT STORM DETAILS AND MFS SPECIFICATIONS EL =6.25 36'x186' WATER QUALITY WET VAULT SECTION A -A NOTES: 1. CARTRIDGES AVAILABLE IN HEIGHTS OF 12 ", 15 ", 18" AND 22" TALL x 18 "0. 2. DROP FROM INLET TO OUTLET . REQUIRED FOR: 12" TALL = 17" 15" TALL = 20" 18" TALL = 25" 22" TALL = 27" 4. ALLOWABLE FLOW RATE PER CARTRIDGE VARIES FROM 9 GPM /CARTRIDGE TO 18 GPM / CARTRDIGE DEPENDING ON APPROVING JURISDICITON. 5.. CONTACT CDS FOR ELECTRONIC COPIES OF PROJECT SPECIFIC SYSTEMS OR FOR DESIGN ASSISTANCE. 6. WEST COAST OFFICE (888)535-7559. EAST COAST OFFICE (800)848 -9955. NORTHWEST OFFICE (503) 240 -3529. NTS BOTTOM OF BAFFLE BAFFLE 12" CPE INLET PIPE DISSIPATER OUTLET BOX WITH SLIDE GATE COLLECTION BOX ADJUSTABLE FLOAT FIBERGLASS OIL BAFFLE 12" CPE OUTLET PIPE 9' -4" STORM DRAINAGE NOTES AND DETAILS FINISHED GRADE RIM EL= 14.5'± INLET PIPE EL =9.62' STATIC WATER LEVEL 3p-11' SETTLEABLE 0LIDS SUMP BOTTOM EL =XX.XX'± 5'x10' ACCESS m m I m m T1 In IT m m m Il I TTT TT1 f1T- m- rrl=11 f I I I -II I I I-m -m 11 e t t - 1 1 t 1 - 1 t t - 1 1) - 1 1 1 d 1 I 1 -U I ,J • I I 1_l -111 A l Lt L J , t1 J l • 11 t -t I 1-11. 1 ---t 1.1-1 t i e 1.1-1 t t 1 t i t 4 ° d e • 4 °. ° • EL =5.50 COLLECTION MANIFOLD PIPING FOR TREATED WATER 4 . DISSIPATER r BAFFLE 76' ACCESS MANHOLE WITH FRAME, GRATE AND LOCKING COVER MARKED AS "DRAIN ", (TYP.) WITH STEPS TO BOTTOM OF VAULT. REMOVEABLE BAFFLE WALL MATERIAL TO BE CONCRETE. STAINLESS STEEL, FIBERGLASS REINFORCED PLASTIC, WOOD OR OTHER ACCEPTABLE MATERIAL, APPROVED BY THE CITY. - 4 . 0.64% II 816 FILTER WITH EXTERNAL BYPASS 26 CARTRIDGE 12! TALL „,„, rii /„. ■ • L. ■ ■ ■ „•,„ FOLDING CANISTER SUPPORT RACK 78' 17' -2" 4 a d 4 18 "0 X 12" TALL FILTER CARTRIDGES (26 THIS UNIT) • 92' A e4 4 . d e ■ ■ ■ �, -LL LLLLI,I COLLECTION TUBING 12" VENT TO GRADE WITH LID (TYPICAL) FINISH GRADE EL. AT BOTTOM OF V- CHANNEL = 5.0 ADJUSTABLE • FLOAT 1,// ACCESS MANHOLE 30" CDS MAHNOLE COVER & FRAME (H- 20)(NP. OF 2) v • FI BERGLASS OIL BAFFLE 7 / r7` Mi PIL 7rAl l .4. :• 4 / COLLECTION BOX OUTLET BOX WITH SLIDE GATE 14.7± FINISH GRADE 4 ! . '4 d 10.2± 18 OUTLET PIPE EL =8.20' FINISHED GRADE OUT OF VAULT. 6' -4" 2' -6" NOTE: PROVIDE A MINIMUM 12" / DIAMETER VENTILATION PIPE IN EACH CORNER OF THE VAULT AS SHOWN. HANDRAIL 12" INLET FROM SPILL CONTROL MH #7 12" DIAMETER VENTILATION PIPE (TYP.) 17' 1' 18' 36'x186' WATER QUALITY WET VAULT SECTION B -B SCALE: 1 " =10' HORIZONTAL 1"=5' VERTICAL FOLDING CANISTER SUPPORT RACK MAX. DESIGN W.S. EL =12.0 STATIC W.S. EL =9.7 EL. =5.80 VENT LID (TRAFFIC BEARING) D I> VAULT ROOF 1 VENT DETAIL SCALE: 1 " =10' CALL BEFORE YOU DIG: 1 -800 -424 -5555 12" DIA. 12" STEEL PIPE FLANGE \ BOTTOM AT 3L4 FINISH GRADE D REVIEWED IC E CODEOO poonlocn FEB 13 2.535 a z e Et a N w a a n OW Of Tutwita in S r m CO d tD RECEIVED CITY OF TUKwILA FEB 0 21006 PERMIT CENTEh I EXPIRES 9/23/05 a a a ca cc W 0 rr� n z 0 0 v V) o' 03 0 0 c 2 0 0) N N u7 N cv x LJ- N 03 N OQ N CNI 7 0 rn w 0 w CC < 0 r ❑ w CC 0 z U 0 N 0 WATER METER TABLE # TYPE SIZE COMMENT IMPROVEMENT NEEDED 1 IRRIGATION 1 1/2" DEDUCT (EXISTING) AMR AND RADIO 2 DOMESTIC 2" EXISTING RPPA AND FREEZE PROTECTION 3 DOMESTIC 1" EXISTING REMOVE 4 DOMESTIC 1" EXISTING REMOVE 5 DOMESTIC 1 1/2" PROPOSED RPPA AND FREEZE PROTECTION 6 IRRIGATION 1" DEDUCT (PROPOSED) AMR AND RADIO BLOW UP DETAIL SCALE: 1 " =10' SANITARY SEWER NOTES: 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED. 2. THE CONTRACTOR SHALL MARK THE END OF THE SIDE SEWER, INSIDE THE PROPERTY LINE, WITH A 4 FOOT PRESSURE TREATED 2 X 4, BURIED IN THE GROUND 4 FEET. THE BURIED END SHALL HAVE A 2 X 4 CLEAT NAILED TO IT TO PREVENT WITHDRAWAL OF THE STAKE. THE EXPOSED 1 -FOOT SHALL BE PAINTED TRAFFIC YELLOW AND THE DEPTH TO THE SIDE SEWER OR TEE SHALL BE INDICATED IN BLACK PAINT. 3. INSTALL SANITARY SEWER ONES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED WATER SUPPLY AND AT LEAST 18 INCHES BELOW THE BOTTOM OF A WATER UNE WATER SUPPLY NOTES 1. THE CONTRACTOR SHALL INSTALL CORPORATE STOPS. WATER SERVICE UNES, AND METERS. THE CITY OF TUKWILA WILL INSTALL THE METERS. 2. PRESSURE TEST ALL WATER MAINS AND APPURTENANCES. 3. FLUSH AND DISINFECT NEW, CLEANED, OR REPAIRED WATER MAINS. 4. INSTALL RESTRAINED JOINTS AT All BENDS, TEES, AND OTHER DIRECTION CHANGES. 5. ALL WATER MAINS SHALL HAVE A BLOW -OFF ASSEMBLY AT LOW POINT AND AN AIR VACUUM REUEF VALVE AT HIGH POINT OF MAIN. 6. INSTALL FIRE HYDRANT ASSEMBLY SO IT STANDS PLUMB AND SO THAT THE LOWEST OUTLET IS AT 18" ABOVE THE FINISHED GRADE. THE ASSEMBLY SHALL HAVE A CLEAR ZONE AROUND HYDRANT OF AT LEAST 48" AND THE PUMPER PORT SHALL FACE STREET OR FlRE ACCESS. 7. THE INSTALLER OF A FIRE LINE BACKFLOW PREVENTION DEVICE INSTALLED OUTSIDE THE BUILDING AND UNDERGROUND, SHALL HAVE A LEVEL III CERTIFICATE OF COMPETENCY OR A LEVEL U CONTRACTOR'S CERTIFICATE OF COMPETENCY. IF THE INSTALLER IS DIFFERENT FROM THE BACKFLOW PREVENTION DESIGNER, THE INSTALLER MUST STAMP, SIGN, AND DATE THE PLANS, IN ADDITION TO THE DESIGNER'S STAMP, SIGNATURE. AND DATE. 8. INSTALL WATER MAINS CROSSING SEWER ONES SO THAT THE BOTTOM OF THE WATER MAIN IS AT LEAST 18 INCHES ABOVE THE TOP OF THE SEWER. LOCATE FULL SECTION OF WATER PIPE SO THAT ITS MIDPOINT IS ABOVE THE SEWER PIPE AT THE CROSSING. THIS INSTALLATION MAY REQUIRE SPECIAL STRUCTURAL SUPPORT FOR THE WATER AND SEWER PIPE. 9. INSTALL WATER SUPPLY ONES AT LEAST 10 FEET HORIZONTALLY, MEASURED EDGE TO EDGE, FROM ANY EXISTING OR PROPOSED SEWER AND AT LEAST 18 INCHES ABOVE THE TOP OF A SEWER. usell .0' N. S� FROM PROPOSED STORM UtE. DEFLECT AT UFACTURER'S SUGGESTED RADI�UjS. (TYP.) INSTALL: STA 7 3.37, 7.95' RT. J - 1 -8" • 90• BEND (MJxFL) 1 -• GATE VALVE ( FLxMJ) i / LF 6" D.I. EXTENSION 1- 1/4" MVO F.H. ASSY. / /- CONC. BLOCKING (FIRE MRANT TO BE USED / AS HIGH PINT AIR RELEASE)/ 14a ea* veer em NOTE: CONTRACTOR SHALL , UPGRADE EXISTING FH TO CURRENT CITY STANDARDS IF ▪ NOT ALREADY DONE SO. $soo'os'20"W EXISTING 1 METER AND AND ABANDONED PER CITY SERVICE #4 TO BE REMOVED z..... .. 4XISTI IG " DOMESTIC AND ABANDONED PER CITY ' , .' ' METER #2 TO HAVE ` REDU ,' ,'PRESSURE BACKFLOW ASSEM / ' INSTALLED PRIOR TO DEDU T M ,' • , � ' ; `,. IRRIGATION METER #1 AND ,REPLACE WITH 227' LFa10" D,WATER - ---12 - �- -14- -- 4- z / Z WATER AND SANITARY SEWER PLAN A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T.23, RAE, W.M., CITY OF TUKWILA, KING COUNTY, WASHINGTON f V z z z �_- � I � V � - - - y ti n � - -12 - - ----- SEWER MANHOLE RIM =39.46 FULL OF DEBRIS BTM STRUCTURE =29.90 • Aoki) CALL BEFORE YOU DIG: 1- 800 -424 -5555 -14-- 10 IF 10" DI W INSTALL: STA. 4 +46.16. 0.47' RT. 1 -8 "x6" TEE (FL) 1--6" GATE VALVE (FLxMJ) 11 LF 6" D.I. EXTENSION 1 -5 1/4" MVO F.H. ASSY. CONC. BLOCKING / STA. 4 +50.79, 0.65' LT. 1 -10" 22" BEND (FL) 1- 10 "x8" REDUCER ( FLxMJ CONC. BLOCKING V 16 LF 8" D.I. FlREUNE STALL _ �� _ - � 2o- � --� -7-18_ --- X22-. --.- •20-x, STA. 4+36.56, 2.86' RT. 1 -10" 90' BEND (MJ) CONC. BLOCKING` UTILITY CROSSING IE =12" SD =10.57 TOP 10" W=9.0 2 a«H n eftWA ID ova UTL Y CONFLICT NOT CAL TION THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-- 800 -424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. --------------_--_-------- _ I "TALL: - STA. 3 +99.11, 19.18' LT. 1- 10 "x8" TEE (MJxFL) 1 -PIV (RAJ) CONC. BLOCKING INSTALL: 1 IRRIGATION METER W /1" SERVICE UNE mgrALIJ 1 -1 1/2" DOMESTIC METER WI 2" SERVICE LINE 139 LF 10" D.I. WM ��, 115.O8�� � 'I -- - - - -------- - - - - -- - ___ UTILTY CROSSING IE=6" SS =7.92 TOP 8" W =6.40 25 LF 6" SS 0 2.0% MIN. SSCO RIM =15.4 IE =8.12 SEW RIM =11.87 6" PVC NW =7.62 8" PVC SW =7.52 0 11■STALL! STA 2 +60.25, 19.18' LT. 1 -10" TEE (FL) 1 -8" SLEEVE (MJ) 1 -8" GATE VALVE ( FLxMJ) CONC. BLOCKING CONTRACTOR TO FIELD LOCATE AND VERIFY VERTICAL AND HORIZONTAL LOCATION OF EXISTING WATERMAIN PRIOR TO ANY CONSTRUCTION. REMOVE EX. PLUG AND TEE INSTALL: 1- 10 "x8" TEE ( FLxMJ) 1 -8" GATE VALVE ( FLxMJ) CONNECT TO EXISTING 8" WATERMAIN NOTIFY ENGINEER OF ANY DISCREPTANCIES 20 ■ SEWER MANHOLE RIM =34.44 8" PVC NW =25.89 8 PVC SE =25.71 40 CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATTON THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332 -120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902 -1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504 -7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. 80 EX. 10" WATER SEWER MANHOLE RIM= 14.77 8" PVC NE =4.10 8" PVC NW =4.50 8" PVC SE =4.03 STALL: CUT -IN EX. 10" WATER, REMOVE EX. 8" GATE VALVE 1 -10" TEE (FL) 2 -10" GATE VALVES (FL) 1 -10" GATE VALVE ( FLxMJ) 2 -10" DI SPOOLS 2 -10" ADAPTORS CONC. BLOCKING REVIEWED FOR CODE COMPLIANCE Qp111onloinn FEB 1.3 2006 City Of Tukwila 07F 5TP r TP 'w r , NOTE: BOTH RPPAS SHALL BE MANUFACTURER'S MAKE AND MODEL WILKENS 975 AND HOTBOX HB2. a rs r) N 8 E5 a a n 0 z RECEIVED CITY OF TUKWILA FEB 0 2 2006 PERMIT CENTEh EXPIRES 9123/05 C x C 3 0 0 (,) O 0 Q C Z cc co >- W cc cc CO w o � a o CC Z +jN N rn c N Oo n o I I up In n 2 t CV CV N CNI I'1 N U 0 0 0 C, 0 b 0, n Cn C, C .� w C - C C, n Co 0 0 0 Co 0 U- CONSTRUCTION SEQUENCE 1. PRIOR TO CONSTRUCTION, OBTAIN ALL APPLICABLE DEMOLITION AND CONSTRUCTION PERMITS. 9. SCHEDULE AND ATTEND PRE-CONSTRUCTION MEETING WITH CITY OF TUKWILA INSPECTOR, GREG VILLANUEVA (206) 433-0179. LOCATE EXISTING UTILITIES AND INITIATE COORDINATION WITH APPROPRIATE UTILITY AGENCIES. FLAG ALL CLEARING AND GRADING LIMITS FOR PROJECT AS SHOWN ON THE PLANS. 5. CONSTRUCT TEMPORARY CONSTRUCTION ENTRANCE AS SHOWN ON PLANS. 6. INSTALL TEMPORARY FILTER FABRIC FENCE AS SHOWN ON PLANS. 7. CONSTRUCT INTERCEPTOR DITCHES/DIKES AND ROCK CHECK DAMS WHERE SHOWN ON PLANS. 8. INSTALL TEMPORARY CATCH BASIN INLET PROTECTION AS SHOWN ON PLANS. A TIME UMIT APPUES TO ANY WORK PERFORMED IN THE CITY OF TUKWILA R.O.W. CONTRACTOR TO COORDINATE WITH CITY OFFICIAL FORE TIMING OF ANY CONSTRUCTION WITHIN R.O.W. 10. PROTECT ALL PROPERTIES ADJACENT TO THE PROJECT FROM SEDIMENT DEPOSITION. 11. NO RUNOFF IS TO LEAVE SITE WITHOUT TREATMENT. 12. CLEAR AND GRADE SITE AND AMEND E.S.C. FACILITIES AS REQUIRED. 13. WHEREVER CONSTRUCTION VEHICLES ACCESS ROUTE CROSSES PAVED ROADS, CARE MUST BE MAKE TO MINIMIZE THE TRANSPORT OF SEDIMENT (MUD) ONTO THE PAVED ROAD. IF SEDIMENT IS TRANSPORTED ONTO PAVED SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. 14. WITH EACH LAYER OF FILL MATERIAL, INTERCEPTOR DITCHES AND T.E.S.C. FACILITIES MUSH BE GRADED AND MAINTAINED TO PROVIDE POSITIVE SLOPE FOR DRAINAGE TO DISCHARGE POINT. 15. ALL DISTURBED AREAS AND EXISTING DITCHES WHICH HAVE BEEN EFFECTED BY GRADING OPERATION SHALL BE HYDROSEEDED UPON COMPLETION OF GRADING ACTIVES AND IN ACCORDANCE WITH GRADING AND TEMPORARY EROSION AND SEDIMENTATION CONTROL NOTES. 16. CONTINUOUS MAINTENANCE AND UPGRADE OF T.E.S.C. MEASURES, INCLUDING DUST CONTROL, SHALL BE PROVIDED AFTER FILL OPERATIONS ARE COMPLETED. 17. MAINTAIN E.S.C. FACILITIES UNTIL ALL RISK OF EROSION/SEDIMENTATION DRAINAGE HAS PASSED AND PERMANENT STORM DRAINAGE SYSTEM IS INSTALLED AND FUNCTIONAL. DO NOT CONVEY SEDIMENT-LADEN WATER INTO STORM DRAINAGE SYSTEM. TEMPORARY EROSION AND SEDIMENTATION CONTROL FACILITIES CAN BE REMOVED ONLY UPON FINAL SITE STABILIZATION AND APPROVAL FROM THE CITY. SILT FENCE CLEARING UMITS SURFACE FLOW DIRECTION TEMP. INTERCEPTOR DITCH TEMP. CONTOUR EXISTING CONTOUR EX. SSMH RIM=37.50 FULL OF DEBRIS BTM STrRUCTURE-28.20 TEMP. CONSTRUCTION ENTRANCE ROCK CHECK DAM CATCH BASIN INLET PROTECTION TEMP. STORM UNE RETAINING WALL FND 5/8" REBAR_ AND 1 1/2" IP LEGEND: EX. CHAIN LINK FENCE \ ■,; WITH GUY WIRES EX. POWER POLE EX. POWER POLE m■a■.10 m■■■■mge m■■■■=1W -14 12 WAIrglirdiMP411/412111 EX. TEL MANHOLE --_-_-_-_-_-_-_-_-___ EX. POWER POLE TEMPORARY EROSION/ SEDIMENTATION CONTROL PLAN A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., CITY OF TUKWILA, KING COUNTY, WASHINGTON --- Er - SEWEL MANHOLE RIM-39.21 12" CONC N=33.41 12" CONC W-33.51 EX, TEL, MANHOLE TEMP. SEDIMENT TRAP SURFACE AREA REQUIRED=1,500 SF MIN. TOP POND=11.00 MAX. WS EL=10.00(OVERFLOW) BOTTOM OF POND=6.50 W/ LUM - EX. HYDRANT W/ WATER_VAL SIGN CLEARNG WITS EX. SSMH RIM-39.46 FULL OF DEBRIS BTM STRUCTURE-29.90 EX. POWER POLE WITH LUMINAIRE CALL BEFORE YOU DIG: 1-800-424-5555 TEMPORARY V DITCH WI ROCK CHECK DAMS (PER DETAIL SHT T11) EX. SIGN MfritC EX. MAILBOXAO AM ROAD LEARlNQ FS EX. POWER POLE kers, EX. SEWER MANHOLE RIM=11.87 6" PVC NW=7.62 S PVC SW=7.52 154 - 43, 1 - r av itZ d t; s i stiti..4 TOOPAP*,_ V110141/4*-• INSTALL MAP. CONSTRUCTION ENTFLANCE T194/FORARY SILT FENCE (PER DU& SHT. C6) , • 410 (PER DETAIL SHT. C6) EX. POWER POLE - PROTECT EX. TREES 14 AREA TREES TO BE PROTECTED PER DETAIL ON SHEET 4 OF 5, WETLAND MITIGATION PLAN. EX. MAILBOXES 777 nTA EX. POWER POLE EX. GUY WIRE UTILITY NR-CT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @ 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBUC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. EX. CHAIN LINK FENCE -'" - s t E. POWER / POLE pr EX. POWER POLE // //// \ - i '/// ,"/„/ / 4 •-• • • • ••■ •• • •••• •• /. ./- s filiye.17 .1771:...G.:1--. EX. 8" CONC GUARD POSTS (TYP) EX. POWER POLE EX. SEWER MANHOLE RIM-34.44 8" PVC NW=25.89 8" PVC SE-25.71 CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332-120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902-1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 1111 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504-7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. 20 INSTALL CB. MET PROTECTION (PER DETAIL SHT. C6) 1=40' 40 ... ._ \ • \ . ..• N sx :_,,---_...._„:-'....., .••• _,...7,- - % \ ...• 1 / / --. ----- --- " \--<% I ; ; or, .-t:''' .... , gma .■• ■B , , , '1, ,,,.. ‘ t ). ''... .... \ ,l, ENIN .. N ,... V ‘ NI. ■ ..1 .. ..... ..• ■■• lr _ -7 -'-z- ,,..."'" / / / x „ .„..„.4___ _ : , ,/ / / i I I - ...----/--1----1 ' 4,1 • \ \ -4-- - . ,--> ...- ..-.• .- / i ,-, -- -- ..•1. .r ....4 .... ./. 7 .... .. ''' 1 I \ ....■..... =I. . , 7.• -P.:: ....' ".' -..''' .. .... ... ‘1. ........,DrA .■ ,... ........ . „....., '''..14...A." ..... ... ..,........." .... 7......::„.............. _. . .... ,., ,.■. MO ...../ _.0. ___ -- _ .... ..... ,., ...,._ .-:.,........,,,.-.... ALL C.B. TECTION • (PER DETAIL SHT. C6) THIS AREA WILL BE CLEARED OF TOP 12 SOIL AND REED CANARY GRASS ROOTS. (SEE WETLAND MITIGATION PLAN) THIS AREA WILL BE CLEARED OF TOP 12" OF SOIL AND REED CANARY GRASS ROOTS. -- ""•.(kEE WETLAND MITIGATION PLAN f BENCH - FE NWLY / BUILDING ENTRANCE . \ j( / DEMO EX ASPHALT PROTECT EX. FIRE HYDRANT DURING CONSTRUCTION ELEV=15.23' TEMPORARY' SLT FENCE (PER DETAIL SHT. C6) a d • 1::.•'` drilrArordr 21.? . \ •%, ••■•• -v... .N--;-= _. ..N. N, sT , :.....-_-,_.- -_„T.,.......„___ ... ..., ..::.. ... . ...... ... :... _... .: _____,... _ _ ..... -- -._ - ---_.... -. _ '- - -.._ -.....- ''' ......:7:T... '.... ... ..................................................... ......= =b., ..■41 ...., 7■N■■,N14,M. ... ... .,, .... ii. . ,P. I ... .. .. . ... ... ...........■..... ad. 41,.. •■■■ ..... .... 7:•... M-==•. INSTALL CB. FILET PROTECTION (PER DETAIL SHT. C6) DEMO BC OMB, CUTTER AND SDEWALK / EX. -.\i'6RANT / \ , \ \, ,, ,/. / j SIGN 80 EX. SEWER MANHOLE RIM -14.77 8" PVC NE-4.10 8" PVC NW=4.50 8" PVC SE-4.03 EX. POWER POLE q. . A !A. 1 ." • • 1 • • 1 .1 - rawings for a.) 5 - tt, sz-c3s;Or'l -IN-oZe. k. e Fa acceptance is subject to fleld inspection by the Public Works utilities inspector. Date: By: 0 kr% 2.0e ikt - ;: cz_os Ai - r \ 6 1 Ss-AiaA v›, --4 1 R c NIV%-vsn e 'QV ,As.." 1CIOS • REVIEWED FOR CODE COMPLIANCE onnetticn FEB 1 3 2006 ( 4' o LC) C.4 -:r -1 si- t= ro co These plans have been reviewed by the Pub Works Department for conformance with cu ent Oty Of Tukwila City standards. Acceptance is subject to errors Mr r", r%"Ff rir r" omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the • designer. DEC 2 1 2005 PERMIT CENTER ••2I• ••■.. (NI RECEIVED CITY OF TUKWILA -.J M nl• LC, P0 CORRECTION LIFP 0 0_ 0 N I EXPIRES 9/23/07 I z 0 4c( 2 co 0 0 cc cc 0 0 V) -a 0' 0 0 0 0 Cr) IL m a - 13 e O. 0. CP 0 a a cn (3) cr) 0 csa I- 0 a C) C) - o (.0 C C C) C) co a a a co a I • GRADING AND EROSION CONTROL NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL ( E.S.C.) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTMTIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES ( E.S.C.) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ES.C. MEASURES ACCORDING TO THE ES.C. PLAN. 4. E.S.C. MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABUSHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 20, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: a. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. b. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. c. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ES.C. MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS AN UEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL WITH THE DIRECTOR'S APPROVAL REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT - RELATED WORK. 10 ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL STATE, AND LOCAL LAWS. 11 AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ES.C. AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ES.C. MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT E.S.C. MEASURES. 12 THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBUC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: a. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ES.C. MEASURES. b. OBTAIN PERMISSION IN WRITING FROM THE PUBUC WORKS DEPARTMENT PRIOR TO MODIFYING THE ES.C. PLAN. c. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ES.C. PLAN. NOTES: 1. CONTRACTORS RESPONSIBILITY FOR MAINTAINING & CLEANING THE APPROACH ON A REGULAR BASIS. 2. IF DIRECTED BY THE COUNTY ADDITIONAL QUARRY SPALLS MUST BE ADDED. 3. THE CONSTRUCTION APPROACH MUST BE LOCATED AT THE PERMANENT APPROACH LOCATION. NOT TO SCALE 0 R =25' MIN. 12" 4 " -6" QUARRY SPALLS TEMPORARY CONSTRUCTION ENTRANCE M/, TEMPORARY EROSION/ SEDIMENTATION CONTROL NOTES AND DETAILS TEMPORARY "V" DITCH NOT TO SCALE INLET (CENTERED IN C.B.) HANDLING STRAP FLOW NOT TO SCALE EROSION CONTROL CATCH BASIN INSERT NOT TO SCALE FABRIC: 1.0' MIN. 3' SWALE FLOWLINE _ KEY ROCK . INTO SWALE MIN. 0.25' OVERFLOW PROTECTION MATERIALS OF CONSTRUCTION APPARENT OPENING SIZE (AOS): GRAB TENSILE STRENGTH: PUNCTURE STRENGTH: MULLEN BURST: TRAPEZOIDAL TEAR: WATER FLOW RATE: PERMEABILITY: DIMENSIONS: SKIRT: SOCK FILTER /SEPARATOR: DISPOSAL REQUIREMENTS: SEDIMENT COLLECTION CONSULT FEDERAL STATE, AND LOCAL REGULATIONS FOR DISPOSAL OF INSERTS HANDLING STRAP NEEDLE PUNCHED NON —WOVEN GEOTEXTILE MATERIAL. FABRIC IS RESISTANT TO ULTRAVIOLET AND BIOLOGICAL DEGREDATION AND A BROAD RANGE OF CHEMICALS. 80 US STANDARD SIEVE (0.180 MM) 200 LBS 130 LBS 400 PSI 85 LBS 110 GPM /FT2 0.38 CM /SECOND 24 "x36" 10 "Dx24 "L 3 ' ROCK CHECK DAM KEY ROCK INTO SWALE 0.25' (MIN.) SWALE X SECTION AT ROCK CHECK DAM ROCK DAM X- SECTION ROCK CHECK DAM DETAILS SKIRT 0.5', MIN. INSERT SHALL BE DIRTRAP, ULTRA DRAINGUARD OR APPROVED EQUAL SUMP BEHIND ROCK CHECK DAM SHALL BE INSPECTED DAILY, AND CLEANED WHEN COLLECTED DEBRIS EXCEEDS 1/2 OF ITS DEPTH NOTE: ROCK SHALL BE 4" MINUS QUARRY ROCK. 3.5' — FLAT BOTTOM NATIVE SOIL OR COMPACTED BACKFILL SEDIMENT TRAP ` OUTLET DETAIL NOT TO SCALE I I 1-III - El II= I GEOTEXTILE 3:1 NOT TO SCALE 4' MIN _ 6' MIN TRAP OUTLET 2 "x2 "x14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC IS USED ALTER FABRIC MATERIAL CROSS SECTION 1' i MIN DEPTH OVERFLOW SPILLWAY MIN. 4 "x4" TRENCH BACKFILL TRENCH WITH NATIVE; SOIL OR 3/4" — 1.5" WASHED GRAVEL 2 "x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT 6' MAX FILTER FABRIC FENCE 1' MIN OVERFLOW 3:1 r RIP RAP 3/4"-1 1/2 " WASHED GRAVEL / 2 " -4" ROCK GEOTEXTILE NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL EXCAVATION MIN 1' DEPTH 2 " -4" ROCK MIN 1' DEPTH 3/4 " -1.5" WASHED GRAVEL MAINTENANCE STANDARDS 1. SEDIMENT SHALL BE REMOVED FROM THE TRAP WHEN IT REACHES 1 FOOT IN DEPTH 2. ANY DAMAGE TO THE1TRAP EMBANKMENTS OR SLOPES SHALL BE REPAIRED FILTER FABRIC FENCE INSTALLATION NOTES 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPUCED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6 -INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). 3. A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL {GROUND SURFACE • 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. 6. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSE POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING. 7. THE TRENCH SHALL BE BACKFILLED WITH 3/4 -INCH MINIMUM DIAMETER WASHED GRAVEL 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 9. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTATCH FABRIC TO POST /AT GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC IS USED I I � � � I I t I 1 MIN. 4 "x4" TRENCH U (POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED) 2 "x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTE: 1 FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE 1' MIN DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER z z iV 5 N n RECEIVED CITY OF TUKVVILA FEB D2 2006 PERMIT CENT . rs S r a 0 0 co EXPIRES 9/23/05 m TP 0 0 0) F co 0 0 W 0 N zrn� Cr.:;! L - CNI r OD U U z cc 0 z r c 0 a Z O Q 2 co D D O u z ,a W O w O 3 � z � w W J � H 0) a� rn N Lb rn L a) v 0) c ■ rn N co a 0 c, 0 a ai SWALE SLOPE CHECK DAM SPACING 0% — 5% 150 5% — 10% 100' > 10% 50' I • GRADING AND EROSION CONTROL NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL ( E.S.C.) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTMTIES, ESTABLISH THE CLEARING LIMITS, INSTALL CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES ( E.S.C.) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ES.C. MEASURES ACCORDING TO THE ES.C. PLAN. 4. E.S.C. MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABUSHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 20, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: a. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. b. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. c. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. 7. FAILURE TO MAINTAIN ES.C. MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE DIRECTOR AND ASSESSED AS AN UEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. 8. DURING THE LIFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES; WALLS, DRAINS, DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL WITH THE DIRECTOR'S APPROVAL REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT - RELATED WORK. 10 ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND ASSOCIATED PERMITS ON THE JOB SITE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL STATE, AND LOCAL LAWS. 11 AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTION AND SEDIMENT CONTROL MEASURES PER THE ES.C. AND SHALL INSTALL THE DOWNSTREAM TEMPORARY ES.C. MEASURES BEFORE ANY SITE DISTURBANCE OCCURS. BEFORE THE TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT E.S.C. MEASURES. 12 THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, AND PUBUC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S OPERATIONS. 13. PERMITTEE SHALL ARRANGE FOR AND COMPLY WITH THE FOLLOWING: a. NOTIFY THE PUBLIC WORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ES.C. MEASURES. b. OBTAIN PERMISSION IN WRITING FROM THE PUBUC WORKS DEPARTMENT PRIOR TO MODIFYING THE ES.C. PLAN. c. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE ES.C. PLAN. NOTES: 1. CONTRACTORS RESPONSIBILITY FOR MAINTAINING & CLEANING THE APPROACH ON A REGULAR BASIS. 2. IF DIRECTED BY THE COUNTY ADDITIONAL QUARRY SPALLS MUST BE ADDED. 3. THE CONSTRUCTION APPROACH MUST BE LOCATED AT THE PERMANENT APPROACH LOCATION. NOT TO SCALE 0 R =25' MIN. 12" 4 " -6" QUARRY SPALLS TEMPORARY CONSTRUCTION ENTRANCE M/, TEMPORARY EROSION/ SEDIMENTATION CONTROL NOTES AND DETAILS TEMPORARY "V" DITCH NOT TO SCALE INLET (CENTERED IN C.B.) HANDLING STRAP FLOW NOT TO SCALE EROSION CONTROL CATCH BASIN INSERT NOT TO SCALE FABRIC: 1.0' MIN. 3' SWALE FLOWLINE _ KEY ROCK . INTO SWALE MIN. 0.25' OVERFLOW PROTECTION MATERIALS OF CONSTRUCTION APPARENT OPENING SIZE (AOS): GRAB TENSILE STRENGTH: PUNCTURE STRENGTH: MULLEN BURST: TRAPEZOIDAL TEAR: WATER FLOW RATE: PERMEABILITY: DIMENSIONS: SKIRT: SOCK FILTER /SEPARATOR: DISPOSAL REQUIREMENTS: SEDIMENT COLLECTION CONSULT FEDERAL STATE, AND LOCAL REGULATIONS FOR DISPOSAL OF INSERTS HANDLING STRAP NEEDLE PUNCHED NON —WOVEN GEOTEXTILE MATERIAL. FABRIC IS RESISTANT TO ULTRAVIOLET AND BIOLOGICAL DEGREDATION AND A BROAD RANGE OF CHEMICALS. 80 US STANDARD SIEVE (0.180 MM) 200 LBS 130 LBS 400 PSI 85 LBS 110 GPM /FT2 0.38 CM /SECOND 24 "x36" 10 "Dx24 "L 3 ' ROCK CHECK DAM KEY ROCK INTO SWALE 0.25' (MIN.) SWALE X SECTION AT ROCK CHECK DAM ROCK DAM X- SECTION ROCK CHECK DAM DETAILS SKIRT 0.5', MIN. INSERT SHALL BE DIRTRAP, ULTRA DRAINGUARD OR APPROVED EQUAL SUMP BEHIND ROCK CHECK DAM SHALL BE INSPECTED DAILY, AND CLEANED WHEN COLLECTED DEBRIS EXCEEDS 1/2 OF ITS DEPTH NOTE: ROCK SHALL BE 4" MINUS QUARRY ROCK. 3.5' — FLAT BOTTOM NATIVE SOIL OR COMPACTED BACKFILL SEDIMENT TRAP ` OUTLET DETAIL NOT TO SCALE I I 1-III - El II= I GEOTEXTILE 3:1 NOT TO SCALE 4' MIN _ 6' MIN TRAP OUTLET 2 "x2 "x14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC IS USED ALTER FABRIC MATERIAL CROSS SECTION 1' i MIN DEPTH OVERFLOW SPILLWAY MIN. 4 "x4" TRENCH BACKFILL TRENCH WITH NATIVE; SOIL OR 3/4" — 1.5" WASHED GRAVEL 2 "x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT 6' MAX FILTER FABRIC FENCE 1' MIN OVERFLOW 3:1 r RIP RAP 3/4"-1 1/2 " WASHED GRAVEL / 2 " -4" ROCK GEOTEXTILE NOTE: TRAP MAY BE FORMED BY BERM OR BY PARTIAL EXCAVATION MIN 1' DEPTH 2 " -4" ROCK MIN 1' DEPTH 3/4 " -1.5" WASHED GRAVEL MAINTENANCE STANDARDS 1. SEDIMENT SHALL BE REMOVED FROM THE TRAP WHEN IT REACHES 1 FOOT IN DEPTH 2. ANY DAMAGE TO THE1TRAP EMBANKMENTS OR SLOPES SHALL BE REPAIRED FILTER FABRIC FENCE INSTALLATION NOTES 1. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. WHEN JOINTS ARE NECESSARY, FILTER CLOTH SHALL BE SPUCED TOGETHER ONLY AT A SUPPORT POST, WITH A MINIMUM 6 -INCH OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. 2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 6 FEET APART AND DRIVEN SECURELY INTO THE GROUND (MINIMUM OF 30 INCHES). 3. A TRENCH SHALL BE EXCAVATED, ROUGHLY 8 INCHES WIDE AND 12 INCHES DEEP, UPSLOPE AND ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. 4. WHEN STANDARD STRENGTH FILTER FABRIC IS USED, A WIRE MESH SUPPORT FENCE SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY DUTY WIRE STAPLES AT LEAST 1 INCH LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4 INCHES AND SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL {GROUND SURFACE • 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, AND 20 INCHES OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT EXTEND MORE THAN 36 INCHES ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT BE STAPLED TO EXISTING TREES. 6. WHEN EXTRA STRENGTH FILTER FABRIC AND CLOSE POST SPACING ARE USED, THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR WIRED DIRECTLY TO THE POSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING. 7. THE TRENCH SHALL BE BACKFILLED WITH 3/4 -INCH MINIMUM DIAMETER WASHED GRAVEL 8. FILTER FABRIC FENCES SHALL BE REMOVED WHEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABILIZED. 9. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTATCH FABRIC TO POST /AT GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC IS USED I I � � � I I t I 1 MIN. 4 "x4" TRENCH U (POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED) 2 "x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTE: 1 FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE 1' MIN DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER z z iV 5 N n RECEIVED CITY OF TUKVVILA FEB D2 2006 PERMIT CENT . rs S r a 0 0 co EXPIRES 9/23/05 m TP 0 0 0) F co 0 0 W 0 N zrn� Cr.:;! L - CNI r OD U U z cc 0 z r c 0 a Z O Q 2 co D D O u z ,a W O w O 3 � z � w W J � H 0) a� rn N Lb rn L a) v 0) c ■ rn N co a 0 c, 0 a ai 6" RISER SECTION 12" RISER SECTION PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) • NOTES: 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5' -0". 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 1991) & ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. 3. REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 (AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20 ". KNOCKOUTS MAY BE EITHER ROUND OR PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2" PER FOOT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR- F -621D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT. 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. VANED GRATE, REFER TO DS -06. 11. REFER TO DS-06 FOR CATCH BASIN MARKINGS. NOT TO SCALE CATCH BASIN TYPE 1 SHEET: DS-01 REVISION #1: 08.03 MORTAR FILLET 'FOR SEPARATE CAST IN PLACE PRECAST BASE JOINT DETAIL REINFORCING STEEL (FOR SEPARATE BASE ONLY) 0.23 SQ IN/FT IN EACH DIRECTION FOR 48" 0.19 SQ IN/FT IN EACH DIRECTION FOR 54' 0.25 SQ IN/FT IN EACH DIRECTION FOR 60' RISER OR ADJUSTMENT SECTION HANDHOLDS FRONT SLAB COVER REINFORCING STEEL (FOR PRECAST BASE WITH INTEGRAL. RISER) 0.15 SQ IN/FT IN EACH DIRECTION FOR 48 0.19 SQ IN/FT IN EACH DIRECTION FOR 54 0.25 SQ IN/FT IN EACH DIRECTION FOR 60' PRECAST BASE WITH INTEGRAL RISER !'^ GRAVEL BACKFILL FOR PIPE BEDDING, 1' I 6' MIN. COMPACTED DEPTH. FOR PRECAST BASES ONLY. SEPARATE CAST IN PLACE OR SEPARATE PRECAST BASE NOTES: 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION SHALL HAVE 3" MIN. CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE 6" MIN. CLEARANCE. NO STEPS ARE REQUIRED WHEN °B" IS 4' OR LESS. REFER TO DS-10C AND DS-11 FOR STEPS AND LADDERS. 2. PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS WITH A WALL THICKNESS OF 2" MIN. HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE IN 36" FOR 48" CATCH BASIN, 4T FOR 54" CATCH BASIN, AND 48" FOR 60" CATCH BASIN. MINIMUM DISTANCE BETWEEN HOLES IS 8 ". 3. ALL BASE REINFORCING STEEL SHALL BE PLACED IN THE TOP HALF OF THE BASE, 1" MIN. CLEARANCE. 4. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED. 5. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 6. LOCATE STEPS AND LADDERS AWAY FROM OPENINGS AND CENTERED OVER THE MANHOLE. REFER TO DS-06 FOR VANED GRATE AND CATCH BASIN MARKINGS. NOT TO SCALE City of Tukwila CATCH BASIN TYPE 2 (48 "/54 "/60 ") SHEET: DS -02 REVISION #1: 08.03 APPROVAL: B. SHELTON r B L LEVELING PADS 8PADS1- 1/2" "x 1/8" /- LETTERING TO BE RECESSED VW - all‘ A 1 Q Q �Q i ¢QQ ¢ ¢ 20' SLOT DETAIL LOCKING LID SECTION B -B NOTES: 1. WELDING IS NOT PERMITTED. 2. DIMENSIONS SHALL HAVE A ±1/16" TOLERANCE. 3. EDGES SHALL HAVE 1/8° RADIUS AND 1/8" CHAMFER OR COMPLETE DEBURRING. 4. THE NAME OF THE MANUFACTURER AND DIRECTION OF FLOW SHALL BE EMBOSSED ON THE TOP SURFACE OF EACH GRATE. LETTERING TO BE RECESSED 1/16 °. 5. EMBOSS GRATE WITH MATERIAL TYPE, DI (FOR DUCTILE IRON) OR CS (FOR CAST STEEL), NEAR THE NAME OF THE MANUFACTURER. 6. THERMOPLASTIC CATCH BASIN MARKING TO BE INSTALLED WITH ALL NEW OR ADJUSTED CATCH BASINS. EXCEPT THOSE WITH SOLID LIDS. 7. PLACE CATCH BASIN MARKING, "OUTFALL TO STREAM, DUMP NO POLLUTANTS`, ON THE SURFACE OF EACH GRATE, PREFERABLY LOCATED IN THE BORDER AREA 8. LOCKING LID REQUIRED WHEN NOT INSTALLED IN A CITY STREET. VANE DETAIL SECTION C-C ZUMAR INDUSTRIES HOT TAPE r #895450 OR APPROVED EQUAL NO DUMPING! 5 , DRAINS TO STREAM l_---- 28 CATCH BASIN MARKING NOT TO SCALE . City of Tukwila CATCH BASIN & INLET VANED GRATE SHEET: DS -06 REVISION #1: 08.03 L APPROVAL B. SHELTON r NOTES: 8 1. POLYPROPYLENE ASTM D4101 2. 1/2" GRADE 60 REINFORCING BAR A615 3. 9/16" COLD DRAWN BAR C1018 4. PATENT PENDING - LANE POLY STEPS 5. 3/8" DIA. BOLT 316-SS, 3-1/2" LONG 6. 316 -SS TYP AT LADDER MOUNTS 6. REFER TO DS-10C FOR STEP DETAIL POLYPROPYLENE HANGING LADDER RAIL 9/16" ROUND BAR IJ� RUNG 1/2" GRADE 60 3/4" HOLES NOT TO SCALE City of Tukwila MANHOLE LADDER SHEET: DS -11 REVISION #1: 08.03 APPROVAL: B. SHELTON CONSTRUCTION NOTES AND DETAILS SUBGRADE ELEVATION PIPE BEDDING PEE AS SPECIFIED ON PLAN OR SPECS. RIGID PIPE (D.I., CONC.) 1.5XI.D. +18 24' MIN. FLEXIBLE PIPE (CPEP CMP, PVC) NOTES: 1. IN PAVED AREAS AND RIGHTS - OF - WAY, BACKFILL WITH %" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS, TO 90 % MODIFIED PROCTOR PER ASTM D -1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90% PER ASTM D -1557. 3. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6 OF THE PIPE EXTERIOR. 4. COMPACT PIPE 5 /B" CRUSHED ROCK BEDDING TO 90 % MODIFED PROCTOR PER ASTM D -1557. NOT TO SCALE City of Tukwila TRENCH BEDDING AND BACKFILL SHEET: DS -14A REVISION #1: 08.03 APPROVAL: B. SHELTON I RIGID PIPE FLEXIBLE PIPE (D.I., CONC.) (CPEP, CMP, PVC) EXISTING STRUCTURAL SECTION BACKFILL PIPE BEDDING PER WSDOT 9.03.16 95% COMPACTION PIPE AS SPECIFIED ON PLAN OR SPECS. PROVIDE NEAT, STRAIGHT UNE WHERE MATCHING BUSTING PAVEMENT, TACK AND SEAL EDGES 1.5XI.D. +18 24' MIN. 4' MIN. OR MATCH EXISTING, WHICHEVER IS GREATER, COMPACTED THICKNESS ASPHALT CONCRETE PAVEMENT - CLASS 'B' 24' MIN. DEPTH FOR WATER LINES NOTES: 1. IN PAVED AREAS AND RIGHTS-OF-WAY, BACKFILL WITH 5 ,4" MINUS CRUSHED ROCK TOP COURSE, COMPACTED IN MAXIMUM 6" LIFTS, TO 90% MODIFIED PROCTOR PER ASTM D -1557. 2. IN UNPAVED AREAS BACKFILL WITH NATIVE MATERIALS OR GRAVEL AND COMPACT IN MAXIMUM 12" LIFTS TO 90 % PER ASTM D -1557. 3. NATIVE BACKFILL MATERIAL AT UNPAVED AREAS SHALL NOT HAVE PARTICLE SIZE GREATER THAN 1" WITHIN 6" OF THE PIPE EXTERIOR. 4. COMPACT PIPE 58" CRUSHED ROCK BEDDING TO 90 % MODIFED PROCTOR PER ASTM D -1557. 5. WRAP FITTING IN PLASTIC BEFORE USING CONTROLLED DENSITY' FILL (CDF). NOT TO SCALE City of Tukwila TRENCH BEDDING AND BACKFILL • PAVEMENT RESTORATION SHEET: DS -14B REVISION #1: 08.03 APPROVAL: B. SHELTON EXISTING ASPHALT PAVEMENT NOTES: ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH CUT WITH PNEUMATIC PAVEMENT CUTTER NC.' V• EXTRA RIGID BASE 518' MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY SAW CUT EXISTING OIL MAT 5t$' MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY DEPTH DETERMINED BY CITY CONCRETE 150% OF EXISTING DEPTH TYPICAL PATCH FOR RIGID PAVEMENT ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH 150% OF E]BSTING DEPTH TYPIC AL PATCH FOR FLEXIBLE PAVEMENT SAW CUT EXISTING CONCRETE PAVEMENT 5/8 MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY SAW CUT EXISTING ASPHALT PAVEMENT 518' MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY 1. ALL WORK TO CONFORM TO TI- E CURRENT WSDOT /APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN °LACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT TO SCALE PAVEMENT RESTORATION SHEET: RS -03 REVISION #1: 08.03 FRAME AND LADDER OR STEPS OFFSET (SEE PLAN VIEW) RIM =14.0 OVERFLOW ELEVATION =11.5 IRON LADDER 12" SD MH #5 IE =9.64 MH #6 IE =8.5 NOT TO SCALE OPEN 4 1/2" CLR. (SEE STANDARD PLAN) I MIN. �1 C� 12" RISER 4 v 6 MIN. CALL BEFORE YOU DIG 1 -800- 424 -51555 ROUND SOLID COVER MARKED "DRAIN" WITH LOCKING BOLTS. e . q a a • 4 v. MH #5 AND MH #6 TYPE II -54" OIL /WATER SEPARATOR 3" X 0.90 GAGE SUPPORT BRACKET ANCHORED TO CONCRETE WALL (TYP) MH #5 IE =9.64 MH #6 IE =8.5 z U z W d r4 C3 ?moo noorti vi01 tV00:11.:40115,1 N RECEIVED CITY OF TUKWILA FEB Q 2 2Li(.1G PERMIT CEN E . I EXPIRES 9/23/05 ✓ Y U O z CO W � 0 2 F, 0 W cc cc co' z co 11.1 0 0 0 z Z r Co W CV Ch co 6- z N J co 0 co W ('f CV �oN 0 m 0 in E 0 < 0 2 w cc 0 z Co Cl, O C Z Q x N v U z x N U- 1.11 N CNI C•1 [V Mm O _ CO 0 I • N CO W N N N I- 'It ..1 CO U, z w N z - 5 f z LLI 5 • z U U7 0 O N N 0 I PAVEMENT PATCHING (SEE RS-U3) NOTE: TOP OF TRENCH 1.3 XDEPTH' (MAX. WIDTH) BOTTOM OF TRENCH 2. REFER TO RS-03 FOR PAVEMENT PATCHING. 3. PAVED AREAS: BACKFILL WITH CRUSHED ROCK. 4. UNPAVED AREAS: BACKFILL WITH NATIVE MATERIAL OR CRUSHED ROCK. MIN. 3' & MAX. 6 1. ALL BACKFILL SHALL BE 5/8" CRUSHED ROCK COMPACTED TO 90 % MODIFIED PROCTOR PTIMUM DENSITY. NOT TO SCALE City of Tukwila TRENCH BEDDING AND BACKFILL SHEET: WS -18 REVISION #1: 08.03 APPROVAL• B. SHELTON NOTES: 1. RUBBER GASKET & GROUT AT ALL JOINTS. GROUT ALL LIFTING EYE HOLES. 2. STEPS SHALL BE LANE #P- 13938. REFER TO SS-13 FOR STEP DETAIL NOTES: CONSTRUCT CHANNEL & SHELF IN FIELD. SMOO'T'H FINISH WITH CLASS 3000 CONCRETE. (OPTION: PRE - FABRICATED PVC/FIBERGLASS CHANNEL) INSIDE DROP (MIN. 0.1' MAX. 1.5') CRUSHEHE: ROCfC 12' MIN. CHANNELIZATION NOT TO SCALE City of Tukwila MANHOLE ACCESS AND CHANNELIZATION SHEET: $5.08 . REVISION #1: 08.03 APPROVAL: B. SHELTON 1• CORE-3 HOLES LOCKING 11CIIl lff ETh �7101CIII I �I -n -n n PLAN COVER Ai" MACHINE GROUND SEAT. NOTES: x I 26 -1/2' SECTION A-A CAST IRON LOCKING COVER MINIMUM WEIGHT 150 LBS INTEGRAL NON-SKID PATTERN TO BE CAST ON TOP OF COVER. J L 318" 1 PLAN FRAME 2T-3/4" 26 -1/2" 24" MACHINE GROUND SEAT._ 34 SECTION B-B CAST IRON FRAME MINIMUM WEIGHT 210 LBS 8 was, 1/2*THICK 1. FRAME TO BE GROUTED 2. OFC MH30 DR, IFCO 825 OR APPROVED EQUAL 3. LOCK COVER WITH THREE 112" BOLTS AND PROVIDE A PICK HOLE. 4. COVER SHALL HAVE THE WORD "SEWER" IN 2 RAISED LETTERS WHEN USED IN CONNECTION WITH SANITARY SEWER INSTALLATIONS. 1 NOT TO SCALE City of Tukwila MANHOLE SHEET: 24" FRAME WITH COVER SS -11 REVISION #1: 08.03 APPROVAL: B. SHELTON l I NOTES: 1. POLYPROPYLENE ASTM D4101 2. 1/2" GRADE 60 REINFORCING BAR A615 3. 9/16" COLD DRAWN BAR C1018 4. PATENT PENDING - LANE POLY STEPS 5. 3/8" DI& BOLT 316 -SS, 3.1/2" LONG 6. 316-SS TYP AT LADDER MOUNTS 6. REFER TO DS-10C FOR STEP DETAIL POLYPROPYLENE HANGING LADDER RAIL 9/16" ROUND BAR RUNG 1/2" GRADE 60 3/4" HOLES NOTTO SCALE City of Tukwila MANHOLE LADDER SHEET: SS -12 REVISION #1: 08.03 APPROVAL: B. SHELTON I CONSTRUCTION NOTES AND DETAILS I 6 " NOTES: 1. LANE P -13938 OR APPROVED EQUAL 9-3/8" RED REFLECTORS CUT OUT 1/2" GRADE 60 STEEL REINFORCING BAR MOTTO SCALE City of Tukwila MANHOLE POLYPROPYLENE SAFETY STEP SHEET: SS-13 REVISION #1: 08.03 APPROVAL: B. SHELTON 1 I MORTAR FILLET FOR SEPARATE CAST IN PLACE REINFORCING STEEL (FOR SEPARATE BASE ONLY) 0.23 SQ IN/FT IN EACH DIRECTION FOR 48" 0.19 SQ IN/FT IN EACH DIRECTION FOR 54" 0.2S SQ IN/FT IN EACH DIRECTION FOR 60° FRAME AND GRATE OR RING AND COVER RISER OR ADJUSTMENT SECTION HANDHOLDS FRONT SLAB COVER SEPARATE CAST IN PLACE OR SEPARATE PRECAST BASE REINFORCING STEEL (FOR PRECAST BASE WITH INTEGRAL RISER) 0.15 SO IN/FT IN EACH DIRECTION FOR 46' 0.19 SO INIFT IN EACH DIRECTION FOR 54" 025 SQ IN/FT IN EACH DIRECTION FOR 60" PRECAST BASE WITH INTEGRAL RISER GRAVEL BACKPILL FOR PIPE BEDDING. 6' MIN. COMPACTED DEPTH. FOR PRECAST BASES ONLY. PRECAST BASE JOINT DETAIL NOTES: 1. HANDHOLDS IN RISER OR ADJUSTMENT SECTION SHALL HAVE 3" MIN. CLEARANCE. STEPS IN CATCH BASIN SHALL HAVE 6" MIN. CLEARANCE. NO STEPS ARE REQUIRED WHEN "B" IS 4' OR LESS. REFER TO DS-10C AND DS-11 FOR STEPS AND LADDERS 2. PRECAST BASES SHALL HAVE CUTOUTS OR KNOCKOUTS WITH A WALL THICKNESS OF 2" MIN. HOLE SIZE SHALL BE EQUAL TO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. MAXIMUM HOLE SIZE IN 36" FOR 48" CATCH BASIN, 42" FOR 54" CATCH BASIN, AND 48" FOR 60" CATCH BASIN. MINIMUM DISTANCE BETWEEN HOLES IS 8". 3. ALL BASE REINFORCING STEEL SHALL BE PLACED IN THE TOP HALF OF THE BASE, 1" MIN. CLEARANCE. 4. THE BOTTOM OF THE PRECAST CATCH BASIN MAY BE ROUNDED. 5. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 6. LOCATE STEPS AND LADDERS AWAY FROM OPENINGS AND CENTERED OVER THE MANHOLE. REFER TO DS -06 FOR VANED GRATE AND CATCH BASIN MARKINGS. r NOT TO SCALE ♦ City of Tukwila CATCH BASIN TYPE 2 (48 "184 "160 ") SHEET: DS -02 REVISION IN: 08.03 APPROVAL' B. SHELTON r S I 6" RISER SECTION 12" RISER SECTION PRECAST BASE SECTION (MEASUREMENT AT TOP OF THE BASE) NOTES: 1. MAXIMUM DEPTH FROM FINISHED GRADE TO PIPE INVERT SHALL BE 5' -0". 2. CATCH BASINS TO BE CONSTRUCTED IN ACCORDANCE WITH ASTM C 478 (AASHTO M 1991) &ASTM C 890 UNLESS OTHERWISE SHOWN ON PLANS OR NOTED IN THE STANDARD SPECIFICATIONS. 3. REBAR WELDED WIRE FABRIC HAVING A MINIMUM AREA OF 0.12 SQUARE INCHES PER FOOT MAY BE USED. WELDED WIRE FABRIC SHALL COMPLY TO ASTM A 497 ( AASHTO M 221). DO NOT PLACE WIRE FABRIC IN THE KNOCKOUTS. 4. THE BOTTOM OF THE PRECAST BASE SECTION MAY BE ROUNDED. PRECAST BASES SHALL BE FURNISHED WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS SHALL HAVE A WALL THICKNESS OF 2" MINIMUM. 5. KNOCKOUTS MAY BE ON ALL 4 SIDES WITH MAXIMUM DIAMETER OF 20 ". KNOCKOUTS MAY BE EITHER ROUND OR 'D' SHAPE. PIPE TO BE INSTALLED IN FACTORY SUPPLIED KNOCKOUTS. 6. KNOCKOUT OF CUTOUT HOLE SIZE SHALL BE EQUALTO PIPE OUTER DIAMETER PLUS CATCH BASIN WALL THICKNESS. 7. THE TAPER ON THE SIDES OF THE PRECAST BASE SECTION AND RISER SECTION SHALL NOT EXCEED 1/2" PER FOOT. 8. CATCH BASIN FRAME AND GRATE SHALL BE IN ACCORDANCE WITH STANDARD SPECIFICATIONS AND MEET THE STRENGTH REQUIREMENTS OF FEDERAL SPECIFICATION RR- F -621D. MATING SURFACES SHALL BE FINISHED TO ASSURE NON - ROCKING FIT. . 9. FRAME AND GRATE MAY BE INSTALLED WITH FLANGE DOWN OR CAST INTO RISER. 10. VANED GRATE, REFER TO DS -06. 11. REFER TO DS-06 FOR CATCH BASIN MARKINGS. NOT TO SCALE ♦ City of Tukwila CATCH BASIN TYPE.' SHEET: DS-01 REVISION #1: 08.03 APPROVAL: B. SHELTON CALL BEFORE YOU DIG 1-800-424-5555 S I S OCE \\\\ 0,000 etaiCn a I.) 5 N 8 eai n FEti O C r H PERMIT C%kIV i Eh I- Q tgs co cc CITY OF r I EXPIRES 9/23/05 C re v 0 a to 0 m 0 O X U V C of 0) 0 0 Q x J � 0 O U � � F z co z w w 0 ✓ 0 O Z z C z 0 0 m In z o .2 N o U a O 0 a E O II C, 0 N O) cts n C, L C , a) O) co I- (D N 4 O O O a Er PROVIDE THRUST BLOCK S STORTZ CONCRETE BLOCKING DIM 1%1'X3" . • • UNDISTURBED.' SOIL • SIDEWALK MIN. 1 YARD DRAIN ROCK B DR. DUCTILE IRON PIPE 5. SHACKLE ROES SHALL BE ASPHALT - COATED STEEL OR CORTEN STEEL City of Tukwila APPROVAL: CURB AND GUTTER FINISHED PAVEMENT 2-3/4' ASPHALT COATED STEEL SHACKLE RODS FLANGE JOI B. SHELTON SEE VALVE BOX DETAIL (WS-06) 6' IS WEDGE GATE VALVE SEE WS-12A AND WS-12B CAST IRON TEE (CEMENT LINED) - KUXMJXFL UNDISTURBED SOIL NOTES: 1. REFER TO CHAPTER 7 OF THESE STANDARDS. 2. HYDRANTS EQUAL•TO MUELLER #A-423 OR CLOW MEDALLION #F -2545, M & H 929. ' 3. HYDRANTS SHALL BE EQUIPPED WITH TWO 2 -112' N.S.T. HOSE PORTS AND ONE 5" STORTZ PUMPER DISCHARGE PORT AND SHALL HAVE A 1 -1/4' PENTAGON OPEN LIFT OPERATING NUT. HYDRANTS SHALL HAVE A 6' M.J. BOTTOM CONNECTION AND 5.114' MAIN VALVE OPENING, AND SHALL HAVE 18" ABOVE GRADE LEVEL TO THE CENTER OF THE PUMPER DISCHARGE PORT. 4. HYDRANTS SHALL CONFORM TO AW.W.A SPECIFICATIONS C 502 -54; SHALL BE COMPRESSION TYPE AND SHALL HAVE A TWO PIECE BREAKING FLANGE WITH BREAKING THIMBLE AT THE GROUND LINE OR STEM; SHALL HAVE A SELF - OILING DRY BONNET WITH FACTORY FILLED RESERVOIR HOLDING APPROXIMATELY 6 OUNCES OF OIL OIL RESERVOIR SHALL BE SO DESIGNED AS TO ONE A COMPLETE LUBRICATION OF STEMS EACH TIME THE HYDRANT IS OPERATED. THE UPPER STEM SHALL HAVE A BRASS SLEEVE. 6. GREEN BONNETS SHALL BE FARWEST FOREST GREEN (#3523). 7. PRIVATE HYDRANTS AHALL BE PAINTED WITH TWO COATS OF RUSTOLEUM #659 YELLOWGLOSS OR FARWEST CASE YELLOW (# X-3472). B. WHERE NO CURB AND GUTTER IS INSTALLED. FIRE HYDRANT SHALL BE LOCATED CLOSE TO THE PROPERTY LINE AND INSIDE THE RIGHT OF WAY OR EASEMENT. INSTALL BOLLARD GUARD POST PER WS-14. 9. HYDRANTS INSTALLED, RELOCATED OR OTHERWISE WORKED UPON AS A RESULT OF A PROJECT SHALL BE FRESHLY PAINTED. 10. HYDRANT SHALL NOT BE CLOSER THAN 4' TO ANY FIXED OBJECT, WITH THE EXCEPTION OF HYDRANT GUARD POSTS, PER TMC 1424.03. NOT TO SCALE FIRE HYDRANT ASSEMBLY AND SETTING SHEET: WS -13 REVISION #1: 08.03 I LAST REVISION: 08.04 MATERIAL LISTING: 1. 3/4 SHACKLE RODS WITH STAR BOLTS AND ASPHALT EMULSION COATING. 2. 4" MIN. D.I. CLASS 52 PIPE. 3. PRECAST CONCRETE VAULT WITH HINGED STEEL PLATE COVER, DIMENSION TO VARY WITH SIZE OF ASSEMBLY. 4. O.S.H.A. APPROVED LADDER IF OVER 30" DEEP. 5. PIPE SUPPORT STAND UNDER EACH CHECK VALVE. 6. COPPER OR BRONZE BYPASS WITH AN APPROVED DCVA AND 3/4" WATER METER. 7. APPROVED DCVA IN MAIN UNE WITH TWO RESILIENT SEATED SHUTOFF VALVES AND TEST COCKS. 8. 10 ", 8 ", 6" OR 4" COUPLING ADAPTER, FL. 9. 10 ", 8", 6' OR 4" FL*PE D.I. CLASS 52 PIPE LENGTH TO FIT. 10. GROUT INTERIOR AND EXTERIOR ALL AROUND PIPE USING NON - SHRINK GROUT. 11. 10 °, 8", 6* OR 4" GATE VALVE FL`MJ WITH POST INDICATOR VALVE. 12. FLANGE TEE ASSEMBLY SIZED ACCORDINGLY. 13. FLANGED 90° BEND. 14. 4" OR 6" D,i. CLASS 52 PIPE FL`FL 15. 4" OR 6" 90' BEND FL: 16. 4° OR 6" D.I. CLASS 52 PIPE, FL *FL 17, 6" 90° BEND, FL 18. UL LISTED 5" STORTZ CONNECTION WITH 30 OR 45 ELBOW. 19. 6" D.I. CLASS 52 PIPE LENGTH AS REQUIRED FLANGE THREADED P.E. 20. 6" 90° BEND FL 21. SWING TYPE GRAVITY OPERATED CHECK VALVE WITH BALL DRIP VALVE TO BE INSTALLED HORIZONTALLY. DETECTOR DOUBLE CHECK AND VAULT ASSEMBLY GENERAL NOTES: 1. BACKFLOW PREVENTORS SHALL BE APPROVED BY DEPARTMENT OF HEALTH. 2. SIZE VAULT BASED ON SIZE OF APPARATUS AND MEETING MINIMUM CLEARANCES, 3. A SEPARATE.DETAIL PLAN FOR VAULT INSTALI`1VTION AND SPRINKLER LINE MUST BE SUBMITTED AND APPROVED BY THE F'RE MARSHALL PRIOR TO INSTALLATION. 4. MINIMUM APPARATUS SIZE SHALL BE ". 5. VAULT SHALL BE SEALED TO PREVENT WATER LEAKAGE. 6. LADDERS SHALL BE REQUIRED WHEN DEPTH FROM TOP OF LID TO FLOOR OF VAULT EXCEEDS 30 ". INSTALLATION OF ALL LADDERS SHALL BE IN COMPLIANCE TO O.S.H.. 7. LOCATE VAULT IN PLANTING AREA AND NOT IN PAVING AREA, UNLESS APPROVED BY THE ENGINEER. 8. FITTINGS SHALL BE IN ACCORDANCE WITH ALL APPLICABLE REQUIREMENTS OF ANSI /AWWA C110/A21.10 AND CEMENT LINED (SEE APWA & AWWA). 9. PIPE SHALL BE DUCTILE IRON MEETING ANSI A21.51, CL52 & CEMENT LINED. 10. TEMPORARY SUPPORT SHALL BE PROVIDED UNDER VALVES AT THE TIME OF INSTALLATION. AFTER COMPLETE INSTALLATION INSTALL PERMANENT PIPE SUPPORT STAND. 11. PROVIDE BALL DRIP VALVES ON F.D.C. CHECK VALVE ASSEMBLY OR AT BOTTOM OF F.D.C. RISER. 12. FIRE DEPARTMENT CONNECTION TO BE PROVIDED WITH ONE (1) 5" STORTZ CONNECTIONS AND TWO 30 OR 45° ELBOWS. 13. ALL UNDERGROUND PIPING TO BE. INSPECTED, FLUSHED, AND PRESSURE TESTED IN THE PRESENCE OF AN INSPECTOR PRIOR TO COVER AND CONNECTION TO THE OVERHEAD SYSTEM. 14. UPON INSTALLATION, BACKFLOW PREVENTION ASSEMBLIES ARE TO BE TESTED BY A CERTIFIED TESTER AND ALL TEST -COCKS ARE TO BE PLUGGED AFTER THE TEST. THEREAFTER, ANNUAL TESTS SHALL BE PERFORMED AT OWNER'S EXPENSE, AND COPIES OF TEST RESULTS SHALL BE PROVIDED. 15. CONCRETE VAULT SHALL HAVE ONE 4' X 4' OR TWO 3' X 3' STEEL HINGED DOORS. 16. BACKFLOW PREVENTION VALVES AND POST OR WALL INDICATING VALVES SHALL BE PROVIDED WITH UL CENTRAL STATION TAMPER SUPERVISION. City of Tukwila SHEET: DETECTOR DOUBLE CHECK VALVE AND VAULT REVISION #1: APPROVAL: CROSS CONNECTION CONTROL 08.03 . LAST REVISION: 08.04 B. SHELTON WS -15 2 OF 2 NOT TO SCALE I g CONSTRUCTION NOTES AND DETAILS ROCK WALL PLANTINGS, OR f. OTHER SURFACE OBSTRUCTIONS ■ PLAN 4' MIN City of Tukwila APPROVAL: MIN. AREA OF LEVEL GROUND SURFACE B. SHELTON NOTES: GUARD POST ELEVATION • 1. GUARD POST SHALL BE EITHER CONCRETE FILLED STEEL PIPE (MIN. 4" DIA.) OR CONCRETE POST (MIN. 8" DIA.). 2. POSTS SHALL BE AT LEAST 3 FEET FROM THE CENTER OF THE HYDRANT AND SHALL NOT BE IN DIRECT LINE WITH ANY DISCHARGE PORTS. 3. POSTS SHALL BE 6 FEET LONG; 3-1/2 FEET SHALL BE BURIED. 4. PAINTED FINISH SHALL BE FARWEST CASE YELLOW #3472. NOT TO SCALE FIRE HYDRANT GUARD POST SHEET: WS-14 REVISION #1: 08.03 WITHIN 50' OF HYDRANT 12" MIN. 4' MIN. 1 \i \f t \\ \t \ \ / r / • COMPACTED FOUNDATION GRAVEL UNDER VAULT City of Tukwila PLAN VIEW SHEET: REVISION #1: APPROVAL END VIEW B. SHELTON 12' MIN. 9o ELBOW DOWN ELBOW 30' -4S' BEND SIDE VIEW TO BUILDING NOTES: 1. DESIGN FOR 4" THRU 10" DDCV. NOT TO SCALE CROSS CONNECTION CONTROL DETECTOR DOUBLE CHECK VALVE & VAULT WS-15 1 OF 2 08.03 I CALL BEFORE YOU DIG 1- 800 -424 -5555 D ;pM b otorarp 0 F E'3 13 7 06 S C r- te) ry P a 1 5 CO irr 04 I- n 6 CITY RECEIVED TUKJILA FEB 0 2 2006 PERMIT CENT . G 0 CC O. 0. Q c.) a) O C 0 z 4n If) EXPIRES 9/23/05 A J -9 z 5 0 U � 3 z d O t o W w U z 0 C 0 C a rrrr"rrW 0 Cil W • Z w O N Z CD n U? In N CO W dt' csj N 00 00 0 0 N CO N D1 0 b I C) n CO Dl ■ C c Dl C a) CA CD O a Q a) IZ r -- 1 4 . 1 `t 1 � __— r� ` mow — `� ~w —�`w w-' ' � +. ~w 1 ............... _ --'__► _ _— , —.y m EXISTING `GE %% t \\ � .,, k 1 1 1 1 1 , r ,, i , 4-„, 1 1 ► . �� H -, , „. .... _ t........%.........::—._—_--•"..... -.,-,-,-;\• --18—' .' ,. .• �. ., . -w ' 22 —_ ► , `` s- - -. ..i � � -. �� 0 , rr- r — r r r _- _wr�ww._r____ -r- - rr - rr__..._rr_ ,ecr�sn2 - - r - -r -r r rR w-+.. r , ry .' r- -r � .�� - r r- rr r rr �( � - -- - -� r� -r - � rr ..r --- rr — Eral At ITT Ammerg ,/ f cw • Y 1411.. wry fwd : N - • mow MN :71 r'sg %� '' MIME\ ft VICINITY MAP N.T.S. reita -- - - - - -- - J------- 1---- �5 _ . _ - - -- T.W.: 34.0 B.W.: 28.0 PROPOSED LOCK —BLOCK RETAINING WALL TREES TO BE REMOVED TREES TO BE SAVED • e/ FRONT OF WALL B.W.: 28.0 NOTES: z z z z z / NEW 6' HIGH FENCE 220.1 EXISTING TREES TO BE SAVED. TREES TO BE PROTECTED PER DETAIL ON SHEET 4 OF 5 WETLAND MITIGATION PLAN 1. PRIOR TO EXCAVATION, CONTRACTOR SHALL DIG AND STORE EXISTING FLAGGED PLANS. PLANTS TO BE SALVAGED WILL BE FLAGGED BY THE PROJECT BIOLOGIST; PROVIDE THREE DAYS NOTICE PRIOR TO BEGINNING EXCAVATION. CONTRACTOR IS RESPONSIBLE FOR STORING AND WATERING THE SALVAGED PANTS UNTIL THEY ARE REPLANTED. 2. THE TOP 12" OF SOIL IN THE EXISTING WETLAND AREA SHALL BE REMOVED AND DISPOSED OFF —SITE PER THE EXCAVATION NOTES 1 THROUGH 4 ON SHEET 3. 3. THE RETAINING WALLS ARE PERMITTED UNDER CRY NUMBER D05 -016 AND ARE INCLUDED HERE AS REFERENCE. GRADING PLAN FOR WETLAND MITIGATION BY OTHERS A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC: 15, T. 23, R. 4E, W.M., CITY OF TUKWILA, KING COUNTY; WASHINGTON c Gots PROPOSED LOCK —BLOCK RETAINING WALL / EXISTING TREES TO BE SAVED. TREES TO PROTECTED PER • DETAIL ON SHEET 4 OF 5 WETLAND MITIGATION PLAN NEW DING / �3UI�. � FF=15. • 296.73 r NEW 6' HIGH FENCE f=�� N FRONTO F T.W.: 28.0 WALL ---------- �� f QPD _ � -�F ihi . 6.6 P1/4 GA _ _ - - W.: 24.0 IV -- • J / p / / /'' /i N • / / / / / I /' / , n • a N d / a , / / , Q' / + / / / / >/ / NE, ML—• • / N n 'V / N• , N / J ,f / / PROPOSED LOCK —BLOCK B.W.: 22.0 RET 1 x=30' 15 A; 30 EXISTING BUILDING FF =15.25 / / / / / / _ / / / / T.W.: 24.0 B.W.: 18.0 it WETLAND MITIGATION /FILL SUMMARY 1) WETLAND FILL AREA = 32,204 SF 2) WETLAND CREATION AREA = 32,490 SF / 60 / CALL BEFORE YOU DIG= 1- 800- 424 -5555 / / / / "t / PROPO .t1 R NIN�WALL T.. ii.00 / / / / / Jam` J 1 S OCK a O ;1 � 1 H 0 ? J J 115.08 __ B.W.: 21.0 / - B.W.: 18.0 / / / i ' / / 1 zei FOR CODE COMPLIANCE aormsmovn FEB 13 ?!I)o RECEIVED CITY OF TUKWILA FEB 02'arid PERMIT CEN EXPIRES 9 /23/05 I ai V U, cf) cc 11.1 cc 0 co 2 '05 D g a cc 0 z 0 o ro oz , X V- CO I co -( 1/4.• < e• cNI M 0 ch co N in in 13 Lo CD C3 Z 4,1 Fe 0 Ch 0 0 cco EZ 40 35 30 25 20 15 10 E.O.P. Q 6 E.O.P. Mt= 2:1 • MAX SECTION A-A (LOOKING WEST) SECTION B-B (LOOKING WEST) FENcE Cryp.) PROPOSED LOCK-BLOCK RETAINING • WALL N SCALE: 1"=2O' HORIZONTAL - 1 VERTICAL SCALE: 1"=20' HORIZONTAL - 1"=5' VERTICAL 6' FENCE -CNN z ELEV.-15 5 Ma' I=1 1= IM il 1=11 y I • PROPOSED LOCK-rBLOCK RETAINING WALL N PROPOSED GRAPE: 0: SECT10N t 1 =11 txIST1NQ EDGE 'OP EXISTING PAVING UIWING 2:1• MAX. EXISTING 'BUILDING EXISTING •GRADE 0- SECTION EDGE. OF EXISTING PAVING WETLAND MITIGATION GRADING CROSS SECTIONS 40 45 35 40 30 35 25 30 20 25 15 20 10 15 10 5 : SECTION C-C 40 35 45 40 30 35 25 30 20 25 15 20 10 15 10 (LOOKING WEST) SCALE: 1"=20' HORIZONTAL -• 1"=5' VERTICAL 5 SECTION D-D (LOOKING WEST) SCALE: 1"=20' HORIZONTAL - 1"=5' VERTICAL ELBA=24.0- 6'• FENCE ELEV.=12.0 PROPOSED LOCK-LOCK RETAINING WALL SIGNIFICANT -TREES (9) (BEGINNING :±12' FROM PROPERTY LINE AND ENDING ±49' FROM PROPERIY LINE ALONG .SECTION) ELEV. 30.5 • PROPOSED: GRADE :o SECTION PROPOSED GRADE. 0 SECTION EXISTING GRADE 0: SECTION EXISTING GRADE 0 .SECTION MATCH. EXISTING 0. EL. 12.0 PROPOSED STORM VAULT AND 'RETAINING WALL NOTE: RETAINING WALLS ARE PERMITTED UNDER CITY NUMBER D05-016 AND ARE SHOWN HERE FOR REFERENCE ONLY. MATCH EXISTING :0 EL: 12.0 CALL BEFORE YOU DIG: 1-800-424-5555 PROPOSED ASPHALT PAVING (ELEVATION IS APPROXIMATE) (ELEVATION. IS APPROXIMATE) I I 45 40 35 30 25 20 15 10 45 40 35 30 25 20 HANDRAIL :(TYP.) 15 10 5 -----4Evieveo fOR CODECOMPLI \ b0 00rokocn Fa is V3OS r- r' r clals 1e) RECEIVED CITY OF TUKWILA FEB 02 2006 PERMIT CEN lEh I EXPIRES 9/23/05 ct" CD 0 z z a 0 0 N CO 0) L.L.1 Ui CO D Z 0 w 0 cc w cc < cn 2 w cc 0 cc 0 z 1 =1 0 c c.) 4- 0 0 0 a; 0 0 r0 n I!) o j d / P.. �° d N . 11... N. " � I � 00 � r 99'51 4.:ATCH BASIN IM = 3•.9 12° CONC N = 37.25 12' CONC S = 37.05 12' CONIC E =36.86 55.... 45 35 30 25 20 15 10 5 0 10 95 `1111011k. ' 20 40 I0 WITH 2 IP r7TT 3.70 78.58 8 c GUAREQZOSTS 36.60 % �✓, �'�~ �� �� `~' �� -'"�f - yr - I .tea .. I x 05� SIGN -EXISTING EDGE ! �f� OF PAVEMENT f . 8 +00 SIGN w 0 .O . w \ p(OH) I .2 $ sG) ,""/' 4. X .' G IS �� f SAWCUT LI�IIIS Ow.) r r i O' e N N CATCH BASIN (TYPE 2) --L -- RIM = 16.10 0 r. ,j 6" CLIP W = 11.23 \ If ______„.a •CS = 9.20 �� CMS BTM PIPES AND Mil ...-_„_--- __,,. -_• _.... _....cam OF MUI? - '- WALL 9 +00 EX. GRADE AT CENTERLINE (TYP.) SEWER MANHOLE RIM = 34.44 8" PVC NW = 25.89 8° PVC SE = 25.71 PROPOSED GRADE AT FLOWLINE SOUTH 131ST PLACE PROFILE VIEW SCALE: 1' =20' HORIZONTAL 1 " =5' VERTICAL ROAD IMPROVEMLIT PLAN AND PROFILE OWER PO I GUY 1. 100 i SCALE: 1"=20' 39 10 +00 PROPOSED GRADE AT FLOWLINE (Tr.) ,SOLI 1 SOUTH 131ST PLACE PLAN VIEW EX.: GRADE AT EX • I ' OF ' PAVEMENT RIM 23.0 IE =16 :2.02" iN): 1E-16.0 (12 D UJ • CB •#R7. TYPE 1: t OO �• / \ \ \ so MODEL: 450 :: : STA: 10 +17.0. • 18.77' •LT. 4 LF 12' ADS' . :20.Q% WITH STANDARD PRATE STA-. 10 +17.0, • 14.17' LT. RIM=22.51 IE =17.0 (12." OUT) te r- -EXISTING EDGE OF PAVEMENT IF.. 36" CONC = 9.90 r x 1 4 9 9 14.94 9 X14: X 14.99 11+00 0 SEWER MANHOLE RIM = 14.77 8" PVC NE = 4.10 8" PVC NW = 4.50 8" PVC SE = 4.03 - 55 50 45 40 35 25 20 15 10 5 A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, WSM., CITY OF TUKWILA, KING COUNTY, WASHINGT r N 44.47 12-00 0 H NG I f 0 0 d 0 w NTS CONSTRUCTION NOTES: • SAWCUT EXISTING ASPHALT. A RELOCATE EX. POWER POLE BEHIND THE CURB. COORDINATE WITH POWER COMPANY. INSTALL NEW 6' VERTICAL CURB AND GUTTER L3 TO CITY OF TUKWILA STANDARDS. ® NOT USED INSTALL NEW CLASS "8" ASPHALT AND BASE 5 TO MATCH EXISTING SECTION. ® NOT USED Q, RAISE EXISTING GAS VALVE LID TO NEW FINISH GRADE. RELOCATE EXISTING SIGN. �9 RELOCATE EXISTING MAIL BOX. • REMOVE EXISTING CONCRETE GUARD POSTS. ® EXISTING POWER POLE WITH LUMINAIRE TO REMAIN 5" IN d )f 10.5± EX. PVMT FRAME & GRATE TOP OF GRADE (GRADE ADJUSTERS r : I HANDLE FOR 4"0 PVC PIPE REMOVABLE MIN. 15" HIGF DOME AND TEE w /4" CAP N 24" . v 8 " TRASF WITH ARD DZIVN PIPE 4"0 INLET 4"0 GUTLE DOWN PIPE RISER PIPE (REMOVABLD 48 "o SECTION THRU CHAMBER 0 0 ce U NOT TO SCALE OUTLET STORMCEPTOR INSERT 5 18" rr 60" 10' EXISTING PAVEMENT SAWCUT EXISTING EDGE OF ASPHALT AND INSTALL NEW PAVEMENT. MATCH EXISTING SECTION. MINIMUM SECTION SHALL BE 3" CL 'B' AC OVER 6" CSBC OVER 12" COMPACTED SUBGRADE. SEE NOTE 2 SECTION c -c PROPOSED S. 131ST PLACE 4 "0 PVC PIPE CLEANOUTNENT PIPE "0 OUTLET RISER PIPE IF NEEDED INSERT DOME AND TEE 'HERE (TEE OPENINGS TD FACE SIDE WALLS) SECTION THRU PLAN VIEW NOTE : 1. THE USE OF FLEXIBLE CONNECTIONS IS RECOMMENDED AT THE OUTLET WHERE APPLICABLE. 2. THE COVER SHOULD BE POSMONED OVER THE 4"0 CLEANOUT/VENT PIPE AND THE 4"0 INLET DOWN PIPE. 3. THE STORMCEPTOR SYSTEM 1S PROTECTED BY ONE OR MORE OFF THE FOLLOWING U.S. PATENTS: #4985148, #5498331, #5725760, #5753115, 115849181. 4. CONTRACTOR TO PROVIDE CRANE TO SET UNIT (HEAVIEST SECTION WEIGHS 5000 LB) PRECAST CONC. STORMCEPTOR(450 US GAL. CAP.) 5.0' SHOULDER NEW CONCRETE CURB AND GUTTER M PEhivii I CEN I Eh CV r• RECEIVED CITY OF TUKUVILA FEB 0 2 ?[fl 0 0 m r � r 0 0 C m �n W J LL CC 0. z z W 0 cc n. 8 U) .0 x .0 0 17 C 0 0 0 3 m r 0 re) OD N N CO 00 I I In In In LC) r U, 0 cc I W 3 w . C9 C) Z Z W V7 a o z -0 Z W Z -J Q u, 0 E 0 u7 0 0 0 C, 0 0 rn L N cp C) C •L cu Q) Q) C C , rn (D a 0 0 . CL NORMED DEVELOPED P.O. BOX 3644 18215 72ND AVENUE SOUTH REVISED WATER CONNECTIO REViSED RETAINING WALL 't. N n� N: 0 u? 0Z �a rr?MI / 1°' . CONSTRUCTION NOTES= Q SAWCUT EXISTING ASPHALT. ® RAISE EXISTING SANITARY SEWER MANHOLE TO NEW FINISH GRADE. Q INSTALL NEW 6" VERTICAL CURB AND GUTTER TO CITY OF TUKWILA STANDARDS. ® INSTALL NEW 5' WIDE SIDEWALK TO CITY OF TUKWILA STANDARDS. © INSTALL NEW CLASS "8" ASPHALT AND BASE TO MATCH EXISTING SECTION. Q NOT USED Q RAISE EXISTING GAS VALVE LJD TO NEW FINISH GRADE ® RELOCATE EXISTING SIGN. Q RELOCATE EXISTING MAIL BOX. • REMOVE EXISTING CONCRETE GUARD POSTS. ® COORDINATE WITH POWER COMPANY AND RELOCATE EXISTING POWER POWER POLE. ;fit: titqa OF PAVEMENT P(OH) 4 +00 ------- :-- - - - - -- _ - -_--- — - _-� EGI OF I_A_ -------- - - - - -- 4 8(OH) 215 1,1" 12" VS :9 D:5oz MACADAM ROAD 5 +00 EX. GRADE AT CENTERLINE (TYP.) MACADAM ROAD PLAN VIEW SCALE: 1 " =2 MACADAM ROAD PROFILE VIEW 6 +00 40 i I 6 +00 PROPOSED GRADE AT FLOWLJNE (TYP.) SCALE: 1 "=20' HORIZONTAL 1"=5' VERTICAL CB R5 TYP5 2 = 48" WITH STANDARD GRATE STA. 5+82.0, 7.1' . LT. RIM38.80 IE =32.71• (12 N. S) POWER POLE GUY W1IE PROPOSED GRADE AT FCOWLINE 17� LF 12" ABS O. 0.5096 7 +00 s .._.. POWER POLE r REVIEWED FOR CODE COMPLIANCE Fc3 1 3 2 :T3 O4 45' JUL. 2 7 2005 RECEIVED CITY OF TUKWILA FEB 0 2 2006 PERMIT CENTEh W O J �p D m O W 2 0: 0 z I c 3 0 0 U 8 (!J W z I Q Q N CO CO cc 04 _ LO N N to r N CC 0 ¢.s I ROAD IMPROVEMENT PLAN AND PROFILE A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15,' T. 23, R. 4E, W.M., CITY OF TUKWILA, KING COUNTY, WASHINGTON 0 10 20 40 o�olll� �oo��o 0 C) O CC w O CC CC 0 co 0 cc 5 u� 0 0 0 J I ro. I • • r� � en ooh re) nIn m a / r� in a ). rri co NN ch � '� In p e j CO " tri 17'g l 99T ` n' t'CH BASIN ,• i 2" CO NC N = 37.25 12" CO-NC S = 37.05 2 x CONC E = 36.86 JP I fc% • 15 u - ADS • 2 .95, STORMCEPTOR *1 551 1 50 1 1 1 ■ ■ 1 • • 45 1' : I 40 • Ir ■ • • • I 30 1 1 25 ■ 1 20 ■ 1 1 ■ 15 1 1 ✓ 1 ■ 10 1 1 i 5 0 10 20 : . WITH : STANDARD :GRATE STA. '7 +56.66. 7.1' LT. RIMx38.75: :: 1E =31.56 (12 ": N.: E) : :: . . 15 lF 12' ADS :0 :1:07 STORMCEPTOR 1 8+00 40 [STING EDGE OF PAVEMENT MODFI. : . 45OL . (PER DETAIL :THIS SHEET) STA: 7 +54.99," 22.96' .LT. :: RIM e39.5 . .. ; IE31.71 (12 "' IN) • IE = (12 ". OUT) .. - 0 \ \\ \ \ N ` \ N , 1'37'45 - 0 ` CATC H EAS;N 0 (TYPE 2) 1/ M s.- \ 11 I, B" CMP W = 11.23 \ ! 38" CONC S = 9.20 ♦ 1/ �` 36" CMP NW = 9.20 1/ � - BIM PIPES MD MI'i .62 - - - ..w - _. - - FILL OF MUD fl / r MALL � s h \ N 9 +00 EX. GRADE AT CENTERLINE (TYP.) SEM RIM 8" PVC 3" PVC PROPOSEb :GRAbE AT FLOWUNE 131ST PLACE S. PROFILE VIEW ROAD IMPROVEMENT PLAN AND PROFILE SCALE: 1 " =20' HORIZONTAL 1" VERTICAL A PORTION OF THE NW 114 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., cry OF TUKWILA, KING COUNTY, WASHINGTON I SCALE: 1"=20' -39 jcvcoo /80 - 7 ' / 7 / / / MANHOLE \ \ 9D 3 sN 4 Ew . 4 4 : 2255..7819 4D = 9.90 IE 38 CONC - - �..- �--- -DUSTING EDGE OF PAVEMENT 131ST PLACE S. PLAN VIEW 10+00 PROPOSED GRADE AT FLOWLINE (TYP.) X6.46 js 848'05' 15"E !EX GRADE .AT EX. ;t OF PAVEMENT MODEL: 450 : STA: -10 +17.0, 18.77•' . -LT. RIM== I -18:2 •(12" • 1N): IE =16.0 -(12 "- 0 4 - LF - 12 "' ADS: O: 20.0% CB #R7, TYPE • 1: WITH STANDARD GRATE STA-. "10+17.0, 14.17' -LT.. RIM =22.51 1E= 17.0'(12' OUT) 1•11,11 a W99 1X 4: X14.99 14.59 -- - J.00 76.82' 15.46 y �0 SIGN 11 +00 15.80 POWER POLE - 15.20 4 3 SEWER MANHOLE RIM = H.77 8" PVC NE = 4.10 8" PVC NW = 4.50 8" PVC SE = 4,03 4 8 :83 55 50 45 40 35 10 5 X14.30 MATCH EXISTING CURB "44.47 121,00 bLIA/C 0 w CONSTRUCTION NOTES: • SAWCUT EXISTING ASPHALT. RAISE NEW Fl EXISTINISH NG GRADE SAN ITARY SEWER MANHOLE TO L6h A INSTALL NEW 6" VERTICAL CURB AND GUTTER LAI TO CITY OF TUKWILA STANDARDS. ® INSTALL NEW 5' WIDE SIDEWALK TO CITY OF TUKWILA STANDARDS. A INSTALL NEW CLASS "B" ASPHALT AND BASE TO MATCH EXISTING SECTION. NOT USED A RAISE EXISTING GAS VALVE LID TO NEW FINISH GRADE. Lt RELOCATE EXISTING SIGN. a RELOCATE EXISTING MAIL BOX. ® REMOVE EXISTING CONCRETE GUARD POSTS. ® EXISTING POWER POLE WITH LUMINAIRE TO REMAIN // 1r 4INLET 10.5± EX . PVMT NOTE : 1. THE USE OF FLEXIBLE CONNECTIONS IS RECOMMENDED AT THE OUTLET WHERE APPLICABLE. 2. THE COVER SHOULD BE POSff1ONED OVER THE 4 "0 CLEANOUT/VENT PIPE AND THE 4 "0 INLET DOWN PIPE. 3. THE STORMCEPTOR SYSTEM IS PROTECTED BY ONE OR MORE OFF THE FOLLOWING U.S. PATENTS: #4985148, #5498331, #5725760, #5753115, #5849181. 4. CONTRACTOR TO PROVIDE CRANE TO SET UNIT (HEAVIEST SECTION WEIGHS 5000 LB) PRECAST CONC. STORMCEPTOR(450 US GAL. CAP.) 0 FRAME & GRATE TOP OF GRADE 24" HANDLE FOR 4 "0 PVC PIPE REMOVABLE MIN. 15" HIG DOME AND TEE • /4" CAP .e 4 "0 INLET 4 "0 OUTL DOWN PIPE RISER PIPE (REMOVABLE) 48 "0 SECTION THRU CHAMBER NOT TO SCALE 10' EXISTING SAWCUT EXISTING EDGE OF ASPHALT AND INSTALL NEW PAVEMENT. MATCH EXISTING SECTION. GRADE ADJUSTERS 8 " PAVEMENT STORMCEPTOR INSERT " 18" 60" SECTION C-C PROPOSED S. 131ST STREET re ff NEEDS 5.0' SHOULDER SEE NOTE 2 1k 0 INSERT DOME AND TEE HERE (TEE OPENINGS TO FACE SIDE WALLS) SECTION THRU PLAN VIEW "0 PVC PIPE CLEANOUT/VENT PIPE "0 OUTLET RISER PIPE REVIEWED FOR CODE COMPLIANCE FEB AotgstrivrAUCII 13 20G6 FEB 13 2006 City Of Tukwila City Of Tukwila e NEW CONCRETE CURB AND GUTTER RECEIVED CITY OF TUKWILA JUL 274 9 1I PEHIVII i CEN I L 0. : U I A N 0 n .° err C r 0 0 D N CO N Cr) CO CO I I Q r N N N N L co O z w cc ce D w 0 z co cc rn cp N 0 11 i 0) n N I rn N rn R- (0 N a r U) 0 0 N N N N n 0 r a 0 rn ro rn N tp I- r a w LU w 0 co . i a) N w rn 0 0 0 to 5i NORMED DEVELOPED SOUTH I JD33JHDV Had Op !AEON i Titles LANDSCAPE PLANTING PLAN (MAIN BUILDING) NEW WAREHOUSE /OFFICE - NORMED II Tukwila, Washington •iddd 'RD . a�vr um 3/24/02 HBM Date By T •off k For • NORMED - SHAW PARTNERSHIP 4310 South 131st Place Tukwila, WA 98124 `v ; C N : N O I) 7 Z M 1 m c C Q+ 3 VQ CI O V m Q CO N N m C #144(ikst 18215 72ND AVENUE SOUTH V 0 KENT, WA 98032 o m ,, , Z' (425)251 -6222 0 �. M 6 ( 425 ) 251 -8782 FAX s y- CIVIL ENGINEERING, LAND PLANNING, -eT, E GiN E c� SURVEYING, ENVIRONMENTAL SERVICES e40 j :w ,tiwrs ' _ .v '\ Ammmiatammtwarak ( 1111E1MIRIMIMINNZINNOTAIM '1XEMINNJENNIIIENIIMIEVAIIffia \. /Mak "`dal 1 NMIM VA. H IV`= if1� _ . .7;vk sue#. t NN Nilly \�'1NIfa8INaa'aII I2 M .iaaNaa tRWRit. : 11 Na IWANa!- \Na aWN ■I F &k 'mrasaimmatimmumname,, \II WIaalIIMINNNLWSrnA► ��IfNiN><1[aaallaliNal ANA . TJJ N111111ItME<IIIINKHk. MERNIINNIIIIiEINI jl•I<lI N `WNaNNIEIMBNIINIUaTtaaal►, . 'INNNaaaaNai�NalNN e4 \ 7‘,MENINNEWMINNIUMMINIV Millinilffillair EO`aT 50 LF OF HEAD (CONTAINER) PLANTER. PROVIDE DRIP IRRIGATION TO OVERHEAD ENTRY PLANTERS. KINNIKINNICK fol 4 1 / 4 / f r ■ V V EX. F.H. Dc V / , /% / ' ' / / /,' , /, ,T, / A ,, \ \\✓ /' / / • ►` `` / ,/ 4, / . \ Y 1 , , / /' '` 'f , r i ' /,, JJ / / ' '', / , / F` f.'' / , , \ \\ / / I ,/ / ' F/ / ` I./ / , r .i `. / F . Y / // / , ,I / I // ' /` ,// „' / BUILDING F ! , , / „' / X1525± , / , 1 i'` ,, I N e / #//' / \ \\ \ r/ F , \'\`` \. / J/ \ \ , , , r \ F , / \ ,` \,. / / i // / ,,' / ,, , . %` /,- , F // /J / / / , r% j , ,F / 5 / / s' ' r / I I , ,/ I • / F f '' `F : /' // , / ■ \ r / / , ' \\ „ ' \ Y' II 'PLANT' UST , /, 1 SYM 4 OL NA /' /' /f' / / , ACEF' CIRCINATUM/ , MINE MAPLE / / SEE SHT. L2 0 0 /7 /, //g / / / / / / / / / / / / / / / / / / / / / / / / / / F / // \\ . /' , , I 1 / , , / , ,/ , , , „ I ,/' , F „ ' IF , // , / , � /- - ' ,%' / F i , ,7 / h , /fREEs;,' / / / / / / / ' EGEND PACER PALMATUM ' BLOODGOOD'/ BLOODGOOD RED-LEAF JAP. MAPLE PYRUS CALLERYANA ' REDSPIRE'/ REDSPIRE FLOWERING PEAR JAPONICUS/ JAPANESE SNOWDROP TREE CUPRESSOCYPARIS LEYLANDII/ LEYLAND CYPRESS THUJA PLICATA ' HOGAN'/ HOGAN WESTERN CEDAR / F F / SHRUBS: ABEUA x 'EDWARD GOUCHER' / PINK ABELW ILEX CRENATA 'CONVEXA' / JAPANESE HOLLY MAHONLA AQUIFOUUM/ OREGON GRAPE NANDINA DOMESTICA/ HEAVENLY BAMBOO MYRICA CALIFORNICA/ OREGON MYRTLE PRUNUS LAUROCERASUS 'OTTO LUYKEN OTTO LUYKEN LAUREL RHODODENDRON MIXED .VARIETIES GROUND COVER: ARCTOSTAPHYLOS WA URSI / KINNIKINNICK ERICA x DARLEYENSIS 'FURZEY' / HEATH EUONYMUS FORTUNE' 'EMERALD N GOLD'/ EMERALD N GOLD EUONYMUS 778' HT. 2" 879' HT. 2' CAL 2" CAL 6' -8' HT. 6' -8' HT. 18" - 24" 18" - 24" 18" - 21" 18" - 21 18" - 24" 18" -24" 18" - 24" 15" - 18" SIZE CONDITION SPACING B & B B & B B & B B &B B & B B & B CONTAINER CONTAINER CONTAINER CONTAINER B &B B &B B & B ONLY CONTAINER 1 GALLON 4" POT 1 GALLON CONTAINER 0 10 AS SHOWN AS SHOWN AS SHOWN AS SHOWN AS SHOWN AS SHOWN 4' -5' 2' O.C. 4' -5' 4' -5' AS SHOWN AS SHOWN 3' 30" 24" AVG. 18" AVG. 24" 2 ' r _ 8/30/05 COUNT (ELECTRONIC) 7 PRE - 8/30/05 COUNT (ELECTRONIC) QUANTITY REMARKS 12 18 2 2 12 13 3 4 15 15 22 22 53 53 26 26 28 0 26 26 21 21 81 102 52 52 37 37 COVER COVER 40 40 37 37 DO+45 4t. 100 SF MINIMUM GROUND COVER THROUGHOUT TYPICAL PARKING PLANTER SCALE: 1" = 10' PRIOR TO REQUESTING FINAL LANDSCAPE INSPECTION FROM THE CITY, THE CONTRACTOR SHALL COMPLETE AND SUBMIT A "LANDSCAPE AFFIDAVIT" FORM TO THE CITY. MULTI -STEM (3 - 5) NOTE USED AS LARGE SHRUB /SM. TREE STAKE AND GUY ONE GROWING SEASON, MAX. SPECIMEN; 4' BRANCHED; MIN. 3 EXPOSED CANOPY FACES STAKE AND GUY ONE GROWING SEASON, MAX.; NURSERY GROWN FOR STREET TREE USE, 6 -FOOT STANDARD STAKE AND GUY ONE GROWING SEASON, MAX.; NURSERY GROWN FOR STREET TREE USE, 6-FOOT STANDARD STAKE AND GUY ONE GROWING SEASON, MAX.; STAKE AND GUY ONE GROWING SEASON, MAX. HOLD 3' FROM BORDERS SHEARED, LOW HEDGE 28 AT MACADAM ROAD HOLD 2' FROM BORDERS SPECIES TO REPLACE PHOT1NIA 81 AT MACADAM RD. HOLD 3' FROM BORDERS HOLD 3' MIN. FROM BORDERS SAME. PROVIDE ALTERNATE PRICE FOR 4" MATERIAL. HOLD 2' FROM BORDERS AND OTHER SPECIES HOLD 2' FROM BORDERS AND OTHER SPECIES REVIEWED FOR CODE COMPLIANCE AwhironfAUCn FL3 13 Ns City Of Tukwila as v o� gg gg CIT OF TUKWI FEd 0 2 2006 PERMIT CEN l"Eh STATE OF WASHIN REGISTERED ARCHITECT H. BRUCE MAY CERTIFICATE NO. 504 (VALID ONLY WITH S'IGNATURE3' —164 t "•• st 4 0._ •����� �,� ..... ••• -i . , i , i ------ � s \- 22 � . � -26 - . r rr— r r,_________ ___ ____ _______ _. ............ _ _ .� fir rr ,l am ••• ------- - - - - -- . . . .. . � / ��� r r � _n_rr (HO)d 00 WETLAND MI11GA11ON UNDER SEPARATE DESIGN PLANS FENCE AND PLANTING BRE 3+00 ( MAGa -^ - r rr 0 CP v b 7 7ju i f A , A‘ fini f:" ( "f Alf / rFav " Ar G G if PLANTS THIS SHEET. MAHONIA AQUIFOLIUM OREGON GRAPE MYRICA CALIFORNICA OREGON MYRTLE /A� A, Az, r rrrr�`� �rr ��� r r rr r r ,go r rr f:74. ��r �r rr r rrrrr r rrr r � r / /.r. -41 '�� NOTE: INSTALL PLANTS WITHIN 3' OF FENCE, BETWEEN STREET & FENC 0- s. r -- - - -- ..�� �ii�, 'nz .r,,�� /:;� ,/ � a rt - I� ----•- ^ - -_ - r ___^ - - - - - -- _ - :V -------- (Ho)d � " e, EX. POWER POL: (APPROX. LOCA ON) EX SEWER MANN I LE RI M =34.44 8" PVC NW -25.:9 8 PVC SE =25. 1 15 N REVIEWED FOR CODE COMPLIANCE A ewommecn FEB 13 ZOOS Thty Of Tukwila 11111 1'1Tfll/'` �' IT�"T�1l► 30 60 RECEIVED CITY OF TUKWILA FEt3 0 2 2006 PEKMIT CEN'FEh STATE OF WASHINGTON REGISTERED DSC ARCHITECT H. BRUCE McCRORY CERTIFICATE NO. 504 (VALID ONLY WITH SIGNATURE) a 0 0 O 0 0 T a n 0 U 0 U m X L— CN O c Cr] o) CD CO r-. W .d �G u� '0 b v) z w C, e e e• CO OK JOB 19822 0 0 0 U) 0 Jt71 CO CCI CO ci = xxx c 0 i 0 CC I- a a C) 1 N r Z 0_ 0 0. W 0. co D Z 0 on U m Qom 4 :c .' _/ w of W cc 4( Q) C7 0 cri N) 4) iL cc i D cc w O z 0) M ni- ct ▪ c Y m c v� 0 • 1:3 U •- 0 x LJ- CN In N N • Cq OD OD CV 1 1 J unin w �� 1) 0 Planting Notes and Materials 4/05 SCOPE OF WORK FURNISH ALL MATERIALS, LABOR, EQUIPMENT AND RELATED ITEMS NECESSARY TO ACCOMPUSH THE TREATMENT AND PREPARATION OF SOIL, FINISH GRADING, PLACEMENT OF SPECIFIED PLANT MATERIALS, FERTILIZER, STAKING, MULCH, CLEAN -UP, DEBRIS REMOVAL, AND 90-DAY MAINTENANCE. QUALIFICATIONS: LANDSCAPE CONTRACTOR SHALL BE SKILLED AND KNOWLEDGEABLE IN THE FIELD OF WORK. CONTRACTOR SHALL BE LICENSED TO PERFORM THE WORK SPECIFIED WITHIN THE PRESIDING JURISDICTION. JOB CONDmONS: R is THE CONTRACTOR'S RESPONSIBILITY TO REVIEW THE SITE AND REPORT ANY DISCREPANCIES TO THE OWNER OR THE OWNER'S REPRESENTATIVES. ALL PLANT MATERIAL AND FINISHED GRADES ARE SUBJECT TO APPROVAL BY THE OWNER. PROTECTION: SAVE AND PROTECT ALL EXISTING PLANTINGS SHOWN TO REMAIN. DO NOT PLANT UNTIL OTHER CONSTRUCTION OPERATIONS WHICH CONFLICT HAVE BEEN COMPLETED. AN IRRIGATION SYSTEM IS TO BE INSTALLED. DO NOT PLANT UNTIL THE SYSTEM HAS BEEN TESTED AND APPROVED. HANDLE PLANTS WITH CARE - DO NOT DAMAGE OR BREAK ROOT SYSTEM, BARK, OR BRANCHES. REPAIR AND /OR REPLACE ITEMS DAMAGED AS A RESULT OF WORK, OR WORK NOT IN COMPLIANCE WITH PLANS AND SPECIFICATIONS, AS DIRECTED BY OWNER AT NO ADDmoNAL COST. REPAIR OF EXISTING PLANTINGS: DURING THE COURSE OF WORK, REPAIR ALL EXISTING PLANTING AREAS BY PRUNING DEAD GROWTH, RE-- ESTABLISHING FINISHED GRADE AND RE- MULCHING TO SPECIFIED DEPTH. GUARANTEE: GUARANTEE ALL PLANT MATERIAL FOR A PERIOD OF ONE YEAR FROM DATE OF FINAL ACCEPTANCE OF THE JOB BY OWNER. 90 -DAY MAINTENANCE CONTRACTOR SHALL PROVIDE OWNER WITH A SCOPE OF WORK AT TIME OF INITIAL PROJECT BID TO PROVIDE LANDSCAPE AND IRRIGATION MAINTENANCE FOR 90 DAYS FOLLOWING COMPLETION OF PROJECT (ACCEPTANCE) OF FACILRY BY OWNER. WORK SHALL INCLUDE MAINTENANCE AS DESCRIBED BELOW, IN PLANTING AND IRRIGATION MAINTENANCE. MATERIALS- PLANT MATERIALS: PLANT MATERIALS SHALL BE GRADE NO. 1, SIZED IN ACCORDANCE WITH (ANLA) AMERICAN STANDARDS FOR NURSERY STOCK (ANSI Z60.1- 1996). PRUNE PLANTS RECEIVED FROM THE NURSERY ONLY UPON AUTHORIZATION BY THE LANDSCAPE ARCHITECT. "B & B" INDICATES BALLED AND BURLAPPED; "CONT." INDICATES CONTAINER; "BR" INDICATES BARE ROOT; "CA" INDICATES CALIPER AT 6" ABOVE SOIL UNE; "GAL" INDICATES "TRADE GALLON" MATCHING ANSI #1, #2, #3, ETC., CONTAINER SIZES. A) SPECIFIED PLANT CANOPY SIZE OR CALIPER IS THE MINIMUM ACCEPTABLE CONTAINER OR BALL SIZE ESTABUSHES MINIMUM PLANT CONDION TO BE PROVIDED. B) HEALTH, QUALITY, REGULATORY RESTRICTIONS ADDmONAL TO ANSI STANDARDS- PLANT MATERIAL SHALL COMPLY WITH STATE AND FEDERAL LAWS FOR DISEASE INSPECTION, TRANSPORT RELEASE. PLANTS SHALL BE FULLY LIVE, SHALL BE VIGOROUSLY GROWING, WELL FORMED, WITH WELL DEVELOPED FIBROUS ROOT SYSTEMS. ROOT BALLS OF PLANTS SHALL BE SOLID AND FIRMLY HELD TOGETHER, SECURELY CONTAINED AND PROTECTED FROM INJURY AND DESICCATION. PLANTS DETERMINED BY LANDSCAPE ARCHITECT TO HAVE BEEN DAMAGED; HAVE DEFORMMES OF STEM, BRANCHES, OR ROOTS; LACK SYMMETRY, HAVE MULTIPLE LEADERS OR Y" CROTCHES LESS THAN 30 DEGREES IN TREES, OR DO NOT MEET SIZE OR ANSI STANDARDS SHALL BE REJECTED. PLANT MATERIAL SHALL BE FROM A SINGLE NURSERY SOURCE FOR EACH SPECIFIED SPECIES /HYBRID. NURSERY SOURCES SHALL BE THOSE LOCATED NORTH OF THE 42ND LATITUDE (CALIFORNIA /OREGON BORDER) FOR INSTALLATIONS NORTH OF THAT PARALLEL C) SUBSTITUTION: NO SUBSTITUTION OF PLANT MATERIAL, SPECIES OR VARIETY, WILL BE PERMITTED UNLESS WRITTEN EVIDENCE IS SUBMITTED TO THE OWNER FROM TWO QUALIFIED PLANT BROKERAGE OFFICES. SUBSTITUTIONS WHICH ARE PERMITTED SHALL BE IN WRITING FROM THE OWNER AND LANDSCAPE ARCHITECT. THE SPECIFIED SIZE, SPECIES AND NEAREST VARIETY, AS APPROVED, SHALL BE FURNISHED. SOIL PREPARATION: MAY BE SPECIFIC TO THE SITE, OR TO CERTAIN PORTIONS OF THE SITE, AS NOTED ON THE PLAN. THE FOLLOWING: TOPSOIL AMENDMENT, AND BACKFILL, ARE GENERAL REQUIREMENTS FOR ALL LANDSCAPE AREAS, UNLESS NOTED OTHERWISE ON THE PLAN. SOIL 1-LK I ILITY AND AGRICULTURAL SUITABILITY ANALYSIS: AFTER ROUGH GRADING AND PRIOR TO SOIL PREPARATION, CONTRACTOR SHALL OBTAIN AGRONOMIC SOILS TESTS FOR PLANTING AREAS, TURF AND SHRUB LANDSCAPE, FOR SITES WITH AGGREGATE LANDSCAPE AREA OF GREATER THAN 30,000 SQUARE FEET. A MINIMUM OF ONE SAMPLE AND ONE PER EACH TWO ACRES OF LANDSCAPE AREA SHALL BE OBTAINED. IF ON -SITE TOPSOIL HAS BEEN STOCKPILED, A TEST SHALL BE COMPLETED FOR IT, ALSO. TESTS SHALL INCLUDE FERTILITY AND SUITABILITY ANALYSIS WITH WRITTEN RECOMMENDATIONS FOR SOIL AMENDMENT, FERTILIZER, CONDmONERS, APPLICATION RATES, AND POST- CONSTRUC- TION MAINTENANCE PROGRAM. I ISIS SHALL BE PERFORMED BY AN APPROVED SOIL TESTING LABORATORY WHICH SHALL BE CONTRACTED WITH AND PAID FOR BY THE CONTRACTOR. RECOMMENDATIONS OF A SOIL FERTILITY AND AGRICULTURAL SUITABILITY REPORT AND REQUIREMENTS OF THE GEOTECHNICAL ENGINEER SHALL TAKE PRECEDENCE OVER THE MINIMUMS NOTED, BELOW. PROVIDE CHANGE ORDER FOR ADDmONAL MATERIALS REQUIRED IN THE SOILS REPORT. A) TOPSOIL AS A MINIMUM, TOPSOIL SHALL CONSIST OF LOAM SOIL WITH 5 TO 7 PERCENT ORGANIC MATTER. TOPSOIL SHALL BE AMENDED WITH SPECIFIC AMENDMENTS IN C)1. AND C)2., BELOW, AND BE BLENDED TO SPECIFIED DEPTH IN E.), BELOW. LOAM SHALL CORRESPOND TO FIELD METHOD OF DETERMINING SOIL TEXTURE CLASSES FOR LOAM AND SILT LOAM, U.S. SOIL CONSERVATION SERVICE. PROVIDE LANDSCAPE ARCHITECT THE TOPSOIL SUPPLIER AND SAMPLE OF TOPSOIL CONTRACTOR IS RESPONSIBLE FOR ANY NECESSARY WEED CONTROL RESULTING FROM CONTAMINATED OFF -SITE SOURCES. B) NATIVE SURFACE SOIL INCLUDING STOCKPILED TOPSOIL MEETING WSDOT 9- 14.1(2) "TOPSOIL TYPE B" REQUIREMENTS FOR SURFACE SOIL ON -SITE MAY MEET TEXTURAL CLASSIFICATION AS NOTED IN A), ABOVE. PROVIDE AMENDMENTS IN C) 1. AND C) 2., BELOW, AND EVENLY BLEND AMENDMENTS TO SPECIFIED DEPTH. C) AMENDMENTS: 1. ORGANIC COMPOST - TOPSOIL FOR PLANTING SHALL CONTAIN 15 TO 20 PERCENT ORGANIC MATERIAL BY VOLUME. THE FOLLOWING IS FOR SOIL WITH 3 -4% ORGANIC CONTENT. PROVIDE THREE INCHES (TWO INCHES COMPACTED DEPTH) OF COMPOST PER 12 INCHES OF SPECIFIED TOPSOIL DEPTH. MUSHROOM COMPOST, SLUDGE /COMPOST BLEND, CHIPPER GRINDINGS, REGULATED RECYCLING SOURCES, AND /OR AGED SAWDUST MULCH SHALL SATISFY ORGANIC REQUIREMENTS. COMPOST SHALL NOT BE FROM FARM ANIMAL SOURCES, NOR FROM SOURCES CONTAINING REDWOOD /CEDAR PRODUCTS. 2. FERTIUZER- .... :° COMPLETE FERTIUZER WITH TRACE ELEMENTS, 8 PERCENT SULFUR, AND A MINIMUM OF 50 PERCENT SLOW RELEASE NITROGEN. FERTIUZER SHALL BE INCORPORATED INTO TOPSOIL N20- P20 -K5 AT 50 POUNDS PER 10 YARDS OF ORGANIC COMPOST, OR COMPARABLE NITROGEN PER TOPSOIL VOLUME EQUIVALENT. D) PLANTING BACKFILL- ON -SITE TOPSOIL (EXCAVATED PIT SPOILS) AS FIELD PREPARED FOR PLANTING/TURF. E) TOPSOIL PREPARATION, FINISHED GRADES AS A MINIMUM, ALL LANDSCAPE AREAS TO HAVE 12 INCHES OF TOPSOIL PER A) AND /OR B), ABOVE. CONTRACTOR SHALL ADJUST GRADES AND SUPPLY TOPSOIL AS NECESSARY TO ASSURE THE MINIMUM DEPTH. CONTRACTOR SHALL FORM BERMS TO THE HEIGHT AND EXTENT NOTED HERE, AND SHOWN ON THE PLANS. AMENDMENTS SHALL BE EVENLY BLENDED THROUGHOUT THE TOP 6- INCHES. TOPSOIL SHALL BE WORKED INTO SUB - BASE /SUBSOIL FOR ROUGH TRANSmON. SOIL DEPTH SPECIFIED IS FINISHED, COMPACTED DEPTH. PARKING PLANTER ISLANDS SHALL BE OVER EXCAVATED BY BACKHOE. REMOVE PAVING WASTE, GRAVEL BASE AND UNDERLYING SUBSOIL TO 18" BELOW TOP OF PAVING. SCARIFY AND OVER EXCAVATE PIT BOTTOM 12" TO MINIMIZE STRUCTURAL COMPACTION. BARK MULCH (TOPDRESSING): ONE -HALF -INCH (1/2") SIZE, TO ONE -INCH (1"), I.E., "MEDIUM," HEMLOCK /FIR BARK. APPLY SUFFICIENT QUANTITY TO PROVIDE THREE INCHES (3") TO FOUR INCHES (4") DEPTH IN AREAS NOT PLANTED IN TURF. FINE MULCH, I.E., "STEERCO" TEXTURE AND CEDAR ARE NOT ACCEPTABLE. STAKES: 1 -1/2 -INCH DIAMETER, NET, BY 8 -FOOT DOUGLAS FIR (2 X 2 X 8') G UY MATERIAL: 1 -INCH WIDE POLYETHYLENE CHAIN LOCK TYPE TIES; OR, 3/8" DIAMETER RUBBER. NO WIRE. G ROUND CONTACT WOOD: PRESSURE TREATED HEM /FIR TO SIX -- TENTHS OF ONE POUND (0.6 LB.) RETENTION. 6" SPECIFIED SIZE WITH 24" #4 REBAR PER DETAIL LAWN: SEED OR COMMERCIAL SOD AS NOTED ON PLAN. SOD SHALL INCLUDE BLUEGRASS FOR BINDER. SOD SHALL NOT HAVE MANMADE BINDER. LAWN EDGING: CUT TRANSmON OR "EDGER" AS NOTED ON PLANT UST. "EDGER" SHALL BE 2x6 SOLID PLASTIC/WOOD COMPOSITE "DECKING" MATERIAL, AND TO BE BENT UNDER HEAT TREATMENT. STAKE IN -PLACE USING 2x4 GROUND CONTACT WOOD AT 30" - 36" SPACING AND AT JOINTS. HERBICIDE DUE TO WETLAND PROXIMITY AND GROUNDWATER LEVELS, HERBICIDE IS DISCOURAGED BY THE CITY OF TUKWILA. ANTI - DESICCANT: PLANTS SHALL BE TREATED 48 HOURS PRIOR TO SHIPMENT TO SITE FROM JUNE 1 THROUGH SEPTEMBER. THOROUGHLY ROOT WATER PLANTS PRIOR TO DELIVERY. PLANT MATERIAL DELIVERED TO SITE SHALL BE KEPT CONTINUALLY MOIST THROUGH INSTALLATION. EXECUTION: FINISHED GRADES: FINE GRADE AND REMOVE ROCKS AND FOREIGN OBJECTS OVER THREE- QUARTERS -INCH (3/4") DIAMETER FROM TOP THREE INCHES (3") OF PREPARED PLANTING BED. ALL FINISHED GRADES SHALL BE SMOOTH EVEN GRADES, LIGHTLY COMPACTED, AS SHOWN ON THE PLAN AND DETAILED. SITE CML DRAWINGS IDENTIFY FINAL ELEVATIONS. TREES: ARRANGE TREES ON SITE IN PROPOSED LOCATIONS PER DRAWINGS. EXCAVATE PIT, PLANT AND STAKE OR GUY, AS CALLED OUT AND DETAILED. ALL TREES AND SUPPORTS TO STAND VERTICAL TREES SHALL BE PLACED AS SHOWN ON THE PLANTING PLAN, LOCATED AS DETAILED AND AS CALLED OUT ON PLANT UST. BACKFILL SHALL BE PIT SPOILS. SETTLE BACKFILL USING WATER ONLY. NO MECHANICAL COMPACTION. SHRUBS: INSTALL SHRUBS AS SPECIFIED FOR TREES. GROUNDCOVER: EXCAVATE PITS TO A MINIMUM OF THREE INCHES (3") BELOW, AND TWICE THE ROOT BALL DIAMETER. WATER THOROUGHLY AND TAKE CARE TO ENSURE THAT ROOT CROWN I5 AT PROPER GRADE, AS DETAILED. MULCH (TOPDRESSING): MULCH ALL GROUND COVER AREAS NOT COVERED BY TURF. MULCH MAY BE APPLIED PRIOR TO INSTALLATION OF GROUNDCOVER WHICH IS SMALLER THAN ONE GALLON CONTAINER SIZE. UTILITY CLEARANCES: FIELD ADJUST PLANT LOCATIONS FOR 8 -FOOT SEPARATION OF TREES /SHRUBS AND 2 -FOOT SEPARATION FOR GROUNDCOVER FROM FIRE HYDRANTS AND UTILITY VAULTS. PLANTING MAINTENANCE: CONTRACTOR SHALL MAINTAIN PLANTINGS THROUGH COMPLETED INSTALLATION, AND UNTIL ACCEPTANCE OF LANDSCAPE INSTALLATION. PLANTING MAINTENANCE SHALL INCLUDE WATERING, WEEDING, CULTIVATING, TIGHTENING AND REPAIRING OF TREE GUYS, RESETTING PLANTS TO PROPER GRADES OR POSmON, RE-- ESTABLISHING SETTLED GRADES; AND MOWING LAWNS WEEKLY AFTER TURF ESTABLISHMENT. HERBICIDE IS NOT RECOMMENDED. INCLUDED IS REPLACEMENT OF DEAD PLANTS AND PLANTS SHOWING LOSS OF 40 PERCENT OR MORE OF CANOPY. IRRIGATION MAINTENANCE THE IRRIGATION SYSTEM SHALL BE MAINTAINED INCLUDING ADJUSTMENTS FOR BALANCED WATER DISTRIBUTION & PRECIPITATION. FAILED OR MALFUNCTIONING IRRIGATION EQUIPMENT SHALL BE REPLACED OR CORRECTED. PLANT AND IRRIGATION MAINTENANCE SHALL INCLUDE THOSE OPERATIONS NECESSARY TO THE PROPER GROWTH AND SURVIVAL OF ALL PLANT MATERIALS. CONTRACTOR SHALL PROVIDE THIS WORK IN ADDmON TO SPECIFIC WARRANTY /GUARANTEES. HOLD PLANTS FROM EDGE OF PLANTER AS NOTED ON PLANT UST BED UNE EDGE CURB/WAU< Spacing Detail SCALE: NONE w NOTE SEE PLANT LIST FOR PLANT SPACING Groundcover Planting Detail SCALE: NONE .F. STAKES; TIE AT APPROX. OF TREE D WITH FLEXIBLE RUBBER TTE IN / FIGURE EIGHT PATTERN. STAKES AND TREE PLUMB E1 3" DEEP SAUCER FOR WATER 3" MIN. DEPTH OF MULCH (BARK) REMOVE ALL TIES, WRAP & CONTAINERS. FREE PERIMETER ROOTS FROM NURSERY BALL EXCAVATE TREE PIT AT A MIN. OF 4 TIMES DIA. OF ROOTBALL L AT BALL CENTER, TAPERING PIT GRADE TO FINISH GRADE PIT SPOILS, NURSERY BALL WASTE BACKFILL SET BALL ON UNDISTURBED SUBGRADE, OR COMPACTED SOIL o UGI-IT FERTIUZER OVER PLANTING BED AFTER BACKFILL ONLY; NO FERTIUZER IN PLANTING PIT. O WORK PERIMETER ROOTS FREE OF NURSERY BALL & SPREAD OVER EXCAVATED PIT. BALL & PIT TO BE COURSELY SCARIFIED. Evergreen Tree Planting (6' to 10' Height) SCALE: NONE PRUNE DAMAGED TWIGS AFTER PLANTING PLACE IN VERT. POSITION: DOUBLE LEADERS WILL BE REJECTED NOTES: O STAKING ON ''AS NEEDED BASIS" PER NOTES; AU_ GUYS TO BE FLEXIBLE O KEEP ROOTBALL MOIST AND PROTECTED AT ALL TIMES O HOLD CROWN OF ROOTBALL AT OR JUST ABOVE FINISHED GRADE O PROTECT ROOTS, TRUNK AND UMBS FROM INJURY O BACKFILL TO BE SETTLED USING WATER ONLY – NO MECHANICAL COMPACTION O REMOVE ALL WRAP, TIES & CONTAINERS, REGARDLESS OF MATERIAL O FERTIUZER IS NOT RECOMMENDED. POLES), PWMB 2 x2 ELASTIC HAINN– LOCK D TYPE OR WITH C RUBBER GUYS TIED IN FIGURE EIGHT (NO WIRE); REMOVE AFTER ONE GROWING SEASON PROTECTIVE WRAPPING DURING SHIPMENT TO SITE & INSTALLATION REMOVE AT COMPLETION OF PLANTING TURF PLANTING ;I PROVIDE 3' DIA. "NO GRASS" TREE RING & 3" DEEP MULCH IN WELL MULCH: 1/2" -- 1" SIZE HOLD BACK FROM TRUNK 8" TO 10" FINISHED GRADE, PREPARE PLANTING BED PER SPEC'S; AT MIN., LOOSEN AND MIX SOIL TO 18" OR DEPTH OF ROOTBALL AND 4 TIMES BALL DIA. REMOVE ALL WRAP. TIES. AND CONTAINERS SCORE ROOTBALL AND WORK NURSERY SOIL AWAY FROM PERIMETER ROOTS. SPREAD ROOTS INTO EXCAVATION. SET BALL ON UNDISTURBED BASE OR COMPACTED MOUND UNDER BALL— PENETRATION TO 24" DEPTH Deciduous Tree Detail (B and B, Less Than 3" Dia.) SCALE: NONE FEATHER EXCESS SOIL UNDER MULCH 1" MULCH AT CRO 1/2" ABOVE GRADE 1" ABOVE GRADE 2" MULCH (COMPACTED) * IiREPP,AR TYPICAL NOTES: • " PLANTING 0 REMOVE CONTAINER & WORK ROOTS BED FREE OF SOIL; SPREAD ROOTS INTO EXCAVATION 0 BACKFLL TO BE SETTLED USING WATER ONLY UE 3BB 1MAN 1 OAL LOSI-SOMMItiallANIER (P minED/FmMLAH) ( tam!) SPACING AS CALLED OUT ON PLAN /PLANT UST HOLD PLANTS FROM EDGE OF PLANTER AS NOTED ON PLANT UST NOTE THIS SPACING APPUES TO GROUNDCOVER AND FORMAL SHRUB ROW PLACEMENT. FINISHED GRADE AT 4:1 SLOPE MAX); 2% SLOPE TYP. MIN.) CURB PER CML DRAWINGS (WALK SIMILAR) Planter Section SCALE: NONE NO LAWN SPECIFIED. AMENDED PLANTING SOIL PER NOTES (TOPSOIL) 2 MULCH (SETTLED), 3" LOOSE FINISHED GRADE LAWN EDGING PER PLAN Planting Bed Adjacent to Lawn SCALE: NONE NO LAWN SPECIFIED. OVER EXCAVATE PARKING LOT PLANTERS TO LOOSEN COMPACTED SUBBASE OVER ALL AGRICULTURAL SOIL DEPTH OF 3 FEET COARSE TRANSITION FROM TOPSOIL TO SUBSOIL BERM HEIGHT 6" TYP. MIN. OR AS NOTED SOIL UNE: 3" IN MULCH, FL USH IN TURF SUBGRADE REMOVE EXCESS GRAVEL AND PAVING SCALE: NONE BARK MULCH 2" MINIMUM COMPACTED DEPTH Mulch at Curb SCALE: NONE CONDITION \j,J5 1" MAX. TOP OF CURB TO TOP OF MULCH t)4415' 2" COMPACTED DEPTH OF MULCH; 3" LOOSE (MINIMUM) TOPSOIL AS SPECIFIED FINISHED GRADE AT 3:1 SLOPE (MAX), 10:1 (MIN) PREPARED SUBGRADE 1" MAX. (WITH COMPACTED MULCH) 3 " -4 SIDEWALK (CURB SIMILAR) 11I 11 • - :for --I AA" 1 / PAVING SECTION (DEPTH VARIES) 12" MAX. LIP Grading in Parking Lot Planters (Topsoil Prep.) CURB TOPSOIL SETTLED (COMPACTED CONDmON) 1-1/2" DRAIN AT LOW POINTS & 10' MAX. SPACING CURB REVIEWED FOR CODE CO A r „r,r4,►el Ion F Lb 13 7.i ✓66 _ __.-----. .----City Of Tukwila BM TOr.mrICICO RECEIVED CITY OF TUKWILA FEB 02 COO6 PE mi r CENTEh D STATE OF v WASHINGTON REGISTERED RCHITECT H. BRUCE McCRORY CERTIFICATE NO. 504 (VALID ONLY WITH SIGNATURE) c Y 0 0 a M N— "� c3 W J m a 0 tEi o Z W ''"' af Z W � . O W Z co 0 .iNe 112 Z W cc Cri i co 13311H3Z111 Zl3d v �c mcuMI 110gBIAGej LANDSCAPE IRRIGATION PLAN NEW WAREHOUSE /OFFICE - NORMED I1 Tukwila, Washington •Jddv J 1:010 EFT WP!}� IA iaaI . /a I V r 1 1 Fail • NORMED - SHAW PARTNERSHIP 4310 South 131st Place Tukwila, WA 98124 To a m C r� a 0 a 7 r M 1 . m C cp rn 3 U d a C) •,.. 0 I 10 r I ro a 18215 72ND AVENUE SOUTH 4,,G1-140 � KENT WA 98032 o - 4 h (425)251 -6222 CO `I � (J ��L1 7"" o U x``425 251 -8782 FAX co 0 co' CML ENGINEERING, LAND PLANNING, {Ti NG ENGtN SURVEYING, ENVIRONMENTAL SERVICES BALL s + VE AT " . 3" SLV OSSING 1 / GROUPED I / MANIFOLD SHRUB AREA$ \� L ' PGPOSD WAREHO,CJSE n \ / \/ ■■ / ■ dal( ON INTERIOR : 117VAC +1-10 %, 60 Hz. :26. 1.5 A. ION PER ELECTRICAL PLANS, C�ESIGNATED / — j MOU \ RAIN / EN R / ON WEATHER EX SED PO 0 OF EXTERIOR W AT-8"- HEIGHT. PROVIDE CALV 1/2" NDUIT FOR IRRIGATION CONtOL WIR ACCESS CONTROLLER. 2/ CONNECTI N PER �MANCTURER S --IP STRUCTIONS. INSTALL 1" DIA. PVC CONDUIT 24V ELECTRICAL WIRING FROM TO CONTROLLER. / IRRIGATION SHOWN DIAGRAMATI Y FOR PLAN CLARITY. COMMON ENCH AND PLACE EQUIPMENT IN DSCAPE; MANIFOLD GROUPED VALVES IN ADJACENT IBLE. 1" IRRIGATION METER 13" •.SSLV•....• EX. 48" CMP BENCH - FF NWLY BUILDING ENTRANCE ELEV =15.23' EXISTING BUILDING FF= 15.25± / 0 / / / / / / / / / / / a:rrti 1 I 1 8 1 .aaaaallflc /=j ifirlRaafJltr /,�rri. AINIKREWNIIIlgi . . LaaaaR aNSNRMZO. •rF>A/Raar,SlRRt�l.Ea \ .G I s sz»aRammu. 'If m ammma`7iErHrlrlrl►.%Raaa. 4BARMINaaaaOlfMENNIFINFIalt. -1 aaaaarIMINI RRaERaar•. - 1 1MMERRRRailWIMENFFAlaaf "NaaaaarEaar ZWItaaiulrah. 1rlrerraaaaaaRaauaasfaaa_ wy . •�aaai!>rrRRRl�aaaat�a� >ti -1 Rlaaaaaaarl MNNaa 1L.; - INENNEMBEILVMMEINNY,1%. AllINNISIMMISMBRINWYE ' Nrtrraafaaalr, . • aaarfaaaRZlaaWi�/AMPA' `7.a1111Maar€O>fa %liRil` t.r,. l aaaarl AMAIVER O W11aa %rE. 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DRIP) SYMBOL DESCRIPTION ® ® 570Z- 10 F, TQ, TT, H, T, Q -PC VALVE STATION NUMBER VALVE GPM VALVE SIZE 27 30 1.33, 0.99, 0.89, 0.66, 0.44, 0.33 1.28/1.48 10' • TORO 252 SERIES CONTAMINATION RESISTANT ELECTRIC ANGLE VALVES Pe TORO RAIN SWITCH AND BYPASS 0 TORO "GREEN KEEPER" 4 STATION CONTROLLER W/ EXPANSION MODULE(S) OF +2, UP TO 12 STATIONS, AS NEEDED. WILXINS 850 - BAU. VALVE TO MATCH CARSON INDUSTRIES #1730 ( AT P.O.C.) GRADE LEVEL VAULT WITH BOLT LOCK UD © TORO 1" QUICK COUPLING VALVE (QCV) AND KEYS; COMBINE WITH OTHER VALVES IN SQ.; BOX OR 10" DIA. BOX WILKINS 950 XLT - 1" DOUBLE CHECK VALVE (STATE APPROVED); TEST AND CERTIFICATION BY LICENSED BACKFLOW TESTER. . 4 PLASTIC BALL VALVE (MATCH LINE SIZE) IN 6" CAPPED SLEEVE MAINLINE - CLASS 200 PVC or COVER); SIZE PER PLAN LATERAL - CLASS 200 PVC or COVER); SIZE PER PLAN SLEEVE - CLASS 160 (SDR -26) PVC; 24" MINIMUM COVER AT VEHICLE CROSSINGS; SIZE PER PLAN NOTE: NO PERMANENT IRRIGATION AT MACADAM. WATER AS NEEDED BY TRUCK THROUGH FIRST SUMMER. SPRINKLER HEADS: TORO 570Z- -4P /6P POP -UP FOR SPRAY HEADS; 4" POP ONLY IN TURF; RISER (R) AS NOTED ON PLAN. DESIGNED FOR USE OF PCD'S (-PC) WITH 30 -40 OPERATING PSI. USE STANDARD & 1 -FOOT LESS RADIUS FOR UNDER 30 PSI, MINIMUM SYSTEM OP TING PSI OF 20. SIZE PRESSURE - COMPENSATING DEVICES (PCDs) PER CATALOG PERFORMANCE DATA. MIN. SQ/TRIA RADIUS SYMBOL NOZZLE ( -PC: WITH PCD's PER CATALOG) PSI GPM (STD: PCD's PER CATALOG) PRECIP. COVER • 13 570Z- 4-551; 45 -SST, CST, EST -PC 30 0.88, 0.50, 0.86, 0.43 1.39 4'x30'/18'/15' i I i , EX. POWER PLE (APPROX. LO ATION) 0 %les) OV Cou z 15 , STATE OF WASHINGTON REGISTERED DSCAPE ARCHITECT H. BRUCE McCRORY CERTIFICATE NO. 504 (VALID ONLY IMTH SIGNATU 8 8 RECEIVED CITY OF TUKUVI FEH 0 2 2006 PERMIT CENTEh 5- 0 Scale: 1=40 bmccrory Xrefs: Date/Time: 04/26/2005 .W3llH3W and 71M "MCI uo!S +AGJ T IRRIGATION NOTES AND DETAILS NEW WAREHOUSE /OFFICE - NORMED II Tukwila, Washington •eddy 'Po nex1 i 11. I 3/21/02 e}oQ V r - ' °N For NORMED - SHAW PARTNERSHIP 4310 South 131st Place Tukwila, WA 98124 m c M 0 a N A 'C r = a a C v, 0 C 0 . 0 O E i r D �• _ �� 6 18215 72ND AVENUE SOUTH Q' v KENT, WA 98032 o 4 = `" %I (425)251 -6222 m mil.-., gra 0 - % .4. (425)251 -8782 FAX R y s c° CIVIL ENGINEERING, LAND PLANNING, 64T4NG EN GO , (Q► SURVEYING, ENVIRONMENTAL. SERVICES Job Number 6719 Sheet L5 of 5 Irrigation Notes REVISED 10/00 1. GENERAL CONTRACTOR AND LANDSCAPE CONTRACTOR TO COORDINATE: INSTALLATION OF 110V ELECTRICAL SERVICE FROM ELECTRICAL SOURCE TO AUTOMATIC CONTROLLER, INCLUDING WIRE HOOK -UP INTO MOUNTED CONTROLLER. IRRIGATION CONTRACTOR WILL MOUNT CONTROLLER PER DESIGN AND COORDINATE WITH GENERAL CONTRACTOR. B. INSTALLATION OF IRRIGATION /SERVICE METER AND STUB TO IRRIGATION POINT OF CONNECTION, PER UTILITY PLAN(S). PROVIDE STANDARD THREADED STUBOUT WITH THREADED CAP ON DISCHARGE SIDE OF METER. STUBOUT TO BE INSTALLED APPROXIMATELY 18 INCHES BELOW FINISHED GRADE. C. VERIFICATION OF STATIC WATER PRESSURE AT POINT-OF-CONNECTION (P.O.C.) CONTRACTOR SHALL NOTIFY OWNER AND BARGHAUSEN CONSULTING ENGINEERS, INC., OF ANY VARIATION IN STATIC PRESSURE OVER 5 PSI GREATER /LESS THAN DESIGN PRESSURE. D. INSTALLATION OF SLEEVING. 2. SYSTEM HAS BEEN DESIGNED FOR 27 GPM AT 30 PSI. VERIFY STATIC PRESSURE. DSIGN IS FOR 60 3. 1 WORK PER LOCAL CODES. INSTALLATION PER MANUFACTURER'S SPECIFICATIONS. 4. 1 VALVES TO BE PLACED IN "CARSON" GRADE LEVEL BOXES WITH BOLT -LOCK UDS (OR APPROVED EQUAL). SET BOXES 1 INCH HIGHER THAN FINISH GRADE FLUSH WITH FINISHED GRADES. 5. MAINLINE PIPE TO BE BURIED 18 INCHES AND LATERALS 12 INCHES BELOW FINISH GRADE. NO ROCK OR KRIS TO BE BACKRLLED OVER PIPE.. 6. HEAD AND LINE POSITIONING IS DIAGRAMMATIC ON PLAN. ADJUST IN FIELD AS NECESSARY FOR ADEQUATE COVERAGE. VALVES SHALL BE POSRIONED ADJACENT TO CURBS, IN SHRUB BEDS WHERE POSSIBLE. 7. PROVIDE OWNER WITH TWO (2) SETS "AS- BUILT" DRAWINGS AND OPERATOR'S MANUAL UPON COMPLETION. INSTRUCT OWNER AS TO PROPER WINTERIZATION OF IRRIGATION SYSTEM (BLOW OUT). 8. FAMILIARIZE FACILITY OPERATOR WITH IRRIGATION SYSTEM FUNCTION, CONTROLLER PROGRAMMING, SYVEM OPERATION AND MAINTENANCE REQUIREMENTS. 9. NO SPRINKLERS ON RISERS SHALL BE INSTALLED NEXT TO WALKS, STREET, AND /OR PAVEMENT. SPRINKLERS IN HAZARDOUS LOCATIONS SHALL BE FLUSH MOUNTED, POP -UP MODELS ONLY. IRRIGATION HEADS ON RISERS SHALL BE NOTED ON THE PLANS. RADIUS REDUCTION SHALL BE MADE BY USE OF PRESSURE ADJUSTMENT, SCREENS, AND /OR ALTERNATE NOZZLES. IN- NOZZLE ADJUSTMENT IS LIMITED TO 10 PERCENT FOR SPRAY HEADS AND PER MANUFACTURER'S LIMITS FOR OTHER SPRINKLERS. SPRINKLER SPACING SHALL NOT EXCEED 60% OF THE DIAMETER OF THE PUBLISHED DATA. 1 CONTROL WIRE SPLICES SHALL BE MADE AT VALVE BOXES WITH WATER TIGHT SPLICES, 3M, SCOTT'S LOCK SEAL TACK 3576 -78, OR EQUAL EACH VALVE BOX TO CONTAIN A MINIMUM OF ONE (1) SPARE ORANGE CONTROL WIRE FOR JACKETED WIRE ROUTE ONE SPARE WIRE FROM THE CONTROLLER TO THE LAST VALVE OF EACH MAINUNE BRANCH. COMMON WIRE SHALL BE WHITE. SINGLE STRAND WIRE SHALL BE A MINIMUM OF 14 GAUGE WITH SPARE WIRE TO BE YELLOW. 1 ELECTRICAL EQUIPMENT SHALL BE U.L TESTED AND APPROVED, AND SHALL BEAR THE U.L LABEL PROVIDE MANUAL SHUT -OFF VALVE TO LINES ENTERING RIGHT-OF-WAY WHEN ZONED IN COMMON WITH PRIVATE ONES A MINIMUM OF 24 INCHES INSIDE PROPERTY UNE IN 6 -INCH DIAMETER VALVE BOX. ROSS CONNECTION PROTECTION INSPECTION REQUIRED. THE BACKFLOW DEVICE SHALL BE TES I tU UPON THE ORIGINAL INSTALLATION. THE TESTING SHALL BE PERFORMED BY A PERSON HOLDING A CURRENT CERTIFICATE AS A BACKFLOW TESTER. THE TEST REPORT SHALL BE SUBMITTED TO THE LOCAL WATER DISTRICT, OR PURVEYOR, AND OWNER WITH COPY TO BARGHAUSEN CONSULTING ENGINEERS, INC.. COMPACTOR SHALL INCLUDE TESTING IN THE SCOPE OF WORK. OWNER IS RESPONSIBLE FOR ANNUAL INSPECTIONS AFTER THE Rex INSPECTION. CONTRACTOR SHALL PROVIDE SYSTEM WINTERIZATION /SPRING SERVICE WHEN INSTALLATION HAS BEEN COMPLETED WITHIN 90 DAYS OF NOVEMBER 1 FOR WINTERIZATION, OR MAY 15 FOR SPRING SERVICE. SERVICE TO BE PERFORMED AS NEAR AS PRACTICAL TO THE ABOVE DATES, OR AS FREEZE /PRECIPITATION CONDMONS DETERMINE SERVICE NEED. IRRIGATION SCHEDUUNG: THE IRRIGATION CONTROLLER CONTAINS A WATER BUDGET FEATURE. PERIODIC (WEEKLY) ADJUSTMENT OF THE WATER SCHEDULE IS INTENDED TO BE DONE VIA BUDGET ADJUSTMENT. RE-ADJUST WATERING DAYS AT 100 PERCENT BUDGET WHEN ADJUSTMENT EXCEEDS 30 %. SET CONTROLLER FOR HIGHEST ETo WATER SCHEDULE, BASED ON PUBLISHED LOCAL EVAPOTRANSPIRATION SYSTEM HAS BEEN DESIGNED FOR 50 TO 80 PERCENT DISTRIBUTION UNIFORMITY. TURF ZONES SHOULD BE SCHEDULED FOR 100 PERCENT REPLACEMENT FACTOR ON A TYPICAL MINIMUM 3 -DAY CYCLE SHRUB ZONES SHOULD BE PROGRAMMED AT 40 TO 70 PERCENT OF THE MONTHLY TURF WATER REQUIREMENT ON A ONCE PER WEEK CYCLE. ALL WATERING IN EXCESS OF THE LOCAL ETo ("FIELD RECHARGE') SHALL BE COMPLETED DURING THE CONSTRUCTION PHASE WHILE THE CONTRACTOR IS ON THE JOB SITE. OVER WATERING OF LANDSCAPE DUE TO CONTROLLER TIMING SHALL BE GROUNDS FOR CONTRACTOR TO REPAIR ANY RESULTANT DAMAGES AT HIS OWN EXPENSE. 18. SUBSTITUTION OF IRRIGATION MATERIAL /EQUIPMENT SHALL BE MADE ONLY UPON WRITTEN APPROVAL OF OWNER'S REPRESENTATIVE. 19. ALL TURF ZONES SHALL PASS A MINIMUM DISTRIBUTION UNIFORMITY OF 62 PERCENT, AS TE iu) THROUGH AN IRRIGATION ASSOCIATION CERTIFIED WATER AUDIT. MARLEX NIPPLE LATERAL NOT TO SCALE • MANUFACTURER'S UMFTS PREVAIL FOR INSTALLATION AND ADJUSTMENTS. FIXED RISER ASSEMBLY SPRINKLER SCH 80 RISER ! FINISH GRADE VtUr1rr1 SCH 40 PVC TEE SxSxT w z z 0 SCH 80 PVC UNION DOUBLE CHECK VALVE PER DETAIL SCH 80 PVC UNION PVC 0 THE BACKFLOW DEVICE SHALL HAVE 6" MINIMUM UNOBSTRUCTED CLEARANCE ON ALL SIDES POINT OF CONNECTION (P.O.C.) DETAIL NOT TO SCALE OUBLE CARSON GRADE LEVEL VALVE BOXES QUICK COUPLING VALVE (BLOWOUT) METER PER CITY STANDARDS METER STOP QUICK COUPLING VALVE NOT TO SCALE * SLEEVING MATERIAL SHALL BE PVC CLASS 160(SDR -26). * DIMENSIONS ARE MIN. CLEARANCES. * ALL IRRIGATION SLEEVING TRENCH BACKFILL MATERIAL SHALL BE CLASS "B" OR BE I I rK (MAX. OF 10% PASSING NO.40 SCREEN) AND BE COMPACTED TO MIN. 95% OPTIMUM DENSITY PER ASTM D -1557- 0 (MODIFIED PROCTOR) SLEEVE/TRENCHING DETAIL NOT TO SCALE SPRINKLER FLUSH AT LAWN & FLUSH WITH MULCH LINE SPRINKLER NOT TO SCALE FINISH GRADE PLASTIC VALVE BOX (10" DIA.) QUICK COUPLING VALVE 1 C.U. FT. 7/8" GRAVEL SUMP MARLEX ELL (TYP.) MARLEX NIPPLE SCH 40 PVC SXSXT TEE TOPSOIL (FINISH GRADE) PAVING SECTION PER CIVIL PLANS COMPACTED BACKFILL AT 90% DENSITY (TOPSOIL BACKFILL) AT 95% DENSITY (STRUCTURAL) PVC LATERAL SLEEVE(S) ALT. WIRE SLEEVE PVC MAINLINE VALVE WIRING PIPE BED MATERIAL TO BE CLEAN & FREE OF ROCK LARGER THAN 1/2" 6 "/12" POP AT SHRUBS 4" POP AT TURF -S" CLR. OF OBSTRUCTION • MANUFACTURER'S UMITS PREVAIL FOR INSTALLATION AND ADJUSTMENTS. • PROVIDE SWING JOINT RISERS AT WALKS AND CURBS. 24" FLEXIBLE RISERS ACCEPTABLE ELSEWHERE. POP -UP RISER ASSEMBLY WILKINS 600 PRES. REDUCING VALVE AS NECESSARY T X S COUPLING: CONTR. TO PROVIDE THREADED FIG. AND CAP ON DISCHARGE SIDE OF METER. PER CITY STOS. MULCH CONDITION FINISH GRADE SLOPE COVERAGE CONDITIONS. 50% OF SLOPE ANGLE (TYP) - _LE< 90' ELBOW SCH 40 PVC TEE SxSxT (SIDE INLET ONLY) z U CHECK VALVE ASSEMBLY NTS G N RADE SCH 80 NIPPLE SCH 80 SXT 90' ELBOW SCH 80 NIPPLE NOTES: NOT TO SCALE EQ NOT TO SCALE I I.I.III II II DC 0 pppo * ELECTRICAL 24 VAC; INSTALL. PER MFR'S SPECS. * SET ADJUSTMENT AT 1 /4 RAINFALL TO INTERRUPT SOLENOID CIRCUIT D e BLOCK AS NECESSARY WITH BRICKS c C C OR CONC. BLOCKS AT BASE OF VAULT - O GRAVEL SUMP -7/8" WASHED GRAVEL I I NOTE: INSPECTION OF COMPLETED ASSEMBLY BY CERTIFIED TESTER REQUIRED. I I IIIIIIIIIIIIIII c PVC MAINLINE MAIN LINE FITTING SCH 40 SUP TEE REMOTE CONTROL VALVE DOUBLE GRADE LEVEL BOXES SIZE TO PERMIT 12" MIN. CLR. _ FROM WALLS TO TEST COCKS; BOLT LOCK LID. DOUBLE CHECK VALVE (STATE APPROVED ASSEMBLY) RESIUANT SEATED VALVES & TEST COCKS; INSTALL ASSEMBLY AS SHOWN OR THE TEST COCKS IN HORIZONTAL POSITION, PER LOCAL REQUIREMENTS. -�� WIRE WITH WATERPROOF WIRE CONNECTOR PLASTIC CONTROL VALVE BOX WITH COVER (10" DIA.x12" MIN.) PVC LATERAL TO SPRINKLERS - PROVIDE EXTRA COILS (18 ") OF EACH WIRE IN VALVE BOX - TAPE WIRE TOGETHER EVERY 20 FT. . - MIN. 6" DEPTH, 7/8" WASHED GRAVEL UNDER EACH VALVE - COMPACT SOIL AROUND VALVE BOX - USE TEFLON OR PLOWABLE SEALANT IN ALL THREADED FITTINGS, PER MANUFACTURES SPEC'S. PVC MAINUNE PER PLAN SCH 80 NIPPLE & FEMALE ADAPTER UNION AT EACH SIDE OF VALVE SCH 80 PVC 111111 . MOUNT ON WEATHER EXPOSED WALL 8' ABOVE GRADE. . PROVIDE 1/2" GALV. ELECT. CONDUIT TO CONTROLLER. . "MINI CLIK II" RAIN SENSOR BY GLEN- HILTON PRODUCTS, RICHMOND, VA. RAIN SENSOR DETAIL (WALL MOUNT) SCH 80 NIPPLE (TYP.) PVC SCH 80 NIPPLE AND FEMALE ADAPTOR REMOTE CONTROL VALVE; BODY CLEAR OF SUMP 1 C.F. 7/8" GRAVEL SUMP D 1 4 4 5 CODECOMPU a oreartutzin FEB 1 3 VS tn 0 M RECEIVED CITY OF TUKVVILA FEB 0 2 2006 I EKMI CENT "Eh STATE OF WASHINGTON REGISTERED E ARCHITECT H. BRUCE McCRORY CERTIFICATE NO. 504 (VALID ONLY WITH SIGNATURE) P V cm 1 File: P:\06000s\6719\engineering\6719-14.dwg Date/Time: 04/21/2005 10"-12" QR. FROM SUMP VICINITY MAP HABITAT CROSSING 'JD EXISTING WETLAND EDGE 18 EXISTING TREES TO BE SAVED. TREES TO BE PROTECTED PER DETAIL ON SHEET 4 OF 5 WETLAND MITIGATION PLAN PRIOR TO EXCAVATION, CONTRACTOR SHALL DIG AND STORE EXISTING FLAGGED PLANS. PLANTS TO BE SALVAGED WILL BE FLAGGED BY THE PROJECT BIOLOGIST; PROVIDE THREE DAYS NOTICE PRIOR TO BEGINNING EXCAVATION. CONTRACTOR IS RESPONSIBLE FOR STORING AND WATERING THE SALVAGED PANTS UNTIL THEY ARE REPLANTED. THE TOP 12" OF SOIL IN THE EXISTING WETLAND AREA SHALL BE REMOVED AND DISPOSED OFF -SITE PER THE EXCAVATION NOTES 1 THROUGH 4 ON SHEET 3. ALL EARTH WORK OPERATION SHALL BE IN ACCORDANCE WITH GEOTECHNICAL REPORT PREPARED FOR THE PROJECT BY TERRA AND ASSOCIATES INC. DATED NOV. 7, 2005. ONCE FINAL SLOPES ARE ESTABLISHED, THE EXPOSED SOILS SHALL BE SEEDED AND COVERED WITH AN EXTENDED -TERM EROSION CONTROL BLANKET PER GEDTECH ENGINEER RECOMMENDATION. EXISTING TREES TO BE SAVED. TREES TO PROTECTED PER DETAIL ON SHEET 4 OF 5 WETLAND MITIGATION PLAN T 1/4 OF SEC. 15, T. 23, R. TY, WASHI. OTO FINAL SLOPE�RA.! BERE$ ?NORTH AMERICAN 40 .-- - EN C125 DOUBLE NET COCONUT BLANKET (OR EQUAL) EXISTING BUILDING F..F CALL BEFORE YOU DI 1 800-424-5555 D ®D �, ® ,� e a��Nt�I`A FEB 137 RECEIVED CITY OF TUKWQLA FEB 027 (118 r.l PEhivU I utIN (Eh A D 14 10 O‘ O L F S O N ADOLFSON ASSOCIATES, INC. En vironm en tal Solutions 5309 Shilshole Ave. NW Seattle, WA 98107 P: (206) 789 -9658 F: (206) 789 -9684 NOT TO SCALE File name: barghausen.dwg Date: 4/27/05 mbe Revised : 1 1/8/05 mbe MAP DATA ARE THE PROPERTY OF THE SOURCES LISTED BELOW. INACCURACIES MAY EXIST, AND ADOLFSON ASSOCIATES, INC. IMPLIES NO WARRANTIES OR GUARANTEES REGARDING ANY ASPECT OF DATA DEPICTION. SOURCE: BARGHAUSEN CONSULTING ENGINEERS 9127/04 (site plan and grading plan) WETLAND MITIGATION GRADING PLAN NORMED WAREHOUSE AND OFFICES NORMED DEVELOPMENT SHEET NO. 1 OF 5 PLA\ SYMBOL Trees: M B Dog DH 0 Crab BC Q DF HW PW Sit CD H Shrubs: 0 0 pc E 0 Seed Mix: T SC SCIENTIFIC NAME Acer macrophyilum Betula papyrifera Cornus nuttallii Crataegus douglasii Fraxinus latifolia Malus fusca Populus balsamifera Populus tremuloides Pseudotsuga menziesii Salix hookeriana Salix lucida Salix sitchensis Thuja plicata Tsuga heterophylla Acer circinatum Cornus stolonifera Gaultheria shallon Lonicera involucrata Mahania aquifolium Polystichum munitum Prunus emarginata Ribes lacustre Rosa gyrnnocarpa Rosa nutkana Rubus spectabilis Sambucus racemosa Syrnphoricarpos albus Seed all areas of disturbed soil, 45# /acre. Alopecurus geniculatus Agrostis oregonensis Festuca rubra � ' ` � lfiluc: nl r R • - �� - � — �TnT!3 ��� ►fir D �.J73 3019 IMIROY—MS A COMMON NAME Big—leaf maple 33 Paper birch 24 Pacific dogwood g Douglas hawthorn 30 Oregon ash 31 Western crabapple 35 Black cottonwood 26 Quaking aspen 26 Douglas fir 38 Hooker's willow 37 Pacific willow 19 Sitka willow 11 Western red cedar 22 Western hemlock 17 Vine maple 64 2 gal. Water Foxtail Oregon bentgrass Red Fescue QUANTITY SIZE NOTES Red —osier dogwood 63 1 gal. Sold 72 1 gal. Black twin —berry $7 1 gal. Tall Oregongrape 69 1 gal. Sword fern 151 1 gal. Bitter cherry 21 1 gal. Prickly currant 82 1 gal. Baldhip rose 108 1 gal. Nootka rose 74 1 gal. Salmonberry 199 1 gal. Red elderberry 27 1 gal. Common snowberry 76 1 gal. 60% composition 30% composition 10% composition 1 gal. /5 gal. 2 gal. 2 gal. 1 gal. 1 gal. /5 gal. 2 gal. 1 gal. 1 gal. 1 gal. /5 gal. 1 gal. 1 gal. 1 gal. 1 gal. /5 gal. 1 gal. /5 gal. every 5th plant is 5 gal. every 5th plant is 5 gal. every 5th plant is 5 gal. every 5th plant is 5 gal. every 5th plant is 5 gal. 3' on center 3' on center 3' on center EXISTING CULVERT lE=7.8 v� MACADAM ROAD \T D IDL•kil4 P5' RECEIVED CITY OF TUKWILA FEB 0 2 2006 PEt vII i CEN i"Eh AD O L F S O N ADOLFSON ASSOCIATES, INC. Environmental Solutions 5309 Shilshole Ave. NW Seattle, WA 98107 P: (206) 789 -9658 F: (206) 789 -9684 0 is ao SCALE 1"=30' 60 File name: planting.dwg Date: 10/27/04 mbe Revised: 11/8/05 mbe MAP DATA ARE THE PROPERTY OF THE SOURCES LISTED BELOW. INACCURACIES MAY EXIST, AND ADOLFSON ASSOCIATES, INC. IMPLIES NO WARRANTIES OR GUARANTEES REGARDING ANY ASPECT OF DATA DEPICTION. SOURCE: BARGNAUSEN CONSULTING ENGINEERS $I17/V4 (site plan and grading plan) STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHRECT MARK D. EP5TFJN CERTIFICATE NO. 701 WETLAND MITIGATION PLANTING PLAN NORMED WAREHOUSE AND OFFICES NORMED DEVELOPMENT SHEET NO. z OF 5 WETLAND /STREAM RESTORATION NOTES PERMITTING 1. STREAM RESTORATION CONSTRUCTION MUST ADHERE TO ALL REQUIREMENTS AND PROVISIONS STATED IN THE FOLLOWING TWO DOCUMENTS: A) HYDAULIC PROJECT APPROVAL, DATED JUNE 10, 2005 FROM THE WASHINGTON DEPARTMENT OF FISH AND WILDLIFE. NOTE REQUIREMENTS FOR NOTIFICATION, FLOW B YPASS, CHANNEL REALIGNMENT, FISH REMOVAL, EROSION AND SEDIMENT CONTROL, AND SEASONAL LIMITATIONS. B) NORMED WAREHOUSE /OFFICE BIOLOGICAL EVALUATION, DATED MARCH 2002, PREPARED B Y ADOLFSON ASSOCIATES. PARTICULARLY NOTE SECTION 6.6, RECOMMENDED CONSERVATION MEASURES. EXCAVATION 1. PRIOR TO THE START OF EXCAVATION, THE CONTRACTOR SHALL PROVIDE INFORMATION REGARDING WHERE THE EXCAVATED MATERIALS WILL BE DISPOSED. CONTRACTOR SHALL PROVIDE EVIDENCE THAT THE MATERIAL WAS DISPOSED OF AT THE LOCATION INDICATED. 2. THE TOP TWELVE INCHES (121 OF SOIL SHALL BE REMOVED FROM THE ENTIRE EXISTING WETLAND AND DISPOSED OFF -SITE TO REMOVE ALL REED CANARY GRASS AND SEED BED. 3. CONTRACTOR SHALL TAKE ALL PRACTICABLE MEASURES TO AVOID COMPACTION DURING EXCAVATION AND WEED REMOVAL. INVASIVE WEED REMOVAL WITHIN TREE PROTECTION AREAS SHALL BE DONE BY HAND. 4. PROJECT BIOLOGIST SHALL BE PRESENT DURING WETLAND EXCAVATION FOR REED CANARY GRASS REMOVAL, PROVIDE THREE DAYS NOTICE BEFORE COMMENCING EXCAVATION WORK. STAKING 1. CONTRACTOR SHALL STAKE STREAM CENTERLINE AND TOP OF BANK PRIOR TO STREAM EXCAVATION FOR APPROVAL BY THE PROJECT BIOLOGIST. GRAVEL 1. THE GRAVEL MIX SHALL BE PLACED A MINIMUM OF 12" DEEP, FROM EACH ROOTWAD TO 10' DOWNSTREAM, AS DIRECTED BY THE BIOLOGIST TO FORM A NATURAL STREAM BOTTOM. THE ROCK SHALL BE PLACED IN A MANNER SUCH THAT ALL RELATIVELY LARGE STONES SHALL BE ESSENTIALLY IN CONTACT WITH EACH OTHER AND ALL VOIDS FILLED WITH THE SMALLER MATERIALS TO PROVIDE A WELL - GRADED, COMPACT MASS. 2. GRAVEL SHALL BE PROVIDED IN THE FOLLOWING SIZES: <.25" DIAMETER -10 % BY VOLUME .25 " -1.5" DIAMETER - 40 % BY VOLUME 1.5 "-3" DIAMETER - 35 % BY VOLUME 3"-4_ DIAMETER -15 % BY VOLUME 3. THE CONTRACTOR SHALL CLEAN THE BOULDERS OF ALL DIRT AND LOOSE DEBRIS PRIOR TO PLACING THEM INTO THE STREAM. TOPSOIL 1. TOPSOIL SHALL BE A MIX OF SIX INCHES (6") OF IMPORTED TOPSOIL WITH AN ORGANIC CONTENT OF AT LEAST 30 % AND SIX INCHES (6") OF IMPORTED COMPOST (CEDAR GROVE COMPOST, OR APPROVED EQUAL) EVENLY SPREAD OVER THE ENTIRE WETLAND AREA OR AS DIRECTED BY THE PROJECT BIOLOGIST. TOPSOIL MIX SHALL BE MECHANICALLY WORKED INTO THE TOP 12" OF REMAINING SOIL IN TWO, SIX -INCH LIFTS . COMPOST SHALL NOT BE PLACED WHEN THE GROUND OR TOPSOIL IS FROZEN, EXCESSIVELY WET, OR IN A CONDITION DETRIMENTAL TO THE WORK. 4 (29. STREAM CHANNEL BOULDER SEE DETAIL SHEET 4 WILDLIFE CROSSING SIG SEE DETAIL SHEET 3 N GPA SIGN SEE DETAIL SHEET 4 UNANCHORED LARGE WOOD SEE DETAIL SHEET 4 ADOLFSON ASSOCIATES, INC. Environmental Solutions 5309 Shilshole Ave. NW Seattle, WA 98107 P: (206) 789 -9658 F: (206) 789 -9684 O 15 30 SCALE 1"=30' BO MAP DATA ARE THE PROPERTY OF THE SOURCES LISTED BELOW. INACCURACIES MAY EXIST, AND ADOLFSON ASSOCIATES, INC. IMPLIES NO WARRANTIES OR GUARANTEES REGARDING ANY ASPECT OF DATA DEPICTION. SOURCE: BARGHAUSEN CONSULTING ENGINEERS 8/27/114 (site plan and grading plan) EXISTING CULVERT IE =7.8 File name: planting.dwg Date: 4/27/05 mbe Revised: 11/8/05 mbe STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT MARK R. EPSTEIN CERTIFICATE NO. 701 MACAD ROAD ' MIN. WILDLIFE CROSSING ZONE 11=11=11=11=11=11=11=11=11=11 =� _ - 1 =11 =111 =i1= 11.1 11=11= u =1: II11 =1 11=11= 11=11= : u= 11,, =11? 11- 11 11= 1. =11-11 -11 7 11= 11= 11 =i1 =i1 =i1 11=11=;1 =11= X11-11- 11=11=11=: 12" MIN. WILDLIFE CROSSING SIGNS N.T.S. I 2"X I 2" ALUMINUM SIGN WITH WHITE REFLECTIVE BACKGROUND. INSTALL IN LOCATIONS SHOWN ON THE PLANS. 4X4 PRE55URE TREATED WOOD POST WITH I /2' CHAMFER AT TOP SLOPE CONCRETE TO DRAIN AWAY FROM POST CONCRETE COLLAR 6' DEEP OF CRUSHED ROCK 4 41 5- STREAM RESTORATION PLAN NORMED WAREHOUSE AND OFFICES NORMED DEVELOPMENT RECEIVED CITY OF TUKWILA FEB 0 2 [i!U.; PERMIT CEN rEr, 3 OF 5 SHEET NO. CE\ERAL \OTES A\ PLANTING SPECIFICATIONS ORIGIN 1. PLANT MATERIALS SHALL BE NATIVE PLANTS, NURSERY GROWN IN THE PUGET SOUND AREA OF WASHINGTON. HANDLING 1. PLANTS SHALL BE HANDLED SO AS TO AVOILD ALL DAMAGE, INCLUDING BREAKING, BRUISING, ROOT DAMAGE, SUNBURN, DRYING, FREEZING OR OTHER INJURY. PLANTS MUST BE COVERED DURING TRANSPORT. PLANTS SHALL NOT BE BOUND WITH WIRE OR ROPE IN A MANNER THAT COULD DAMAGE BRANCHES. PROTECT PLANT ROOTS WITH SHADE AND WET SOIL IN THE TIME PERIOD BETWEEN DELIVERY AND INSTALLATION. DO NOT LIFT CONTAINER STOCK BY TRUNKS, STEMS, OR TOPS. DO NOT REMOVE FROM CONTAINERS UNTIL READY TO PLANT. WATER ALL PLANTS AS NECESSARY TO KEEP MOISTURE LEVELS APPROPRIATE TO THE SPECIES HORTICULTURAL REQUIREMENTS. PLANTS SHALL NOT BE ALLOWED TO DRY OUT. ALL PLANTS SHALL BE WATERED THOROUGHLY IMMEDIATELY UPON INSTALLATION. SOAK ALL CONTAINER -GROWN PLANTS THOUROUGHLY PRIOR TO INSTALLATION. BARE ROOT PLANTS ARE SUBJECT TO THE FOLLOWING SPECIAL REQUIREMENTS AND SHALL NOT BE USED UNLESS PLANTED BETWEEN NOVEMBER 1 AND MARCH 1, AND ONLY WITH THE PERMISSION OF THE WETLAND BIOLOGIST. BARE ROOT PLANTS MUST HAVE ENOUGH FIBROUS ROOT TO INSURE PLANT SURVIVAL. ROOTS MUST BE COVERED AT ALL TIMES WITH MUD AND /OR WET STRAW, MOSS, OR OTHER SUITABLE PACKING MATERIAL UNTIL TIME OF INSTALLATION. PLANTS WHOSE ROOTS HAVE DRIED OUT FROM EXPOSURE WILL NOT BE ACCEPTED AT INSTALLATION INSPECTION. IRRIGATION 1. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ADEQUATE WATER TO SUSTAIN NEWLY INSTALLED PLANTS FOR THE DURATION OF THE WARRANTY PERIOD. CONTACTOR SHALL PROVIDE TEMPORARY IRRIGATION PRIOR TO BEGINNING PLANTING. CONTRACTOR MAY PROVIDE ALTERNATIVE IRRIGATION METHODS ONLY WITH APPROVAL OF THE PROJECT BIOLOGIST. DAMAGED PLANTS 1. DAMAGED DRIED OUT, OR OTHERWISE MISHANDLED PLANTS WILL BE REJECTED AT INSTALLATION INSPECTION. ALL REJECTED PLANTS SHALL BE IMMEDIATELY REMOVED FROM THE SITE. PLANT NAMES 1. PLANT NAMES SHALL COMPLY WITH THOSE GENERALLY ACCEPTED IN THE NATIVE PLANT NURSERY TRADE. ANY QUESTION REGARDING PLANT SPECIES OR VARIETY SHALL BE REFERRED TO THE WETLAND BIOLOGIST. PLANT SUBSTITUTIONS 1. PLANT SUBSTITUTIONS ARE NOT PERMITTED WITHOUT THE PERMISSION OF THE WETAND BIOLOGIST. SAME SPECIES SUSTITUTIONS OF LARGER SIZE DO NOT REQUIRE SPECIAL PERMISSION. HOWEVER, SMALL PLANTS OFTEN EXPERIENCE LESS TRANSPLANT SHOCK AND ADAPT MORE QUICKLY TO SITE CONDITIONS, RESULTING IN A HIGHER SUCCESS RATE. AS SUCH, SMALLER PLANTS WILL BE APPROVED AS SUBSTITUTIONS BASED ON CERTAIN SITE - SPECIFIC CONDITIONS (TREES NOT LESS THAN 1 GALLON SIZE HOWEVER). QUALITY AND CONDITION 1. PLANTS SHALL BE NORMAL IN PATTERN OF GROWTH, HEALTHY, WELL BRANCHED, VIGOROUS, WITH WELL - DEVELOPED ROOT SYSTEMS, AND FREE OF PESTS AND DISEASES. DAMAGED, DISEASED, PEST - INFESTED, SCRAPED, BRUISED, DRIED OUT, BURNED, BROKEN, OR DEFECTIVE PLANTS WILL. BE REJECTED. PLANTS WITH PRUNING WOUNDS OVER 1" IN DIAMETER WILL BE REJECTED. ROOTS 1. ALL PLANTS SHALL BE BALLED AND BURLAPPED OR CONTAINER- GROWN, UNLESS EXPLICITLY AUTHORIZED BY THE WETLAND BIOLOGIST. ROOTBOUND PLANTS OR B&B PLANTS WITH DAMAGED, CRACKED OR LOOSE ROOTBALLS (MAJOR DAMAGE) WILL BE REJECTED. IMMEDIATELY BEFORE INSTALLATION, PLANTS WITH MINOR ROOT DAMAGE (SOME BROKEN AND /OR TWISTED ROOTS) MUST BE ROOT - PRUNED. MATTED OR CIRCLING ROOTS OF CONTAINER -GROWN PLANTINGS MUST BE PRUNED OR STRAIGHTENED AND THE SIDES OF THE ROOT BALL MUST BE ROUGHENED FROM TOP TO BOTTOM TO A DEPTH OF APPROXIMATELY HALF AN INCH IN TWO TO FOUR PLACES. PLANTING 1. GRUB AND REMOVE EXISTING GRASSES AND HERBS FROM EACH PLANTING PIT TO EXTEND 6 INCHES BEYOND THE WATERING BASIN CIRCLE. MAINTAIN EXISTING VEGETATION 2 FEET BEYOND PLANTED PLOT. 2. THIS PLANTING PLAN IS DESIGNED TO REPLICATE NATURAL PLANT COMMUNITIES IN SPECIES COMPOSITION AND ARRANGEMENT. EVEN SPACING AND STRAIGHT -ROW PLANTING ARE NOT DESIRED WITHE EXCEPTION OF THE EMERGENT AND LIVE STAKE PLANTING. 3. ACTUAL PLANTING LOCATION TO BE DETERMINED BY FIELD CONDITIONS. INSTALL ENHANCEMENT PLANTING AROUND EXISTING VEGETATION. 4. ALL PLANT MATERIAL SHALL BE HEALTHY, NURSERY - GROWN -ONLY STOCK. WEAK OR DAMAGED PLANTS WILL BE REJECTED BY THE PROJECT BIOLOGIST. 5. DEPENDING ON THE AVAILABILITY OF NATURAL RAINFALL, THE LANDSCAPE CONTRACTOR MAY NEED TO PROVIDE SUPPLEMENTAL WATERING TO ENSURE PLANT SURVIVAL. 6. PLANT PROCUREMENT, TRANSPORT, STORAGE, HANDLING, PLANTING TECHNIQUES, CARE OF EXISTING SOIL AND VEGETATION, AND WATERING ARE TO BE PERFORMED PER LANDSCAPE INDUSTRY STANDARDS. 7. THE LANDSCAPE CONTRACTOR SHALL GUARANTEE 100 % PLANT SURVIVAL FOR ONE YEAR AFTER PROVISIONAL ACCEPTANCE BY THE OWNER'S REPRESENTATIVE. ALL DEAD OR DYING PLANT MATERIAL SHALL BE REPLACED BY THE LANDSCAPE CONTRACTOR AND GUARANTEED THROUGH THE FOLLOWING YEAR. PRIOR TO PLANT INSTALLATION, THE LANDSCAPE CONTRACTOR SHALL NOTIFY THE PROJECT BIOLOGIST OF ANY CONDITIONS THAT ARE JUDGED TO IMPAIR PLANT SURVIVAL. ALTERNATIVES WILL BE APPROVED BY THE PROJECT BIOLOGIST PRIOR TO PLANT SUBSTITUTION. FOR ONE YEAR AFTER DATE OF SUBSTANTIAL COMPLETION, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL PLANTS AND MATERIALS TO ENSURE SURVIVAL 8. THE OWNER'S REPRESENTATIVE WILL INSPECT THE PLANTS TO VERIFY CONFORMANCE TO THE PLANT SCHEDULE AND TO PLANT CHARACTERISTICS. OWNER'S REPRESENTATIVE RESERVES THE RIGHT TO REQUIRE REPLACEMENT OR SUBSTITUTION OF PLANTS JUDGED BY THE OWNER'S REPRESENTATIVE TO BE UNSUITABLE. IN THE CASE OF BARE -ROOT PLANTS, ADDITIONAL PLANTS SHALL BE INSTALLED IN MULTIPLES AS REQUIRED TO ACHIEVE SIMILAR HABIT CHARACTERISTICS AND SIZES OF CONTAINER-GROWN OR BALLED- AND- BURLAPPED PLANTS. 11114111 4 1°. A D O L F S O N ADOLFSON ASSOCIATES, INC. En viron m en to/ Solutions 5309 Shilshole Ave. NW Seattle, WA 98107 P: (206) 789 -9658 F: (206) 789-9684 NO SCALE ROOT WAD Western Redcedar or Douglas Fir. Embed stem far enough into bank to resist movement. COIR LOG Secure with stakes. LOW FLOW CHANNEL UNANCHORED LARGE WOOD INSTALLATION N.T.S. STREAM FLOW UNANCHORED LARGE WOOD DETAIL N.T.5. ROOT WAD with 8' rein. trunk attached. Tip diameter to be I 2"- 18 ". ANGULAR BOULDERS COIR LOG. Install at toe under logs. See root wad installation profile. EDGE or STREAM CHANN PLAN 24" MIN. STREAM CHANNEL SECTION N.T.S. 04b4116 I 1 1= 116111 -I I I -1 11=1 I HI III Ill I - ' I l lll II IIII .111 .�' SECTION STREAM CHANNEL BOULDERS N.T.S. LOW FLOW CHANNEL MEANDERS WITHIN STREAM CHANNEL 2 MAN ROCK - NATURAL FIELD STONE BURY STONES MIN. 12" BELOW FINISH GRADE, WITH WIDEST POINT OF STONE BELOW GRADE. FINISH GRADE NATIVE GROWTH PROTECTION AREA PROTECTION OP THIS NATURAL AREA IS IN YOUR CARP. ALTERATION OR DISTURBANCE IS PROHIBITED PURSUANT TO VAC CHAPTER 15A5- PLEASE CALL THE CITY OP TUXWILA FOR MORE INFORMATION. 12 MIN. NGPA SIGNS N.T.5. 12 "X18" ALUMINUM SIGN WITH WHITE REFLECTIVE BACKGROUND. INSTALL IN LOCATIONS SHOWN ON THE PLANS. SEE SHEET 5 FOR SIGN TE(T. 4X4 PRESSURE TREATED WOOD POST WITH 1/2" CHAMFER AT TOP SLOPE CONCRETE TO DRAIN AWAY FROM POST CONCRETE COLLAR G" DEEP OF CRUSHED ROCK File name: details.dwg Date: 4/27/05 mbe Revised: 11/8/05 mbe MAP DATA ARE THE PROPERTY OF THE SOURCES LISTED BELOW. INACCURACIES MAY EXIST, AND ADOLFSON ASSOCIATES, INC. IMPLIES NO WARRANTIES OR GUARANTEES REGARDING ANY ASPECT OF DATA DEPICTION. SOURCE: BARGHAUSEN CONSULTING ENGINEERS 8/27/04 (site plan and grading plan) STATE OF WA5HINOTON LANDSCAPE ARCHITECT MARK B. EPSTEIN CERTIFICATE NO. 701 APPROX. DRIPLINE LOCATION OF FENCE SHALL BE DETERMINED IN THE FIELD BY THE PROJECT BIOLOGIST NOTES TREE PROTECTION N.T.S. I . G' HIGH TEMPORARY CHAINUNK FENCE SHALL BE PLACED AT DIRECTION OF THE PROJECT BIOLOGIST. FENCE SHALL COMPLETELY ENCIRCLE TREE(S). INSTALL FENCE POSTS USING PIER BLOCKS ONLY. AVOID DRIVING POSTS OR STAKES INTO MAJOR ROOTS. 2. TREATMENT OF ROOTS EXPOSED DURING CONSTRUCTION: FOR ROOTS OVER I " IN DIAMETER DAMAGED DURING CONSTRUCTION, MAKE A CLEAN STRAIGHT CUT TO REMOVE DAMAGED PORTION OF ROOT. ALL EXPOSED ROOTS SHALL BE TEMPORARILY COVERED WITH DAMP BURLAP TO PREVENT DRYING, AND COVERED WITH SOIL AS SOON AS POSSIBLE. 3. WORK WITHIN PROTECTION FENCE SHALL BE DONE MANUALLY. NO STOCKPILING OF MATERIALS, VEHICULAR TRAFFIC, OR STORAGE OF EQUIPMENT OR MACHINERY SHALL BE ALLOWED WITHIN THE LIMIT OF THE FENCING. 4. REMOVE IVY FROM RETAINED TREES MANUALLY. IVY STUMPS SHAH BE PAINTED WITH HERBICIDE. HERBICIDE APPLICATION SHALL CONFORM TO STATE LAWS AND BEST MANGEMENT PRACTICES. SCARIFY ROOTBALL AND SPREAD ROOTS EROSION CONTROL BLANKET, SLIT FOR PLANT INSTALLATION 1.5 X ROOTBALL DEPTH 1.5 X ROOTBALL DEPTH SCARIFY ROOTBALL AND SPREAD ROOTS �f1 11� 11= Ir=lrEV11. u n .= n - n lr = = T 11111. 11 11 =i1= - 11 -11= 11: �:11:�:11 =.11 .1_n Il -1i1 = =r llu- i11 nu.= i1u • =11.=.11= II. f1171 :11:11 =:1111�11�1II:�i:1i. 1- 11 -11 11 11. 7 - - EROSION CONTROL BLANKET, SLIT FOR PLANT INSTALLATION CONSTRUCT 2" WATERING BASIN 11 =. 7a ___ L,,. :- 1f 1r- 11 -1f -11 1.,111 - 4 1 .- 1 1 II' .11- II- 11 =11= IL -u .,- =i1= n - a -ii =u= r- 1c= n:= 11.= 1r-ir 11. =11 11 =II 11 IIr11 =11- 11.=11= i =ii =11 =1 11 11 71. =11= = 11. i ! i -11. 11' 11 -1ffiP i= ^1t II 11 =11 = 11 =. 11 =1L - 2X ROOTBALL DIAMETER L 2X _I ROOTBALL DIAMETER SECTION SECTION 2 -4" LAYER OF BARK MULCH IN 30" CIRCLE AROUND TREES & SHRUBS. KEEP 2" AWAY FROM STEMS CONSTRUCT 2" WATERING BASIN FINISH GRADE TREE /SHRUB PLANTING N.T.S. TREE /SHRUB SLOPE PLANTING N.T.5. BACKFILL TO BE 2/3 SOIL EXCAVATED FROM PLANTING PIT AND 1/3 CEDAR GROVE COMPOST OR EQUAL SCARIFY EDGES OF PLANTING HOLE TO ALLOW FOR ROOT PENETRATION COMPACT SOIL UNDER ROOTBALL 2 -4" LAYER OF BARK MULCH IN 30" CIRCLE AROUND TREES & SHRUBS FINISH GRADE BACKALL TO BE 2/3 SOIL EXCAVATED FROM PLANTING PIT AND 1/3 CEDAR GROVE COMPOST OR EQUAL SCARIFY EDGES OF PLANTING HOLE TO ALLOW FOR ROOT PENETRATION COMPACT SOIL UNDER ROOTBALL REVIEWED FOR CODE COMPLIANCE d alwartimn FEB 1 3 2006 City Oi d MINIM I P.•rn I • • ,^r r.14" P , STREAM FLOW RIPARIAN PLANTING LAYOUT N.T.S. PLANTS See Planting Plan Continue planting for length of bank disturbance. _ LIVE STAKES Install 6" o.c. Alternate top and bottom of coir log. COIR LOG RECEIVED CITY OF TUKWIL4 FE13 02?Hi PERMI l" Cti i i kr, WETLAND MITIGATION NOTES AND DETAILS NORMED WAREHOUSE AND OFFICES NORMED DEVELOPMENT SHEET NO. 4 OF 5 PROJECT DESCRIPTION AND EXISTING CONDITIONS NorMed -Shaw Partnership (NorMed) proposes to expand an existing medical supplies manufacturing and wholesale distribution company located at 4310 S. 131st Place in Tukwila, Washington (Section 15, Township 23 North, Range 4 East). NorMed is located on a 6.02 -acre site immediately south and west of State Route (SR) 599, east of Macadam Road, and north of South 131st Place. NorMed is proposing to construct a 39,988- square -foot office/warehouse on the site. The project also includes an additional 54 vehicle parking spaces as well as tractor - trailer access and turn - around areas. Southgate Creek, a tributary to the Duwamish River, and a 1.8 -acre associated wetland occur on the site. As part of the project, the on -site wetland will be impacted. A Joint Aquatic Resources Permit Application form (JARPA) was submitted in March 2002 to the U.S. Army Corps of Engineers (Corps), Washington Department of Ecology (Ecology), and Washington Department of Fish and Wildlife. The materials submitted with the JARPA included: IMPACTS NorMed Individual Permit Supplemental Report, dated March 2002; NorMed Office/Warehouse Development Draft Environmental Impact Statement, dated September 2001; NorMed Office/Warehouse Development Final Environmental Impact Statement, dated January 2002; and NorMed II Warehouse /Office Biological Evaluation, dated March 2002. In May 2002, a completed Coastal Zone Management form was sent to the Corps and Ecology. In response to additional information requested by the Corps, the following was sent to the Corps in May 2002: Wetland Delineation Report prepared by others in 1994 and 1999; Two profile drawings; Two sedimentation and runoff drawings (with one page of text); and Drawing showing existing wetland conditions. Adolfson Associates Inc. has prepared this mitigation plan based upon a grading plan designed by Barghausen Engineers. The overall mitigation concept was designed to achieve a minimum 1:1 replacement ratio for wetland creation to offset wetland impacts as required by Ecology. Mitigation includes a number of additional elements, discussed below. Under the proposed project, 0.74 acre (32,204 square feet) of the palustrine emergent and scrub -shrub wetland will be filled. The portion of the wetland that is northeast of the existing building will be permanently lost to construct the proposed business expansion. Much of the wetland in this area is dominated by reed canarygrass, although deciduous trees such as red alder, black cottonwood, and willows are interspersed in the wetland. Some Himalayan blackberry will be lost, most of which occurs in patches along the periphery of the wetland. GOALS AND OBJECTIVES The goal of this mitigation plan is to compensate for the loss of wetland area and functions, and to improve the on -site stream habitat value of Southgate Creek. To compensate for the loss of wetland area, approximately 0.75 acre (32,490 square feet) of wetland will be created and 1.1 acre (47,427 square feet) of existing wetland will be enhanced, resulting in a mitigation ratio of 1.8:1. Under this proposal, there will be no net loss of wetland area as wetlands created equal the area of those filled. Therefore, there will be no net loss in the ability to provide water quality improvement functions. Other functions that may increase under this mitigation proposal include base flow support, storm water control, biological support, and specific habitat functions. None of the wetland functions provided by this wetland would be expected to decrease under this mitigation proposal. Stream habitat improvements include a combination of daylighting and adding at least 527 linear feet of Southgate Creek, which is a tributary to the Duwamish River. As part of the mitigation proposal, clean gravel will be added to a meandering channel bed. Large cobbles and woody material, such as root wads, will be added to the channel to decrease flow through the channel, increase the connectivity between the channel and adjacent wetlands, and increase the habitat value of the on -site portion of the stream for fish. In addition, thirty -five separate legal parcels and portions of several additional parcels will be consolidated into one lot, effectively precluding any further development of the on -site wetland, stream, riparian corridor, and hillside buffer. The proposed stormwater system will collect and treat stormwater from the proposal as well as existing uncontrolled and untreated building and parking areas (approximately 1.6 acres), representing an improvement of water quality as compared to the existing condition. AD OLF SON ADOLFSON ASSOCIATES, INC. Environmental Solutions 5309 Shilshole Ave. NW Seattle, WA 98107 P: (206) 789 -9658 F: (206) 789 -9684 NO SCALE MITIGATION Mitigation will be required for any unavoidable impacts to wetlands by all applicable regulatory agencies. In addition, the City of Tukwila (City) will require mitigation for wetland buffer impacts. Typically, mitigation for impacts to wetlands and wetland buffers must be addressed in the following sequence: 1) avoidance of impacts; 2) minimization of impacts; 3) restoration of impacted area to preconstruction conditions; 4) enhancement and creation of additional wetland or buffer area to replace lost functions and values; and 5) monitoring the impact and taking corrective actions, if necessary. Avoidance The proposed project cannot avoid the 0.74 acre (32,204 square feet) of wetland impact. Based on economic analyses, which are included in the Supplemental Report submitted in March 2002, modifications to the proposed design would render the project financially unfeasible. Minimization The following measures will be implemented during construction to minimize impacts to the wetland during construction: 1) Arrange a pre - construction meeting, to be held on -site, with the construction contractor and a professional biologist to discuss the construction sequence. 2) Clearly mark the limits of the construction area with orange barrier fencing. This type of barrier reduces the potential for heavy equipment to damage vegetation and soil outside the construction area, particularly within the existing wetland. 3) Establish temporary erosion and sedimentation control measures and BMPs, including silt fences, sediment rolls, and straw bales to prevent suspended particles from leaving construction zone. The contractor will be responsible for inspection of all erosion control measures and will repair any damage to the erosion control structures, as needed. 4) Limit grading and excavation work in wetlands, streams and their buffers to the dry summer months (i.e., July through September) to prevent sediments from being transported downstream. 5) Temporary diversion of surface waters during construction of the new meandering stream channel to minimize downstream sedimentation. 6) Staging areas and stockpile sites will be located outside the wetlands and wetland buffers. 7) Maintain erosion control measures throughout the site until bare soils have been successfully vegetated and approved by a qualified engineer. Compensation Mitigation is proposed for the loss of 0.74 acre (32,204 square feet) of wetland at a mitigation ratio of 1:8:1. Specifically, 0.75 acre (32,490 square feet) of wetland will be created and 1.1 acre (47,427 square feet) of existing wetland will be enhanced. In addition, habitat improvements to Southgate Creek include daylighting and adding at least 527 linear feet of new stream channel, providing the streambed with clean gravel, and adding habitat features such as cobbles and woody debris. The project biologist will be on -site during construction of the new stream channel, to monitor the excavation of the channel, placement of habitat features, and diversion of channel flows. Soils /Grading. To achieve the required wetland creation area on -site, the slopes along the west side of the site (42nd Avenue South) will be excavated. The grading plan designed by Barghausen provides sufficient area on -site for a wetland creation mitigation ratio of at least 1:1. The created wetland area will be excavated to match the elevation of the existing wetland. Two wildlife corridors have been maintained in the wetland buffer and will not be graded. The two corridors are intended to allow wildlife access to the wetland from adjacent areas. To reduce the potential for reed canarygrass to re- establish in the wetland, the top 12 inches of soil in the existing wetland will be excavated and disposed of off -site in an authorized location. The project biologist will be on -site during removal of the reed canarygrass to ensure that all reed canarygrass is removed from the mitigation area and to monitor reed canarygrass removal near retained trees. Weed -free topsoil, composed of 6" topsoil and 6" compost, will be replaced in the enhanced and created wetland area to a depth of 12 inches. Imported topsoil shall be free of heavy metals and other contaminants. Contractor shall obtain written documentation that the soils for use in the mitigation areas are free of weed seeds and contaminants to the extent feasible. Weed -free topsoil will reduce the potential for weedy plants to out - compete the planted species. To further discourage re- establishment of reed canarygrass in the wetland mitigation area, this plant will be manually removed if monitoring indicates that the percent cover exceeds ten percent. Plant Installation. All of the plants to be installed in the wetland and graded wetland buffer are shown on Sheet 2. All of these plants are native to the area and will add diversity to the existing habitats, and to the structure of the enhanced wetland area. Plants should be installed between October and March, when the plants are likely to be dormant. To ensure survival of the planted species, water will be provided to the entire mitigation area for the first two years during the summer or during periods of unusually low precipitation. At least one inch of water per week should be provided. File name: notation.dwg Date: 4/27/05 mbe Revised: 11/8/05 mbe MAP DATA ARE THE PROPERTY OF THE SOURCES LISTED BELOW. INACCURACIES MAY EXIST, AND ADOLFSON ASSOCIATES, INC. IMPLIES NO WARRANTIES OR GUARANTEES REGARDING ANY ASPECT OF DATA DEPICTION. SOURCE: BARGHAUSEN CONSULTING ENGINEERS 8/27/04 (site plan and grading plan) STATE OF WASHINGTON REctsmERED LANDSCAPE ARCHITECT MARK B. EPSTTEIN CERTIFICATE N0. 701 The seed mix to be applied to disturbed areas is also shown on Sheet 2. The seed mix will help stabilize the soils and will decrease the potential for non - native plants to become established. To prevent non - natives from getting established and out - competing the planted natives, regular monthly maintenance should be conducted for the first two years from early March through October. Control of non- natives must be done manually or by using small hand -held equipment. Herbicides cannot be used to control non - native plants unless specifically authorized by the City. The seed mix will be watered as needed to ensure survival. In the summer, at least one inch per week is recommended. Jute matting will be placed on any portion of the graded buffer slope that exceeds 2.5:1. The matting will decrease the potential for erosion until the planted vegetation root system becomes established. The matting does not need to be removed as it will be a natural fiber that degrades over time. PERFORMANCE STANDARDS Performance standards have been established to meet the mitigation goals. For this project, the mitigation plan will be considered successful if the wetland meets the following criteria: 1) Installed plant survival of 100 percent through the first growing season; 2) Installed plant survival of 90 percent at second growing season; 3) Installed plant survival of 80 percent at third growing season; 4) At least 60 percent cover by trees and shrubs (includes planted and native volunteers) at Year 5; 5) At least 70 percent cover by trees and shrubs (includes planted and native volunteers) at Year 7; 6) At least 90 percent cover by trees and shrubs (includes planted and native volunteers) at Year 10; 7) No more than 20 percent cover of non - natives or invasive plant species, except reed canarygrass which will be removed if cover exceeds 10 percent; 8) Water at or near the soil surface for at least 12.5 percent of the growing season, or 14 consecutive days; 9) Construction of at least 527 feet of restored stream channel; and 10) Stream habitat features (such as woody debris and cobbles) to remain in place for the duration of the ten -year monitoring period. MONITORING Construction monitoring will be conducted by a qualified wetland biologist. Random site visits during construction will ensure that the mitigation plan is being implemented as designed. It will also ensure that sediment control devices such as silt fences, sediment rolls, and straw bales are in working order. In addition, monitoring of the mitigation areas will begin when construction is complete and will continue for ten years post- construction. Methods An "as- built" or record drawing shall be prepared by the Contractor at the completion of mitigation area planting. The as -built drawing shall be submitted to the City of Tukwila and to the Army Corps of Engineers (Corps) within thirteen months from date of substantial completion. The main objective for wetland monitoring is to document the level of success in meeting the performance standards. Monitoring will begin the first full growing season after construction is complete and the plants have been installed. At that time, permanent sampling points and transects will be established in the created wetland. The size and number of sampling points will be determined by the biologist during the initial wetland site visit. Transect locations are intended to characterize the created wetland and enhanced wetland and the wetland buffer. The location of the sampling points is intended to assess the success of the mitigation project at several locations within the mitigation area. Monitoring of the new stream channel will be conducted by the project biologist to also determine if siltation is occurring within the new channel. If it appears that sand or silt are being depositied, the extent of siltation will be visually approximated and recommendations made for rectifying the situation. Permanent photo points will be established after the first full growing season. The photos will show sampling points as well as a panoramic view of the entire mitigation area from the reference points. Monitoring Schedule The wetland and wetland buffer will be monitored for ten years post- construction. Monitoring in years 4,6,8, and 9 shall be conducted as a "walk - through" level of assessment. In these years, one site visit shall be conducted to visually determine if the mitigation effort is progressing as planned. In years 1,2,3,5,7, and 10, a more "detailed" level of monitoring will be conducted, which includes two site visits annually. The first will be conducted in spring, in which the hydrologic conditions of the created wetland will be assessed, and an overall assessment of the mitigation areas will be performed to verify that the mitigation project is progressing as proposed. The second monitoring site visit will be in the summer of each monitoring year. This site visit will focus on evaluating the installed vegetation to determine the success of the mitigation plantings. Data Collection The following will be recorded during the detailed monitoring site visits: 1) Survival rates of vegetation during the first and third monitoring years; 2) Percent cover of vegetation during monitoring years 2 through 10; 3) General plant health assessment; 4) Documentation of the presence of undesirable plants (weedy and /or non - native species) with estimated percent cover; 5) Assessment of wetland hydrologic conditions; 6) Assessment of streambed and bank conditions; 7) Photo documentation of site will include specified cross sections, as well as overall parts of the site from the east and from the west ends of the site (panoramic views); and 8) Recording of any fish or wildlife species observed. Reporting Monitoring reports will be prepared based on the results of the detailed monitoring site visits. These reports will address the items presented in the preceding section as well as document successes and problems. The reports will recommend plant species replacements, if necessary (see Maintenance section below). Photographs will be included in the annual monitoring reports. The detailed monitoring reports will present the monitoring results for that growing season, with the first monitoring report being submitted one year after the as -built drawing is approved by the City and the Corps. These reports will be submitted within 30 days of completing the monitoring for the given year. Monitoring reports will be submitted to the City, Washington Department of Ecology (DOE), and the Corps. Maintenance Maintenance of the mitigated wetland and enhanced buffers will begin after completion of the project and continue for ten years. After the initial planting acceptance by the professional biologist, the landscaping contractor will be responsible for plant survival for a period of one year. After that, maintenance will be performed by a qualified professional contracted by NorMed. Maintenance could include, but may not be limited to: 1) Installing supplemental plantings as needed; 2) Watering or providing irrigation during unseasonably dry periods or when the soils are unusually dry; 3) Removing non - native or invasive plant species if invasive cover is greater than 20 percent of the area, except reed canarygrass which will be removed if cover exceeds 10 percent of area; 4) Providing additional cobbles or woody debris to stabilize stream banks; and 5) Providing fencing around ground plants to prevent animal damage. CONTINGENCY PLAN If any portion of the mitigation is not successful, a contingency plan will be implemented. Such plans are prepared on a case -by -case basis to remedy any aspects of the mitigation that does not F , i meet the performance standards. The plan, if required, would be developed in cooperation with the City, DOE, and the Corps, and approved by the City and the Corps prior to implementation. If contingency measures are implemented, monitoring beyond the ten -year period may be required. NATIVE GROWTH PROTECTION AREA (NGPA) SIGNS Post NGPA signs in locations and per detail shown on the drawings. Text for the signs shall read as follows: Protection of this natural area is in your care. Alteration or disturbance is prohibited pursuant to TMC Chapter 18.45. Please call the City of Tukwila for more information. D it‘ifq•K WETLAND MITIGATION REPORT NORMED WAREHOUSE AND OFFICES NORMED DEVELOPMENT RECEIVED CITY OF TUKWILA FEd 02 MA PEFUVIII CEN rE h SHEET NO. 5 OF 5 EWED FOR ODE MPLIANCE FEB thriarcn 13 2006 rid, p t lu�c�ud� r I.. TV 14' 4W - 0 li - o EQ. EQ. / / / ., EQ. EQ. EQ. E / L EQ. ,� , EQ. , EQ. / r •i' 7r , I $ n NORTH STOREFRONT PLAN (2 Locations) Scale: I/8" :1 SEE STRUCTURAL FOR GONG. PANEL LOCATIONS AND DIMENSIONS DOOR SC1- IEDULE 23,4,5 PAIR 3' -0" X 1' -0" ALUMINUM STOREFRONT WITH INSULATED SAFETY GLAZING. 3 POINT LOCK SYSTEM, CLOSER, WEATHER STRIP, THRESHOLD (1/2" MAX). (U :0.60). 1$,12,15 3' -0" X 1' -0" HOLLOW METAL DOOR (INSULATED) AND FRAME (PAINTED), EXIT BAR, CLOSER, WEATHER STRIP AND THRESHOLD, DRIP CAP, LATCH GUARD. 9,10,11,13,14 (U=0.60) 10' X 10' INSULATED METAL ROLL -UP DOORS IUINDOUU SCI-IEDULE ALL STOREFRONT AND UPPER GLAZING WILL BE I" INSULATED BRONZE GLASS OUTSIDE, CLEAR INSIDE, W/ LIGHT BRONZE THERMAL BREAK FRAMES (U =0.60) ENERGY NOTES 1. CAULK ALL JOINTS OF TILT UP PANELS, PANELS TO WINDOWS, AND DISSIMILAR MATERIALS. 2. NO TENANT IMPROVEMENTS ARE INCLUDED IN THIS PERMIT. ANY FUTURE TENANT IMPROVEMENTS WILL NEED TO COMPLY W/ WSEC FOR BOTH ENVELOPE AS WELL AS HVAC COMMISSIONING. LANDSCAPING 50' CANOPY \ I I \ \ r 2 \ IS m t COL. I Q" / STOREFRONT GLAZING ABOVE, SEE I /A -5 25' IN • IIIII s4311 Pnr" EXHAUST FAN II' -8" APPROXIMATE LINE OF RITURE OFFICE 11 -8" 1JAREHQ1.4SE u r. SEMI- I -EATED - MAX. BTUH /SF R -11 RIGID INSULATION ON ROOF DECK 39,8915F 3 1/500 = 80 OCC. x 0.15 " /OCC. = 12' EIXIT WIDTH REQ'D (2 EXITS REQ'D) NIGH PILED COMBUSTABLE STORAGE (CHAPTER 23) �5 I -1y., AX. 20' TOP_ OF PRODUCT _ DRAFT CURTAINS NOT REQ'D (TABLE 2 .2) SMOKE REMOVAL I5 REQUIRED (TABLE 2 62) (REFERENCE SEC. 910) VENT RATIO 1A00: MAX SPACING 100' W/ MAX DISTANCE TO WALL 60' (OPTION I) DOCK DOOR 1:12 RAMP RDJR.LJ DI-IAUST FANS PADDLE FANS IN WAREHOUSE (15 LOCATIONS) I •2 1 1 ..•■ 1 1 1 1 or 1 1 1 1 ■1 1 1 1 ....... US ■ .` ■ ■ir • .`. ■ ..�.. • ■••a . ■■•.. • . r•ow ■ S • ■ 1T -9" � RD — I DOCK DOOR A 13 20' IT -9" APPROXIMATE LINE OF FUTURE DRIVE -IN DOO APPROXIMATE LINE OF FUTURE OFFICE FLAT FUTURE OFFICE AREA W/ MEZZANINE (2,000 F. MEZZANINE) 2' M TED DOMESTIC WATER (1000 SF. FIRST FLOOR) WATER L E ABOVE --- 1d2 RAMP MEZZANINE e +10'4" ABOVE ELECTRICAL, OPEN TO WAiENOUSE TH15 SIDE. LIGHT STORAGE 1 125 PSF x SEE I/8' BLOW -UP 35' EST ENTRY PLAN (3 Locations) Scale: I /S " :I' -0" 18' Ea 21' EQ. 40 66'-8" A 5'40' / Ea ` Ea 20' -8" CANOPY 60' EXHAUST FAN 6' / 5' -10' / EQ. /1 , EQ. / 25' 2 SEE STRUCTURAL FOR CONC. PANEL LOCATIONS AND DIMENSIONS 3 3/4" EQ. FACE OF PANEL OL. 11'-9" EQ. 21' DOCK DOOR 20' 40' FACE OF 45' PANEL EQ. 66' -8" 330' tht 1 1 - I 0 " 5' -4" 6' 5' -4" 111 Mi l il ME e TE 3' -10' I • ED PLAN 3' -l0" T -I0" RS 135' 45' 135' ) 2 11' -10" 25' 16' - S" 11' -8" ' ,4 41 /8 "; I1' -l0" 5QUTI'4UJEST ENTRY PLAN Scale: V8" :1' -0" SEE STRUCTURAL FOR CONG. PANEL LOCATIONS AND DIMENSIONS SEE US' A _ t3LOtU -UP I . , R -10 IN . - K I � � I � GAS METER � . . / FOR 4 TENANTS `_� _ .... R.L . _ ..•� - -- � ' - . -, -- _ _ � /r jaratig. ��uEEMIN irietrri (TYP) 11310 1111111. I iI�� iftli g �®EN��I i�l� ��sle���i I� mor�E OMME c miss�al ��l��l�ii alal1� ��il ilgli ®�o�l���a �� l l��MOIfIME�� � ®® ®� 13E(�ill���MENIM��IEIMuni MI . �� �!l� 11��S@IIEIN�I®INIUSI��F � �i�I�6�! ®IIMElm ,� ■ CoL. 3 3/4-- 66' -8" 4 5' FACE OF 40' PANEL FACE OF PANEL FLOOR PLAN Scale: 1 /16 "MI' -0" R.D.: ROOF DRAIN LEADER R.L.: RAIN LEADER SOUTH STOREFRONT PLAN Scale: 1/6"=1' -0" SEE STRUCTURAL FOR CONC. PANEL LOCATIONS AND DIMENSIONS 044 5 48' 40' VAN 25' L L E r CONC PANEL WALL TO 'ERSIDE OF ROOF DECK 1 I . r N N \ RECEIVED CITY OF TUKWILA JUL 282L1115 PERMIT CENTER CODE COMPLIAN SE? 1 g 'ZI1305 Ctty Of 11.0mla 1jLD1 yS f \ItSSOT m a 0 G.zco '-0 vZ � , cc, © Q N N iI Ij..I W 0 I— CO I-- = - NW 0 - LL r (n 01 � c CO CO I I r0 N II II A -1 Z :\CAD\2004 \0441 Narmed\A -1 A -2 A- 3.dwg, A-1, 7/27/2005 8 :13:53 AM 7>.. iiilliNitf rnui.riI' I I �■■i■iikk► ►.YitJ �1: - 4■Prmi �e .m V2 22' -S1/2" ti R.D. 22' 22' -8k2" • 23'-10" 2 3 -10" FOAM CRICKET i PER FOOT SLOPE 2 3 -10" RDJRL. –� • 24' -4" 2 3' -10" • CRICKETS BEHIND SKYLIGHTS, TYP. C CLASS B ROOFING: OVER 2" RIGID INSULATION AND COVER BOARDS • 24' -4" • 23' -0" • 23' -10" 22 22' -S R.D. CANOPY RD. ---� CANOPY • rn CANOPY RL. ROOF' ROOFORAN (RD) OVERFLOW DRAIN RD. RD./RL. RDA L. N K1 N RD/RL. Scale: 1/16 " =1' -0" Scale: 1/16":1 Scale: 1/16 " -1 -0" ,SMOKEVENT / SKYLIGHTS •7 4'x13' DOUBLE DOME I W/ AUTOMATIC RELEASE. �I 39,981 SF / 100 = 400 SF OF VENT / (32/VENT) : I3 VENTS REQ'D RDJRL. ANOFY RD. ROOF PLAN Scale: 1/32"21 RAIL e +2 -10" +42° GUARDRAIL EAST LV4T ION NORTH ELEVATION WEST ELEV4TION RDJRL. STEEL FRAME CANOPY RD./RL. ANOPY RD. RL. ELEVATIONS TO BOTTOM OF PLYWOOD +42" GUARDRAIL ' NSULATED GLAZING SKYLIGHTS SPANDREL WINDOW STOREFRONT WINDOWS (U20.60) -b IS' / 1' / / -- LOADING DOCK CANOPY SKYLIGI4tS (UNA) STOREFRONT WINDOWS (U =0.60) 3'- 0"x2' -6" ROOF MATCH, WItH CRICKETS RD. METAL SHED ROOF 1 .A 1 ) 1 d 21nx21/2x V4 STL. ANGLE STRINGER tgawnozimmog SCALE: I/2" = 1' -0" RAIL a +2 -10' 3' -6/ PANTED REVEAL PANTED FLASHING: PAINTED TILT -UP CONCRETE ROOF WATCH 4 LADDER �� �� � I�I111! Ilpl l!!! IIIllllllllllll!!!!!!IIIIIIIIII IIIIIIII�!!!IIIIII�!�!' III! !�!!�!�!�!IIIII��!IIIIIIIIIIIII II!!IIIIIIIIIIIII!III 11 01 111 ! !!!1 Illlllllillllllllll ll III!IIIIII 1 :111111111111111111 11111 ■ ��i•� i � — LOAC ING DOCK CANOPY E!d-IAUST FAN EXHAUST FAN +42" GUARDRAIL +42° GUARDRAIL SPANDREL PANEL W/ PLANTER OBLIQUE VIEW SPANDREL PANEL STOREFRONT WINDOWS (U=0.60) TYPICAL PROVIDE TELESCOPING SAFETY POST 2" RIGID R -II INSULATION TYP. TOP, MID -SPAN, t BOTTOM. 2x1 /4 "x8 "BENT BAR WELD TO STRINGER 1/2"O TI-IRU BOLT TO 2- 2x611li IR9) M.B. 4 WASHER TOTAL 6 PLACES. 3/44 STL. RUNG a 12" O.C. MAX SPACING: FIELD VERIFY RISE. 6/ INSULATED GLAZING SKYLIGHTS Scale: 1/16":1 SECTION PANTED TILT -UP CONCRETE SOUTH ELEVATION PROVIDE TELESCOPING SALTY POST SELF FLASHING ROOF HATCH CURB (INSULATED) r •• BUILT -UP ► ' ' RUN ROOFING UP %•• • 2 R + 9 • R - 11 INSUL IGID �; • ›‹. ©1I111/1 FATMeir ROOF STRUCTURE ADDER SECTION SCALE: I-I/2° = I' - 0" } FACTORY FRAME (ALUMINUM) COUNTER FLUSH 4 CAULK EXTEND ROOFING UP t OVER CANT 4 CURB RIGID INSULATION ROOF STRUCTURE TYPICAL REVEAL SCALE: I -1R° I I' -0" SPANDREL WINDOW STOREFRONT WINDOWS (U =0b0) n II 0 NOTE: PROVIDE RISER EXTENSION 1' HEADER PRE- FABICATED METAL STAIR, W/ CONC. TREADS LOADING DOCK CANOPY 3/44' STL. RING Z 1/2 x 2 1/2 x V4 STL. ANGLE STRINGER r -- -Z" x 1/4" BENT BAR W/ 1/2" Ma t WASHER * MID -SPAN 4 6" FROM BOTTOM DOUBLE 2 x 6 WI JOIST HANGER EACH END DOUBLE DOME SKYLIGHT /SMOKEVENT (UL LISTED) 8' -6° SECTION SECTION ._.l111111111111111Mn_ _.i1 I 111 IU-,, 1111._ TAPER RIGID INSUL. a DRAINS TO PROVIDE POSITIVE DRAINAGE TO ROOF DRAIN L SEE - •• NOT TO SCALE p a • st A ROOF DRAIN 10. • NOTES SEE STRUCTURAL DRAWINGS FOR ADDITIONAL INFORMATION MECHANICAL UNIT SLEEPER SCALE: 1 -1/2' ■ P -0" SPANDREL PANEL W/ PLANTER STOREFRONT WINDOWS (U=060) RD. IN SECTION RD. IN ELEY Scale: 1/16"=1 FLEX CONNECTION L SKYL GHTS ENT4NCE ELEV4T ION CAST IRON ROOF DRAIN MOM STRAINER AND SUMP RECEIVER (SAME FOR OVERFLOW) ROOFING OVER RIGID INSULATION, PLYWOOD AND STRUCTURE PLYWOOD DOUBLE 2x5 JOISTS CONC. TILT -UP WALL VAC UNIT (N.I.C.) SHEET METAL FLASHING PRESSURE TREATED SLEEPER TAPER TO MAINTAIN LEVEL TOP / x CONT. CANT, PRESSURE / TREATED WOOD, TAPER TO MATCH / LEVEL TOP ROOFING OVER R -II RIGID INSULATION, PLYWOOD SHEETING 4 JOISTS. RUN UP AND OVER ALL CURBS CURE CONPLIPACE go oprogo SEP 1 ZOOS City 0111Milia ?WOG mrtstos SECTION SECTION FlEcENTO CIT OF TUKWILA L JV 4 d 2U05 PERMIT CENTER 0 o; a w 'D w r r � 7Z c © co to 0 0 Q � .-- CNI C•1 w Lu w 0 I CO 2 Q nW LL 1r.. n O) c0 c0 I I L■ A -2 Z:1CAD1200410441 Normed\A -1 A -2 A- 3.dwg, A -2, 7/27/2005 7:40:51 AM 'xs' SM1KEVENT / SKYLIGHTS DOUBLE DOME W/ AUTOMATIC RELEASE n DRAFT CURTAIN II II DOCK DOOR i • • ELECTRICAL LEGEND 5Th1BOL pESCRIPTION METAL HALIDE FIXTURE • • l♦ I DOCK DOOR II q II DOCK DOOR 1 UJA EI-IOUSE Q HIGH PILED COMBUSTABLE STORAGE (CHAPTER 23) CLASS 1 -IV, MAX 20' TOP OF PRODUCT DRAFT CURTAINS NOT REQ'D (TABLE 2306.2) et1OKE REMOVAL IS REQUIRED (TABLE 23062) (RErERENGE SEC. 310) VENT RATIO 1/100: MAX SPACING 100' U)! MAX DISTANCE TO WALL 60' (OPTION I) WATTS arr. 275 62 DRAFT CURTAIN PADDLE FANS IN WAREHOUSE (15 LOCATIONS) • • •• APPROX LINE O1: FUTURE OFFICE Scale: 1/16"21 DOCK DOOR II q II DRIVE -IN DOOR REFLECTED CE ILING PLAN OPEN TO CEILING STRICTURE 5/ l GYP BD CEILING • ELECT ROOM DDLI-/-41 T REVIEWED fOR CODE COMPLIANCE B oiwcAu n n SEP 1 g 20 0 CO Of TiOnla IFIECE;ED CITYOFTIJKJI. JUL 2 8 2I.11]5 PERMIT CENTER a_ 0 LL ;1 Z co c = n Z co O Q co co >- N N W J W ol-o0 2 Q n W Q LL. u) 0) CO 0) PO 00 CO I I re) co N IVA1 pia H I --I W � O Cn Z II wl O <' w c0 o C W v1 1-4 X p.40 a Z c o 0 co A -3 Z:1CADNza041a441 NormeftA -1 A-2 A- 3_ A_R 7 /77/0iVA7• Au 0 rn 0 n - EE 1 r 1 m ► . 4 O :.a 0 1 1 ( 0 1 1 CP - ) 3 0 O E. 1 r 1 V P rn 0 0 z rn ca -°© z � rn 1' -6" * • a 1111111111 • o 2 • PROPOSED NEW WAREHOUSE / OFFICE—NORMED II for NORMED — SHAW PARTNERSHIP 4310 SOUTH 131st PLACE TUKWILA, WASHINGTON 98124 Egl n h :1 II I I// _- 11 \ \ I 11 1] `,. I 11 \\ 1 11: 6 1 IL \ \ 'IL- + vr7`rinhi►'sl +r err ►` i c riMir► FA671r Frti r iiNgi'°+�n�+' r Mr' 1 :I i�rt r � �� A.. . ,. 1111 1111 :' •' ' :.1. .111 .111.1, .111 1, 111;.:. O go'lil n IP 118 b 41 2 M PR A • • ! --tea x m T �m .../ // t t /// 1 1# i' 10 ill \ 11 41 ` \ \ i 4 / a g // Ii v // III x i la / l' / Ip „,) I \\ I1 \ III II u II N Ili L IL \ I 44�yi�y5;k7, l`lljlr , �11�r ; ljjlf yl {I�ljlr„ Ulz� pi—g l �j Urlj�j�1�1111 cmcr►Irwp—i�Llly!' f➢ ] r ik, l y1y'jjjli l.' .),T1y1�L1y�,? -2tl 1 itrw l c v 7. f � r i5 S 6 a „�fyW ►4. .. ' a' .r.. .. 1111 ... w w w ' : • . ■ . a a . 13' -2' 5' -2" ., 1i.:.:.. .. :. :... :•:,. :.:,.. :. :... :.:•., • 22' -6" ► rr iili 5S 8' -0" 8' -0" Pt g 11 m o o ° PHONE (206) 433 -8997 FAX (206) 246 -8369 A gaw Mei Ne12720 GATEWAY DRIVE SUITE 116 SEATTLE, WASHINGTON 9 8 1 6 8 1ltrchltec 1 1t3' -8" 5' -2" TOP QF CANT 22 1 -0 1" TOP OF PANEL 22' -6" SOT OF PLYUID 23' -2" TOP OF CANT 221 - b' BOT QF PLYUID 23 -2" TOP OF GMT BOT OF PLYILD 23' -2" TOP OF CANT TE I g a - -2 " 5 -6" al 32 1 A 3'- 4 ' k1 n civic rluclor +l 1 M DATE DESCRIPTION SUBMIT FOR PERMIT PROJECT DRAWN BY DATE CHECKED BY DATE 0441 REVISE PER CITY COMMENTS NEIL 10/19/2004 DAVID 11/18/2004 2524 TERED APC ! ECT LI: 1/10 E. f�Eh`1 E E OF WASHINGTON ,a6 2" R -I2 RIDGID INSULATION (U = 0016) 1 r ■,1 A -6 5EEE STRUCTURE TRUCTURAL EQM INTERIOR FINISH UNDER TI PERMIT INSULATED WINDOWS N ALUM. FRAME FUTURE MEZZANINE 10' -S" AFF. / // // // // RJIIJRE SUSP. CEILING NSUL WINDOW W/ ALUM. FRAME (U = 0.60) • -. • E C TYPICAL CONK. SLAB W/ 2" SAND, VAPOR e. BARRIER 4 GRAVEL7 € is 2' R -I0 CONTINUOUS PE=RIMETER INSULATION SIM. WALL SECTION SN. SMOOTH CONK. TILT UP PANEL, PAINTED CONC. SPANDREL 1/4' SAFETY SPANDREL CLASS W/ DARK BRONZE FINISH R -I0 RIGID INSULATION AT STOREFRONTS AND FRONT WALLS TOP OF CANT 23'- 2 "' AFF. SOT DF PLYILID HIP - SLOPED GLAZING (U =0.60) BEYOND 3/4" RECESS W/ 3/4" EDGE CHAMpHER. ,n j 4' CONC. SLAB ON GRADE W/ 6x6 -1n0 WW SEE PLAN FOR FINISHES i « $m, i TYPICAL PERIMETER 4" DIA. FOOTING DRAIN IN DRAN ROCK, CONNECT TO STORM LADDER TO ROOF HATCH I : �t ►:1:0 :4MCCO:+ ∎+3. € 0 .7, 0: � �,1 :0.;+ :00:0∎ : 4:03 :0:0: 1Z+Xi 0 10: :1 :0:4 0: 1: :0 : 4:• ♦:0 :01 •• F0 :0:0 :0 0 ∎ ■ 1 ►'1 ROOF STRICTURE SEE STRUCTURAL FLOOR SHEATHING AND FLOOR JOISTS PER STRUCTURAL DRAWINGS, LIGHT STORAGE 3 GA METAL STUDS 24" O.C., R -II NSULATION, VAPOR BARRIER ON WARM SIDE OF INSUL, 5/S" GWB. TYPICAL CONC. SLAB W/ 2" SAND, VAPOR BARRIER 4 GRAVEL - 10 1 -8 5 5 AFF. ■ 2" R -12 RIDGID INSULATION ( U = 0.016) R -I0 RIGID INSULATION WALL SECTION g ELECTRICAL M l • • '• I .... ' .. 2' R -I0 CONTINUOUS PERIMETER INSULATION TOP OF CANT 23'- 2 "' AFF. BOT CyF PLYWD LI 1I N TYPICAL PERIMETER 4" DIA FOOTING DRAIN IN DRAIN ROCK, CONNECT TO STORM R -I2 2" RIGID INSULATION V ROOF STRUCTURE SEE STRUCTURAL 11/2" RIGID INSULATION BETWEEN 2x4's FLAT 9 24" OC. 2" R -I2 RIDGID INSULATION (U =0.016) NOT INTERIOR FINISH UNDER TI PERMIT INSULATED WINDOWS IN ALUM. FRAME FUTURE MEZZANINE • • ' A: . / // // // // FUTURE SUSP. CEILING TYPICAL CONC. SLAB W/ 2" SAND, VAPOR BARRIER 4 GRAVEL C7 •; 7 SMOOTH CONC. TILT UP PANEL, �. PAINTED LUALL SECTION SCALE I/2 " =1' -0" R -I2 2" RIGID INSULATION OVER BREATHABLE VB. TYPICAL CONC. SLAB WI 2" SAND, VAPOR BARRIER 4 GRAVEL Irk TOP OF CANT 23'- 2 "' AFA \ \ \ R -I0 RIGID INSULATION HIP - SLOPED GLAZING (U =0.60) BEYOND z" SOT OF PLYWD in 1/4' SAFETY SPA DREL GLASS W/ DARK BRONZE FINIS-1 .. 4. ` • a te• TYPICAL PERIMETER 4" DIA. FOOTING DRAIN IN DRAIN ROCK, CONNECT TO STORM PRE - ENGINEERED TRUSSES, 30" DEEP e I0' O.C. BUILDING SECTION SCALE 3/32 " =I' -0" BUILT -UP ROOFING OVER I/2° PLYWOOD DECKING SCREWED FROM UNDER 22 GA. METAL CORRUGATED DECKING PRE-ENGINEERED 36' DEEP GIDERS PER PLAN SCALE: I -1/2" = I' -0" SCALE: 1 -V2" = 1 - 0 " d 4 CANOPY DETAIL L3 "x3 "x5" LONG W/ 3/4" AB. INTO CONCRETE SPANDREL MT 6x591' -6" MAX O.C. CANOPY DETAIL 4-L-41 FRY REGLET NAIL ON FLASHING BUILT -UP ROOFING OVER IR" PLYWOOD DECKING SCREWED FROM UNDER 22 GA. METAL CORRUGATED DECKING _.1N■111111■1111 C -d -VA TAILVAVAY AVOW V A T T A T � ! F Y Y4 A$Y r. 2' R -I0 CONTINUOUS PERIMETER INSULATION RECENED CITY OF TUKWILA L3"x3"x5" LONG W/ 3/4" AB. INTO CONCRETE SPANDREL MT 6x5.91' -6" MAX 0.0. REVIEWED F SCE CODE COMPUA itoovntecn SEP 1 9 2005 aty of -WW1 !a 51E1% r ftsio S {'j� J'UL PERMIT CENTER 0 SIMILAR SECTION SECTION BUILDING SECTION SCALE 3/32 " =I' -0" 2' HORIZONTAL R -10 CONTINUOUS PERIMETER INSULATION / 1 ` 01 CO CO CO I I d N A-5 Z:1CAD1200410441 Normed\A -4 A -5 A- B.dwg, A -5, 7/27/2005 7:59:22 AM SCALE: 1 -1/2" = 1' -0' CONC TILT -UP CAULK HOLLOW METAL DOOR HOLLOW METAL JAMB CAULK NOTE: PROVIDE DRIP CAP 6 DEAD HOLLOW METAL DOOR JAMB 3/4' fict I- WINDOW HEAD ALIGNMENT CONCRETE SIDEWALK c:l PAINTED CONCRETE TILT -UP PANEL PAINT BREAK TO OCCUR AT TOP OR BOTTOM INSIDE OF }WEAL SILL ALIGNMENT SECTION PANTED CONCRETE TILT -UP PANEL 5 /$'$ EXPANSION ANCHOR BOLTS a TOP AND BOTTOM OF EACH STRUT, 4" MIN. EMBED C,4N0 -' r OAD INCA SCALE: I -I/2" : 1' -0" CO 5NK FIELD FASTENERS PAINTED CONCRETE TILT -UP PANEL SKY IC WT ' TAI SCALE: 1 -1/2' = I' -0' OCK 2 2x2x3/16 LSTRUTS e3' .C. FLASHING, RUN UP WALL MN 4" FILLET WELD TYP -ALL EDGES I ALL CONNECTIONS 2x2x3/16 BETWEEN STRUTS, TOP 4 BOTTOM OF STRUTS 24 GA METAL ROOFING W/ BAKED ON POLYESTER COATING* SEAL EACH SIDE BETWEEN SNAP CAP AND PER CAP CONT. WET SEAL DETAIL RN FLASHNG UP UNDER METAL COPT■C* SECTION EXPANSION JOINT STOREFRONT HEAD DETAIL SCALE: 1 -1/2' = 1' -0' ANODIZED ALUMINUM STOREFRONT/ HOLLOW METAL INSULATED PAINTED DOOR (SIM). 2' VERT. R -I0 INSULATION UNDER DOOR THRESHOLD WEATHER STRIP 4 STOP ALUMINUM STOREFRONT DOOR W/ INSULATED SAFETY GLAZING STOREFRONT /HOLLOW METAL DOOR THRESHOLD SCALE: I -1/2' = i' -0' SECTION 2x2x3/16 LSTRJTS a 3' O.C. SKYLIGHT DETAIL SCALE 1 -1/2' : 1' -0' 24 GA METAL ROOFINs W/ !BAKED ON POLYESTER COATING PAINTED CONCRETE TILT -UP PANEL CANOPY 6 LOADING DOCK DETAIL SCALE: 1 -1/2' = 1' -0' n ALUM. TIESHOLD W/ NEOPRENE GASKETS CONC. SLAB AL PRESSURE BAR 2x2x3/I6 BETWEEN STRUTS, TOP 4 BOTTOM OF STRUTS 1/4 x 0' -2" FILLET WELD TOP AND BOTTOM 9x13.4 PAINTED 1/4 x 0' -2" FILLET WELD TOP AND BOTTOM 1/4" GALVANIZED PANEL - RETURN TO WALLS CANOPY ENDS. 1/16 GLAZING TAPE 1/8"x3/4' GLAZING TAPE WEEP HOLES ANTED CONCRETE TILT -UP PANEL SECTION DETAIL SECTION RAIN DRIP e 14EAD ONLY, EXTERIOR DOORS ONLY. (PAINTED) HOLLOW METAL JAMB (PAINTED) HOLLOW METAL DOOR (PAINTED 4 INSULATED) DOOR HEAD DETAIL SCALE: 1 -hr' = I' -0" 2" R -12 RIGID INSULATION (U =0.016) PLYWOOD SHEATHING PER STRUCTURAL DRAWINCsS TRUSSES PER STRUCTURAL DOOR W-IEAD DETAIL SCALE: 1 -1/2' : I' -0' SCALE:! -11'1° = I' -0° TYPICAL WALL FRAMING ATTACH BOTTOM TRACK TO CONC. FLOOR W/ POWDER DRIVEN ANCHORS AT 24" 0 .0. • A e 'y. A • d.• 4 . 1/4" GALVANIZED PANEL - RETURN TO WALLS e CANOPY ENDS. 1/4 x 0' -2' FILLET WELD TOP AND BOTTOM 6xS2 PAINTED CANOPY 6 LOADING DOCK DETAIL PANTED CONCRETE TILT -UP PANEL 4 PLY BUILT -UP ROOF WI MINERAL CAP SHEET RIIN UP AND OVER CANT. TOP OF CANT pui 23'- 2" AF.F. 5/8" GYP. ED. (TYPE 'X' a FIRE RATED WALLS) — PAINTED SHEET METAL FLASHNG TOP OF 2x PLATE 22' -3' AFF 2x P.T. PLATE PAINTED CONCRETE TILT -UP PANEL INSULATION PER PLAN CONC. SLAB ON GRADE SECTION SECTION DETAIL 5/8" GYP BD. OVER 3 1/2" STEEL STUDS 1 DEFEND � � SUSP ACOUSTICAL CEILING TEE CAULK SCALE: I -UT = 1' -0" WINDOW HEAD DETAIL NOTE GALVANIZE MISC. METAL (TYP.) STEEL ANGLE 3 "x 3' x 1/4" x 4'- 0" WI WELDED NELSON STUD 12" 0/C PAINTED SCALE: 1 -1t2' = 1' -0" PAINTED CONCRETE TILT -UP PANEL SCALE: 1 -1/2" : 1' -0" 1 CONC PANEL 2x P.T. RIGID NSUL PAINTED CONCRETE TILT -UP PANEL STEEL ANGLE 3"x 3" x 1/4" 14' -0" HIGH W/ WELDED NELSON STUD 12" 0/C CANOPY 6 LOADING DOCK DETAIL F'LANTER DETAIL SCALE: 142' = 1' -0° PAINTED CONCRETE TILT -UP PANEL PER ELEVATIONS Q , CAULK EACH SIDE ALUMINUM FRAME FILLET WELD TYP -ALL EDGES e ALL CONNECTIONS 1" INSULATED GLAZING OVERHEAD DOOR ASSEMBLY W/ WEATHERSTRIP OVERHEAD DOOR JAMS 5/8 EXPANSION ANCHOR BOLTS e TOP AND BOTTOM CF EACH STRUT, 4" MIN. EMBED 2x2x3/16 LSTRIJTS e3' 0.C. CONT. CAULK COUNTER FLASH OVER SINGLE PLY ROOFNG, MECHANICALLY FASTENED TO CONC PANEL SECTION SECTION SIGLE PLY TORCH APPLIED ROOFING OVER RIGID NSUL AND P.T. 2x TO CONC PALL DETAIL SECTION CAULK 5/8' GYP BD. OVER 3 112" STEEL STUDS WINDOW SILL SCALE: 1 -I/2" = 1' -0° TYPICAL CCNC. SLAB W/ 2" SAND, VAPOR BARRIER 4 GRAVEL 5/8" GYP ED. — OVER 31,1" STUDS SCALE: 1 -1/2" : 1' -0' SCALE: 1 - 1/2" = i -0 SIDLE PLY TORCH APPLIED ROOFING OVER RIGID NSUL AND P.T. 2x I~'LANT R DETAIL COD COVA?1-0a. \\ Ie SEP 19 20 FA Dry.; n1\151(1V I" INSULATED GLAZING ALUMINUM FRAME CAULK EACH SIDE 13' -2" PAINTED CONCRETE TILT -UP PANEL I" INSULATED GLAZING ALUMINUM MULLION PER MANUFACTURER 1/4" SAFETY SPANDREL GLASS W/ DARK BRONZE FINISH ALUMINUM FRAME CAULK EACH SIDE STOREFRONT 5fi'ANDRE1- GLASS DETAIL SECTION 7 SHEET METAL CAP, PAINTED, BEVELED TO DRAIN TO FRONT 2x6 P.T. PLATE ON SILL SEALER 3/4" RECESS W/ 3/4" EDGE CHAMFER SECTION SECE 1 D CRY OF TUKWI1.A JU•L 3205 PERMIT CENTER SECTION m w a o © v a en m ca co Z co O (/? ca o CNJ N W J c.a i - 00 x NW C.. U. (1) 0// CD 0000 d- N VA-3 1 --i H Q W IH Z 1 Z o � -�-, z F cn W z c/D 0 ;--1 CD n p4 0 e n O A -6 Z: \CAD12004 \0441 Narmed\A -4 A -5 A- 6.dwg, A -6, 7/27/2005 7:24:14 AM Reid iddleton February 28, 2005 File No. 262004.005/00902 Mr. Bob Benedicto, Building Official City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal NorMed Shaw Building (D04 -415) Dear Mr. Burnell: A new structural set of drawings was submitted in response to our initial plan review and inserted into the original drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. Portions of the structural design have been deferred by the structural engineer for submittal to the City of Tukwila after issuance of the initial building permit, per IBC Section 106.3.4.2. The following deferred submittals are identified: 1. Design drawings for open -steel -web wood I-joists. Special inspection by the Geotechnical Engineer of Record should be provided for at least the aspects of construction noted below, as recommended in the geotechnical report by Terra Associates, dated November 17, 2004. See IBC Sections 1704.7 and 1802. 1. Site excavation and grading. 2- Preloading of building area. 3. Placement of structural fill and soil compaction. 4. Verification of soil- bearing capacity. 5. Installation of the foundation subsurface drainage system. 6. Placement and compaction of foundation and retaining wall backfill. Structural special inspection by qualified special inspectors should be provided per IBC Sections 1704 and 1707. The following is a summary of the structural special inspections: Do4 - 416 SQttial 1%n BevitiousiAs FC �IVED MAR 01 1005 DyOANtry "''qtr We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the City of Tukwila. The permit applicant has responded successfully to our comments. Woshmgue Oregon Aleslm Engeneen Plannen ,SyrtTyon Reid Middleton, Inc 728 13411 Sheet 5W Suite 200 Everett, WA 98204 PA 425 741 -3800 Pot 425741 -3900 Mr. Bob Bcnedicto, Building Official City of Tukwila February 28, 2005 File No. 262004. 005/00902 Page 2 1. Concrete construction: Continuous, see also Section 1704.4. 2. Reinforcement at concrete construction: Periodic, see also Section 1704 -4. 3. Structural welding of concrete reinforcement: Continuous, see also Section 1704.4 and Item 5.b.2 of Table 1704.3. 4. Erection of precast (tilt -up) reinforced concrete walls: Periodic, see also Section 1704.4. 5. Installation of concrete expansion and adhesive anchors: Continuous, see also Section 1704.13. 6. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. 7. Structural welding of structural steel for single -pass fillet welds r 5/16 -inch and floor /roof deck welds: Periodic, see also Section 1704.3. 8. High - strength bolting of structural steel other than slip - critical: Periodic, see also Section 17043. 9- High- strength bolting of structural steel, slip- critical: Continuous, see also IBC Section 1704.3, Section M5.4 of the AISC Specification (AISC -LRFD or AISC 335), and RCSC Section 9.3. 10. Erection of open -web steel joists and girders: Periodic, see also Section 1704.3. 11. Wood - framed lateral- force - resisting system at the roof: Periodic, see also Section 1707 -3. Enclosed are one complete set of the revised structural drawings (bound with the originally submitted architectural drawings) and an additional set of the revised structural sheets. Also enclosed are the structural calculations, geotechnical report, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. VI Y Phi ip Braiil, P.E , S.E. Senior Engineer Enclosures cc: David Kehle, Architect Richard Hudson, Hudson and Associates v1026 \planrevw \tukwi la\041t009r2.doc\kky Reid iddletan GENERAL NOTE 1. ALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2003 EDITION). 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR THE BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRU 3. CONTRACTOR SHALL PROVIDE TEMPORARY SHORING AND BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. 5. CONTRACTOR - INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT, 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 7. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 8. SHOP DRAWINGS FOR REINFORCING STEEL, STRUCTURAL STEEL, STEEL GIRDERS, AND STEEL BAR JOIST SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. 9. ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. DIMENSIONS AND QUANTITIES ARE NOT GUARANTEED BY THE ENGINEER OF RECORD, THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR. DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY OTHERS SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE. SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY CONTRACTOR PRIOR TO REVIEW BY ENGINEER. 10. THE ENGINEER OF RECORD WILL REVIEW THE PREMANUFACTURED STEEL TRUSS SHOP DRAWINGS AND STAMP THEM WITH A SHOP DRAWING REVIEW STAMP. THE ARCHITECT SHALL FORWARD THEM TO THE BUILDING OFFICIAL 11. ALL NAILING SHALL BE PER IBC TABLE 2304.9.1 UNLESS NOTED OTHERWISE. CODE• INTERNATIONAL BUILDING CODE, 2003 DESIGN CHRITERIA: ROOF DEAD LOAD: 12 psf ROOF SNOW LOAD: 25 psf Pf = 17.5; Ce = 1.0; Is = 1.0; Ct =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: 5S = 139.3 S1 = 48.15 SITE CLASS: D SPECTRAL RESPONSE COEFFICIENTS: SDS = .929 g SD1 = .482 g SEISMIC DESIGN CATEGORY: D BASIC SEISMIC FORCE RESISTING SYSTEM: -- BEARING WALL SYSTEM WITH SPECIAL REINFORCED CONCRETE SHEAR WALLS. DESIGN BASE SHEAR: = .186W= 236K (.133W -ASD LEVEL) RESPONSE MODIFICATION FACTOR R: 5.0 ANALYSIS PROCEDURE USED: EQUIVALENT LATERIAL FORCE (ASCE 7 9.5.5) FOUNDATIONS: FOUNDATION DESIGN PER REPORT PREPARED BY TERRA ASSOCIATES. SOIL BEARING = 2000 PSF PER REPORT. ALL SITE PREPARATION AND FOUNDATION CONSTRUCTION PER THIS REPORT. REPRESENTATIVE FROM TERRA ASSOCIATES TO INSPECT ALL FOOTING EXCAVATIONS AND SITE SOIL PREPARATION PRIOR TO POURING CONCRETE. CONCRETE: f c = 3000 psi FOR FOOTINGS (CONCRETE MIX DESIGN ACCEPTABLE) fc = 3000 psi FOR SLABS ON GRADE f'c = 4000 psi FOR WALLS MAX. SLUMP = 3" PLUS OR MINUS 1" MINIMUM 5 SACKS CEMENT PER CU. YARD FOR SLAB & WALLS MIXING AND PLACING OF ALL CONCRETE SHALL BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318, LATEST EDITION. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE AS SUCH TO PRODUCE A DENSE, WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. 3/4" CHAMFER ON ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. CONCRETE MIX DESIGNS TO BE REVIEWED AND STAMPED BY THE ENGINEER OF RECORD PRIOR TO BEING SUBMITTED TO THE BUILDING OFFICIAL AS A DEFERRED SUBMITTAL REINFORCING STEEL ALL REINFORCEMENT SHALL CONFORM TO ASTM A615 BE GRADE 60 (fy= 60,000 psi). LAP CONTINUOUS REINFORCING BARS 36 BAR DIAMETER IN CONCRETE, 1'-7" MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH THE ACI DETAILING MANUAL. WIRE MESH SHALL CONFORM TO ASTM A -82 OR A -185. REVIEWED eft ontotatedl for general esarormance with the following, :PO . L .1 knelt javisdkeiroc fttAttrYnat Provisions of the International Building Code {� Irkiwiteorotarall Provisions of the International Building Code f i '4. PF49/65i i}pliggrit its responsible for conformance with all applicable codes, conditions ±?l3f8fal: Riid permit requirements subject to, the requirements and interpretations of LI:2 * FI?iil§ dllth9fllye This review does not relieve the Architect and Engineers of Record of fi , fr= l3Nioi1tility for a complete design in accordance with the laws of the governing l illt:lit311 gild the state of Washington. di.E iii Wit K L _111 V4 flS Date ZilgiP i t , Etc. at COVER TO REINFORCEMENT TO BE: FOOTINGS 3 INCHES FORMED SURFACES --- WEATHER FACE 1 1/2 INCHES INTERIOR FACE 3/4 INCHES EARTH FACE 2 INCHES WELDED REBAR: WELDED REBAR TO BE ASTM A706, fy = 60,000 PSI. L SE FRESH E90 LOW HYDROGEN ELECTRODES TO WELD REINFORCING; CONFORM TO PRO : ;EDURES OF AWS D1 -4, CURRENT EDITION, STRUCTURAL WELDING CODE- REINFORCING STEEL. ALL WELDS TO BE BY W.A.B.O. CERTIFIED WELDEN8. STRUCTURAL STEEL: TUBE COLUMNS SHALL CONFORM TO ASTM A500, GRADE B (fy = 46,000 psi). ROLLED STEEL SHAPES SHALL CONFORM TO ASTM A992 (fy = 50,000 psi), ASTM A -36 (fy = 36,000 psi). STANDARD SPECIFICATION FOR PIPE TO CONFORM TO ASTM A 53. WELDS NOT SPECIFIED SHALL bE 3/16" CONTINUOUS FILLET MINIMU' ALL WELDS TO BE BY W.A.B.O. CERTIFIED WELDERS. USE FRESH E70 ELECTRODES. SUBMIT SHOP DRAWINGS TO ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF STRUCTURAL STEEL. STRUCTURAL STEE=L BOLTS TO BE ASTM A -325 (HIGH STRENGTH). MACHINE BOLTS TO BE A -307. FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH AISC FABRICATION AND ERECTION SPECIFICATION AND CODE OF STANDARD, CURRENT EDITION. WELDED HEADED STUDS SHALL CONFORM TO AWS D1.1. ALL COLUMNS SHALL BE ERECTED WITHIN AN H /500 TOLERANCE FOR PLUMBNESS. STEEL JOIST: ALL STEEL JOIST tHALL BE "K ", & "G SERIES DESIGN AND MANUFACTURED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS OF THE STEEL JCIST INSTITUTE FOR OPEN WEB STEEL JOIST. STEEL JOIST SHOP DRAWINGS SHALL BE REVIEWED AND STAMPED BY THE ENGINEER OF RECORD PRIOR TO BEING SUBMITTED TO THE BUILDING OFFICIAL ROOF METAL DECKING: VULCRAFT 1.5VL20 GALVANIZED COMPOSIT (ICBO NO. 31 OR EQUAL. FRAMING LUMBER: BASE DESIGN VALUES: 2x'S, 3x'S ,ROOF JOISTS D.F. #2 4X ,ROOF BEAMS D.F. ##1 LUMBER NOT NOTED TO BE D.F. #2 OR BETTER. ALL GRADES SHALL CONFORM TO WWPA GRADE RULES FOR WESTERN LUMBER -- -MOST RECENT EDITION. ALL BOLTS HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. MAXIMUM MOISTURE CONTENT 19% AT INSTALLATION FOR ALL LUMBER. STEEL MANGERS TO BE SIMPSON OR APPROVED EQUAL FASTEN ALL HANGERS AS SPECIFIED BY MANUFACTURER UNLESS SHOWN. FASTENERS INSTALLED IN PRESERVATIVE TREATED WOO[) SHALL BE HOT DIPPED ZINC COATED GALVANIZED PER IBC 2304.9.5. PLYWOOD AND OS8: CANOPY SHED ROOF SHEATHING 5/8 CD W/ EXTERIOR GLUE ROOF SHEATHING 1/2" ORIENTED STRAND BOARD......INDEX 32/16 GAP EDGES 1/8 INCH MINIMUM OR AS RECOMMENDED BY APA. ALL PLYWOOD SHALL CONFORM TO U.S. PRODUCT STANDARD P.S. 1, CURRENT EDITION. NAIUNG SHALL BE AS INDICATED ON PLAN. CONTRACTOR IS TO CALL THE ENGINEER FOR OBSERVATION OF ROOF AND DIAPHRAGMS PRIOR TO COVERING. SITE PRECAST PANELS: PANEL LIFTING STRESSES ARE TO BE CHECKED BY THE CONTRACTOR AND HE SHALL PROVIDE REINFORCING STEEL AS REQUIRED FOR HIS METHOD OF HANDLING AND ERECTION. USE STRONGBACKS AS REQUIRED AT EXCESSIVE PANEL OPENINGS. CONTINUOUS GROUT BETWEEN PANELS AND FOOTINGS TO BE A NON- SHRINKING TYPE. SEE DRAWINGS FOR ADDITIONAL NOTES REGARDING PRECAST PANELS. CONTRACTOR IS TO CALL THE ENGINEER FOR OBSERVATION OF PANEL REINFORCING AFTER PLACING STEEL, AND PRIOR TO PLACING CONCRETE. CONTRACTOR SHALL PERMIT AMPLE TIME FOR STEEL PLACEMENT REVIEW. EXPANSION BOLTS: EXPANSION BOLTS BY HILTI HCKB KWIK BOLT CONCRETE: ANCHOR PER ICC 5224. EPDXY ADHESIVE FASTENERS: EPDXY ADHESIVE HILTI HIT HY -150 ADHESIVE PER ICBO ER-5193, OR SIMPSON SET PER ER -5279 OR EQUAL. USE ASTM A -36 THREADED ROD, OR ASTM A 193 GRADE B7 THREADED ROD, NO SUBSTITUTIONS WITHOUT ENGINEERS WRITTEN APPROVAL VERIFY THAT ADHESIVE ANCHORING PRODUCT TO BE SUBSTITUTED IS LISTED BY ICBO FOR USE IN SEISMIC RESISTANT CONSTRUCTION. INSPECTIONS: AN INDEPENDENT TESTING LAB APPROVED BY THE ARC' -IITECT SHALL INSPECT CONCRETE, REBAR, HIGH STRENGTH BOLTS, EXPANSION BOLTS, EPDXY ADHESIVE FASTENERS, AND WELDING AS FOLLOWS (UNLESS MORE STRINGENT REQUIREMENTS APPEAR IN THE ARCHITECTURAL SPECIFICATIONS): CONCRETE -- INSPECT REBAR PLACEMENT PRIOR TO POURING. SAMPLES FOR STRENGTH TESTS OF EACH CLASS OF CONCRETE PLACED EACH DAY SHALL BE TAKEN NOT LESS THAN ONCE A DAY, NOR LESS THAN ONCE FOR EACH 150 CUBIC YARDS OF CONCRETE NOR LESS THAN ONCE FOR EACH 5000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS. TAKE 3 CYLINDERS FOR EACH TEST. TEST CYLINDERS AT 7 AND 28 DAYS. HOLD 3RD CYLINDER FOR FURTHER TESTING, IF REQUIRED. ANCHOR BOLTS - INSPECT PLACEMENT PRIOR TO POURING CONCRETE. EXPANSION BOLTS -- PROVIDE TORQUE TESTING PER MANUFACTURER SPECCIFICAT1ONS FOR ALL EXPANSION BOLTS. VERIFY SPECIFIED LENGTH, DIAMETER, EMBEDMENT, SPACING, AND EDGE DISTANCES OF BOLTS. EPDXY ADHESIVE - VERIFY CORRECT INSTALLATION OF BOLT AND ADHESIVE, PROVIDE TORQUE TESTING PER MANFACTURER SPECIFICATIONS. SPECIAL INSPECTION IN ACCORDANCE WITH UBC SECTION 1701.3. VERIFY CORRECT ANCHOR SIZE, EMBEDMENT, SPACING, AND EDGE DISTANCES OF BOLTS. NO SUBSTITUTION OF EPDXY ADHESIVE WITHOUT ENGINEEERS WRITTEN APPROVAL. WELDING - CHECK QUALIFICATIONS OF WELDERS AT THE START OF WORK AND MAKE VISUAL INSPECTION OF ALL FIELD WELDING. HIGH STRENGTH BOLTS - INSPECT THE INSTALLATION OF ALL BOLTED CONNECTIONS PER AISC SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A -325 BOLTS. SPECIAL CONDITIONS: CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD. OBTAIN ARCHITECT'S APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCA"10 , FLOOR AND WALL FINISHES, ETC. I DLTi t 01 TEL. (206) 324 -6160 FAX (206) 324 -8248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 co l r D co r.rn • Lo tT M co c0 I I re) up M d' [V to up c•1 es1 O 0 w Z o x CL ai CD • FOOTING SCHEDULE MARK SIZE REINFORCING F4.0 4' -0" x 4' -O" x 1' -O" 4 - #5 EA. WAY BOTTOM F5.0 5' -O" x 5'--0" x 1'--O" 7 - #4 EA. WAY BOTTOM F5.6 5'-6" x 5' -6" x 1' -0" 5 - #5 EA. WAY BOTTOM F6.0 6' -0" x 6' -0" x 1'--1" 6 - #5 EA. WAY BOTTOM F6.5 6' -6" x 6' -6" x 1' -1" 7 - #5 EA. WAY BOTTOM F8.0 8' -O" x 8'-O" x 1'-5" 9 - #5 EA. WAY BOTTOM F8.5 8' -6" x 8' -6" x 1' -5" 10 - #5 EA. WAY BOTTOM FA 3' -0" x 18' --0" x 2' - 4 - LONG WAY TOP & BOTTOM #5 ® 12 "OC SHORT WAY TOP & BOTTOM FB 5' -0" x 48' -0" x 3' - 7 - #8 LONG WAY TOP & BOTTOM #6 @ 12 "OC SHORT WAY TOP & BOTTOM FC 4' -0" x 25' -0" x 3' - 6 - #7 LONG WAY TOP & BOTTOM #5 0 12 "OC SHORT WAY TOP & BOTTOM FD 4' -0" x RE: PLAN x 2' -O" 6 - #7 LONG WAY TOP & BOTTOM # 0 12 "OC SHORT WAY TOP & BOTTOM a b I 0 0 1 0 O I 0 I 7'7 O O 1 FB (-- 5' -0 ") 5'- 0 25' --0" 35' -0" 55'- 0" r -- F8.0 (- 0' -8 ") F4.0 ( 1 ' -0 ") 40' --O" C -1.2 Q r I I' L r 60' -0" A -1.2 -J F6.0 (- 0' -8 ") F6.0 ( 0 ' - B ") 4k A+ 1+ I+ I I r I I I L_ __J F8.5 ( 0 ' -8 ") FA (- 1' -0 " E 22'_8" 22' -0" 40' -0" a 0 N 5'-- c> NOTES: C -1.2 r F8.5 ( -0' -8" 22' -0" 45'-- 6" SLAB W/ #4© 18 "OC E.W. 22'- H -1.2 51/2" CONCRETE SLAB ON GRADE W/ 12 "x12" W2.9xW2.9 W.W.M. F.F.E. = TOS = DATUM = 0' -0" 330' -O" I v I L_ J T F6.5 FOUNDATION PLAN A -1.2 ( 0 ' -8 ") L_ __J F8.5 (- 0' -8 ") 330' -0" 22'-0" 135' -0" 1' 45' -0" 25' -0" I- r 1 AL 1 Ilr L_ _J 1 F6.5 ( 0 ' -8 ") 4k + 1 [II 1 F8.5 (- 0' -8 ") 22' --O" 45' -0" J g + A+ 4 4 22' -8" SCALE: V16" = 1' -0" 1) FINISHED SLAB IS REFERENCE DATUM O' -0 ". 2) ELEVATIONS SHOWN THUS: ( ) INDICATES TOP OF FOOTING ELEVATION BELOW REFERENCE DATUM. 3) NUMBER SHOWN THUS: INDICATE CONCRETE PANEL NUMBER REFER TO SHEET S -1.3, S -1.4, S -1.5, & S -1.6. FOR ELEVATIONS. 4) REFER TO SHEET S -1.2 FOR TYPICAL CONSTRUCTION, SHRINKAGE AND CLOSURE STRIP JOINT DETAILS. CONTRACTOR OPTION FOR C.J. LOCATIONS. 5) O INDICATES STEP FOOTING REFER TO SHEET S -1.2. 6) FOOTING SIZE BASED ON ALLOWABLE SOIL BEARING PRESSURE = 2000 PSF. 7) PAD FOOTING ALONG GRID B & GRID 2 HAS BEEN DESIGNED FOR FUTURE BK DL & 40K LL MEZZANINE LOAD. (.2 KLF DL, 1.0 KLF LL.) 8) CONTINUOUS FOOTING ALONG GRIDS A,D,1 & 10 HAS BEEN DESIGNED FOR FUTURE MEZZANINE LOAD. (.2 KLF DL, 1.0 KLF LL.) 7 FD F8.5 (- 0' -8 ") 22'_0" 40' -0" 6" SLAB W/ #40 18 "OC E.W. $0' -0" 30'r O" H -1.2 A -1.2 a -1 I ft 1 I' F4.0 (-5'-o") F5.0 ( - 5' - O" 40' --O" 25' -0" FC FC ( 5 ' - 0 ") 16 r 4' -0" JI �` t ® I t F4.0 (- 5' -0 ") 10 L() N N g,HEET INPEX REVIEWED NCE CODE 0,00r2 nun) SEP 19 X005 S1.0 = GENERAL NOTE S1.1 = FOUNDATION PLAN S1.2 = FOUNDATION SECTIONS 51.3 = PANEL ELEVATIONS S1.4 = PANEL ELEVATIONS S1.5 = PANEL ELEVATIONS S1.6 = PANEL ELEVATIONS S1.7 = PANEL DETAILS S1.8 = PANEL DETAILS S1.9 = PANEL DETAILS S2.1 = ROOF FRAMING PLAN S2.2 = ROC F SECTIONS S2.3 = ROCF SECTIONS - City GifTg II ISO R EV F ES282005 Reid Middleton, Inc. TEL. (206) 324 --6180 I'AX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 I- 0 W 7 0 o w 0 I r 0 tD I N ttl W 1 a) to 00 co I I re) up N - 0 a) cd CD Z -0 W H 00 0 (Z cn W = � (n E a 00 N W .- V1rn ' • I2I PROJECT I -10439 DRAWN BY MIS CHECKED BY I BEN I � taPln-II 3J.b0 DESCRIPTION SUBMIT FOR PERMIT RE- SUBMIT FOR PERMIT • 31YO g0 -91.-Z IN A S f . P. C,PANEL REINFORCE PER PANEL ELEVATION a VARIES 4 GROUT (TYP) GRADE RE: ARCH. 3" GROUT COVER (MIN.) ON CONNECTION DETAIL A OR DETAIL B 1' -6" MIN. CONT. FTC W/4-#5 (2T.& 2B.) U.N.O. 1" BRG FQ W/4-3/4"0 EXP BOLTS (EMBED 5" MIN) 1" LEVELING GROUT DEPTH RE: FTG SCHED 3' -6" 4 -0" MAX. 1' -6" MIN. 12" x 3 "CLR � 1' -0" MINIMUM FREE DRAINING BACK FILL FULL HEIGHT OF WALL CONCRETE APRON RE: ARCH. 2 "CLR TO VERT. REINF. VARIES 3" GROUT COVER (MIN.) CONT. FTG W/3 - #5 3" CLR 1 • I I /1 K \ \"/ `( RE: PLAN 1 ,_ 2 " • I 'I _I I !_ I 1 i= I_ =1 I' SEE FTG SCHEDULE FOR SIZE & REINF 111 TYP 2 X 5 1 / " 1 2 SCALE: 3/4" = 1' -0" ISOLATION JOINT COL. RE: PLAN CONC SLAB SECTION D -1.2 SCALE: 3/4 = 1 -0 L 4x3x1/4 x 0' -6" W/2- #5x2' - ® 4" GA. fa 1 /4x3 x O' --10" #4 CONT. #4 @ 18 "OC 1 I r - 2 , -O " CONC. SLAB (RE: PLAN) ja ak 11 1- c/1 7T - - -- --- I I I I I I \��•� P 1/2"x6 x 1. 6" S �5 ;� W/3 -1 " 0x6 W.H.S. CAD 6" GA. (USE FE 1 x6" x 1' -0" W/2 - 0x6" W.H.S. 6" GA. (0 CORNER PANEL CONNECTION). SECTION A -7.2 1 /q V 1' -10" DIAMOND ISOLATION JT. @ EA. COL. (OR 22 "0 ROUND BLOCK OUT). 23" CLR RE: PLAN I 6" #5 BAR I I (EA. SIDE OF FE) I N I I IE 416x3y4x34/4 #4 40 16 "0C HORIZ. #4 0 16 "OC VERT. 2 "0 WEEP HOLE ® 6 L 4x4x1/4 x 0' -8" W/2- #5x3' -0" CAD 4" GA. FI? YEI x3 x 0' -6" CONCRETE APRON RE: ARCH. r SECTION H-1.2 SCALE: 4 = 1 -0 #5 BAR FE isx24 x 0' -34" (0 EA. BAR) 4 GROUT (TYP.) (RE: PLAN) FE 1 /2 "x10" x 0' -10" • • • W /4 --1/2"0 x 6 "W.H.S. 0 OF PANEL & FOOTING P.C. PANEL RE: PANEL ELEV. FOR WALL REINF. MC6x18 x 0' -10" • 6 PANEL MC7x19.1 x 1'--4" • 7 PANEL MC9x23.9 x 1'--4" O 9 PANEL W /FE'S & DOWELS FE Vax3 x 1' -0" CO EA. SIDE 0 i • N 3' CLR 2 I I nn 1/ 1 /4 PANEL JOINT LOCATE CONNECTION EA. PANEL JOINT DETAIL A I l l 1 1 l 1 11 1 l I II 11 nn ( ir \.;,/ ,,./.„„ LOCATE CONNECTION Chi 3' -0"0C DETAIL HH RE: PLAN I. SECTION E -1.2 SCALE: 3/4" = 1' -0" 1 /4 V6" L 4x3x1/4 x 0 W /2- #5x2' -0" © 4" GA. F 1 /4x3 x 0'--5" FE Wx6 x 0' -6" W/2 - "0x6 "W.H.S. 0 4" GA. AT 4' -0" OC TYP. AT ALL PANELS W/0 SLAB TO PANEL DOWELS. •III -I I 1- III -1 11- 12" 10" FE TO EMBED FE 5" ® EA. PANEL DETAIL E SIDEWALK RE: ARCH. IE 1x16 x 1' -4" W/6- A36 THREADED RODS RE: ARCH. 1 6 6 1 7" #4x © 18 "OC 1 LOCATE CONNECTION ® 4'--0" OC TYP. UNO. DETAIL AB, DETAIL EA SECTION J -1.2 SCALE: 4 = 1 - 0 " DOWELS PER PLAN DOWELS PER PLAN DETAIL EB MC7x19.1 FOR 7 PANEL MC9x23.9 FOR 9 PANEL MC6x18 FOR 6 PANEL NOE: FE 3/4x3 x 1' -2" NOT SHOWN FOR CLARITY. #4 CONT. #4 ® 18 "OC 5" CONC. SLAB I o' —o" 2- #4 CONT. 11 PANEL W/DETAIL FA 61/4" PANEL W /DETAIL EB • 3 "CLR I ,(RE: PLAN) PANEL RE: A -1.2 FOR CONNECTION II 5 P.C. PANEL RE: PANEL ELEV. FOR WALL REINF. i l l l il 1 1 -1�I 1 1 � 1 RE: •III -•rl 1- III -III -� �Il��i�ll�l �� 0 • II II DETAIL F x N 1" GROUT e y4x2o x 1' -4" W/4- W A36 THREADED RODS #4x 1'_7" 1' -7 PLAN SECTION F-1.2 12:0 SCALE: 4" = 1' -0" JOINT LOCATION RE: FOUNDATION PLAN JOINT LOCATION RE: FOUNDATION PLAN JOINT LOCATION RE: FOUNDATION PLAN (25' -o "oC MAX.) II? RE: @ MID HT. OF COL. T.S. COL. RE: PLAN PAINT COL W/ THREE COATS ASPHALTIC PAINT OR PROVIDE MIN 3 INCHES CONCRETE COVER. BASE FE 4x10 x 1' -2" W/4-1"0 EXP. BOLT 1" GROUT FOOTING RE: SCHEDULE SECTION B -1.2 I C� 18 "OC SCALE: 44" = 1'--0" r DOWELS f PER PLAN DETAIL FA 1 � \�� \ \ T , \ ' ` // CLOSURE STRIP DETAIL B 2 -L 5x31/2xYa x 1' -0 "LLH ® 11 PANEL -6" MIN. #4x3' -O" DOWEL 24 "OC CLOSURE STRIP (C.S.) 1/2"0x 3' -0" PLAIN BAR @ 24"0C-GREASE ONE END REINF. PER PANEL ELEVATIONS PILASTER #4 TIES RE: PANEL ELEVATIONS FOR SPACING SIDEWALK RE: ARCH. DEPTH RE: FTG 1 /4 CONSTRUCTION JOINT .(C.J.) 1' -S" MIN. \ X s U re w re SCHED. 3 "CLR • P.C. PANEL 11 I- z 0 1 - D SAWN JOINT 4"..6 e (RE: PLAN) SHRINKAGE JOINT (S.J. °-" ° ° "T SLAB ON GRADE W /6x6- W1.4/W1.4W. W.M. CENTER IN SLAB,STOP G.J. JAMB L RE: ARCH. • OVERHEAD DOORS ONLY. L 4x4x GALV.- W /W0x4" W.H.S. C� 24"OC P.C. PANEL RE: A -1.2 FOR PANEL TO FTC CONNECTION CONCRETE APRON RE. ARCH. •II ILJII 11 3 "CLR • 3 MAX. 1117 I I RE: PLAN SCALE: 3' = 1' -0" II II ' I 1 I C.] SEE FTG SCHEDULE FOR SIZE & REINF. SECTION G -1.2 SCALE: 3" = 1' -0" SECTION C -1.2 ¶½ AX. 1.5H • c f TYPICAL STEP F N `V /[1[ FEB282005 Reid Middleton, Inc. \\,-; (RE: PLAN) 2 r a #5 CONT. •0 PANEL REINFORCING PANEL BEYOND 2 #5 CONT. CONC SLAB RE: PLAN 10" 2 , -6 " #4 � i ( 24 "0C N I �-- IE 4160 x 0' -6" 6 V 2 sip a 2 -L 5x3 x 1' -11" W/3- #6x3' -0" DOWELS & 1 /2 " CAP FE EA. END o' — o" (RE: PLAN) CD to csi W CL z 17.3 jgai FE 4x6 x 1' -0" W /2 -W/a "0x8" W.H.S. 0 EA. FACE OF PILASTER - #5 1' -O" 1' -O" DOTING 1" 10" 1" E ED FOR CODE. COMPLIANCE D enrmemn S EP 19 2005 P.C. PA EL 1 ? }! m tr ± ` ' ' 0, (RE: PLAN) 4 - #5 CONT. TEL. (208) 324 -8160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1805 12T11 AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 A � W I I o V 1 Z I W W Z w � o cn 4 O z A wW z 1 Wa rn 0 I4 p S 1 .2 OF: 13 RE: SCHEDULE TO BOTTOM OF 10 1/ - _... � , U U LJ U U U LJ U U _ U " ■ __ / = � #4 0 12 "OC - A A HORIZ. / _ C ---CI— 16Y4" I 6 M. I I A 1 6 1/4" I A A 1 • r, f 1 —#7 HORIZ. W /HOOK EA. END J A 6114" I 61 / 4 " I 61 / 4 " I -t-d \ -- i- \ 1 I B RE: PANEL 0 FOR REINF. I s1/4 " R 1 61-4 " I C # ®12 "OC a EA. WAY RE: PANEL 10 FOR REINF. r, B B RE: PANEL 0 FOR REINF. 4 n � , RI - I rAl rA - \ RE: PANEL V FOR REINF. #4x 2' -0" SLAB DOWELS - @ 18 "OC TYP. ' � n r1 10 1/ - _... � , C ©:::::::::JC= == __ / = � #4 0 12 "OC - A A HORIZ. / _ C ---CI— 16Y4" I 6 - 1 6 1/4" I B B RE: PANEL 10 FOR REINF. • r, RE: PANEL 4 FOR REINF. co CONCRETE ON METAL DECK a RE: PLAN> a [RE: PLAN] 1' - 6" e 101-8" MEZZ. C(RE: PLAN) 2 -#5 VERT. EA. FACE (4 TOTAL) #4 12 "OC EA. WAY p HORIZ. W /HOOK EA. END #4 @ 12 "0C EA. WAY e 101-8" MEZZ. e( RE: PLAN) C #4x2' -6" DIAGONAL © CORNERS C RE: A -1.2 e d2E: PLAN> [RE: PLAN] \- 1' -6" PANEL ELEVATION @ GRID 4x FE P -2.2 SCALE: 1/2" = 1' -0" EMBED RE: N -2.2 RE: A -1.2 TYP. 6 RE: PANEL 10 FOR REINF. PANEL ELEVATION @ GRID SCALE: 1/2" = 1' -0" 6 I SCALE: 1/2" = 1' -0" 2 -#5 CHORD STEEL 2 -#5 VERT. EA. FACE (4 TOTAL) U 1 -#7 HORIZ. HOOK END © 90' 3 - #5 VERT. EA. FACE (6 TOTAL) RE: PANEL 10 FOR REINF. CI) \RE: A -1.2 TYP. H -1.7 H -1.7 H -1.7 4x6 fE HORIZ. RE: F -1.2 RE: A -1.2 EMBED TYP. PANEL ELEVATION ID GRID 61/4" I #4 @ 12 "OC 61/4" 3 -#6 CHORD STEEL BEND UP TO LAP W/3 -#6 © BEAM CONN. RS- X J 4- 4 -A-4- 0: SLEEVE BRACE POINT TYPICAL AS SHOWN C RE: C -2.3 3-#6 CHORD STEEL BEND UP TO LAP W/3 - #6 @ BEAM CONN. BEAM RE: PLAN 4 - #5 VERT. (2 EA. FACE) o f #4x 2 SLAB DOWELS ® 24 "0C ONE FACE. #4x30" EPDXY © 24 "OC OTHER FACE (USE 4" MIN. EMBEDMENT) BEAM RE: PLAN 4 - #5 VERT. (2 EA. FACE) C_ 2 - #5 VERT. (1 EA. FACE) 1- #5 HORIZ. #4x2' -6" DIAGONAL CORNERS 1 - #5 HORIZ. o� ##4x 2' -0" SLAB DOWELS C� 24 "OC ONE FACE. #4x30" EPDXY 0 24"OC OTHER FACE (USE 4" MIN. EMBEDMENT) 2 -#5 VERT. EA. FACE (4 TOTAL) C #4 0 12 "OC EA. WAY 2 - #5 HORIZ. #4 @ 12 "OC EA. WAY PANEL ELEVATION @ GRID SCALE: 1 /2" = 1' -0" � -2'_0" �i RE: PLAN> [RE: PLAN] 1' -6" C SIM. 1-#7 HORIZ. e10'--811 MEZZ. 2 - #5 VERT. EA. FACE (4 TOTAL) e( RE: PLAN) it RE: PLAN> [ RE: PLAN] 1' -6" C SIM 1 - #7 HORIZ. e 101-8" MEZZ. 2 - #5 VERT. EA. FACE (4 TOTAL) i t (RE: PLAN) C SIM. C SIM, SCALE: 1/2" = 1 ( -21 -0" SCALE: = 1' -0" 2--0 CHORD STEEL RE: A -1.2 TYP. 2 -#5 VERT. EA. FACE (4 TOTAL) 1 - #7 HORIZ. HOOK END @ 90' #4x2' -6" DIAGONAL CORNERS RE: U O _ N PANEL ELEVATION CO GRID w PANEL ELEVATION @ GRID \11L A -1.2 SCALE: W' = 1' -0" PANEL ELEVATION @I GRID #4 0 12 "OC HORIZ. 1 61/4 " = #4x 2' -0" SLAB DOWELS ® 18 "OC TYP. 2 -#5 CHORD STEEL RE: A -1.7 RE: M -2.2 RE: A-1.2 TYP. 4x I2 CONCRETE ON METAL DECK 6 RE: PANEL O. FOR REINF. 3' -6" RE: PANEL 85 RE: PANEL O. RE: PANEL 16 2 - #5 CHORD STEEL #4 @ 12 "OC EA. WAY 5-#5 VERT. EA. FACE (10 TOTAL) 3' -6 TYP. �I w \RLCE d�ODECO be lrvera+ , aFn SEP 1 9 2005 SEP 1 ZDDS City Of T� Earl l 1!;,1,-.1 f - SS °N • E V' E V.Av./ FEB 2 8 2005 Reid Middleton, Inc. TEL. (206) 324 -6160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 N v, Q cO M 00 00 Z w I CO � C9 Z Lri cn _ tn t o a 7- W LJ I.- F 00 n W c o, Cf7 730 CCS CONCRETE ON METAL DECK 2 - #5 HORIZ. #4 © 12 "0C HORIZ. #4 @ 12 "0C VERT. 4 -#6 VERT. (2 EA. FACE) C -1.7 #4x 2' -0" SLAB DOWELS @ 18 "0C (5 MIN.) E -1.8 SIM. E - 1.8 SIM. PANEL PANEL C -1.7 RE: E-1.2 RE: A -1.8 8' -O" 3 - #6 HORIZ. EA. FACE RE: A -1.2 . / P 1 61/4" PANEL ELEVATION CO GRID SCALE: 1 2" = 1' -0" RE: PANEL 27 FOR REINF. PANEL ELEVATION @ GRID �A SCALE: 1/2" = 1' -0" 7 RE: PANEL 27 FOR REINF. RE: E -1.2 PANEL ELEVATION @ GRID SCALE: 1/2" = 1' -0" -h.., DETAIL A -1.8 I 614" RE: PANEL ® FOR REINF. R E: PANEL FOR REINF. 1,1 7 H -1.8 SCALE: 1/4" = 1' -0" E -1.8 SIM. H -1.8 8' -0" H -1.8 - 11114 "I V -1.7 3 - #5 HORIZ. EA. FACE V-1.7 If #4 © 18 "0C VERT. CENTERED 11 7 V -1.7 RE: PANEL 0 FOR REINF. -- 11114" A -1.8 RE: A -1.8 SIM. PANEL PANEL E -1.8 ET \RE: A -1.2 RE: PANEL FOR REINF. 7 CONCRETE PLINTH 17 RE: E -1.2 E -1.8 H -1.8 PANEL ELEVATION @ GRID H -1.8 11 0 -1.2 7 RE: PANEL 27 FOR REINF. 3 - #6 HORIZ. EA. FACE RE: A -1.8 H -1.8 RE: PANEL FOR REINF. 3 - #5 HORIZ. EA. FACE 11 PLAN 20 • E -1.8 JS 5 -1.7 [ 71/4" #4 CO 18 "0C VERT. CENTERED V -1.7 RE: PANEL FOR REINF. PLAN 20 1 - A -1.8 DETAIL E -1.9 SIM. A -1.8 V -1.7 RE: -1.2 1 61/4" RE: PANEL® FOR REINF. RE: A -1.2 E -1.8 17 RE: PANEL 26 FOR REINF. H -1.8 PANEL LEG RE: A -1.2 D -1.9 D -1.9 A -1.8 RE: A -1.8 SIM. E -1.8 I RE: A -1. 2 RE: A -1.2 3 - #6 HORIZ. EA. FACE A -1.8 RE: A -1.8 SIM. E -1.8 RE: A-1.2 V -1.7 PANEL RE: PANEL 27 FOR REINF. RE: -1.2 E -1.8 K -1.8 L -1.8 J -t8 SIM. SCALE: W' - 1'--0" X614" RE: PANEL® FOR REINF. RE: PANEL ® FOR REINF. - PANEL RE: PANEL FOR REINF. 7 DETAIL A -1.8 RE: A -1.2 / 5") (3!) E -1.8 PANEL PANEL ELEVATION @ ENTRY 3 -#6 HORIZ. EA. FACE DETAIL A -1.8 A -1.8 RE: A -1.8 CONCRETE ON METAL DECK 6 - #5 VERT. (3 EA. FACE) ' -- RE: PANEL 0 FOR REINF. - 11114"I RE: PANEL FOR REINF. V -1.7` PANEL 46 #5X 2' -0" SLAB DOWELS 18 "0C (12 TOTAL MIN.) RE: PANEL FOR REINF. E -1.8 SIM. K -1.7 E -1.8 SIM. 0 SCALE: 1s" = 1 ' -0" P -2.2 SIM. #4 CAD 12 "0C HORIZ. 1 71/4" PANEL RE: E -1.2 RE: PANEL FOR REINF. G -1.2 r V -1.7 PANEL 7 RE: PANEL 27 FOR REINF. ei RE: PLANS K -1.7 41 , [RE: PLAN] 1' -6" e 10' -8" MEZZ. cb 0' -O" e (RE: PLAN)r SCALE: 141" = 1' -0" �-- PANEL .. - PANEL H -1.8 RE: E -1.2 DETAIL A -1.8 PANEL ELEVATION CO GRID [ 61/4" PANEL LEG D -1.9 D -1.9 RE: PANEL FOR REINF. RE: 1.2 RE: PANEL FOR REIN F. V -1.7 R E: A -1.2 E -1.9 PANEL ELEVATION @ GRID SCALE: 1/2" = 1' -0" SIM. H -1.8 3 #6 HORIZ. EA. FACE -a A -1.8 SIM. RE: A -1.8 PANEL PANEL E -1.8 PANEL ELEVATION @ GRID RE: PANEL® FOR REINF. PLAd..24 3 -#6 HORIZ. EA. FACE V--1.7 E -1.8 SIM. DETAIL A -1.8 RE: A -1.2 RE: PANEL 27 FOR REINF. _ 71 /4 RE: PANEL FOR REINF. 1777 - A -1.8 RE: A -1.8 E -1.8 H -1.8 E -1.8 SIM. RE: A -1.8 A -1 SIM, E -1.8 RE: A -1.2 1 71/4 RE: PANEL 26 FOR REINF. H -1.8 1111/4 " 164" RE: PANEL ®4 FOR REINF. RE: PANEL 0 FOR REINF. RE: -1.2 3 #6 HORIZ. EA. FACE DETAIL A -1.8 RE: A -1.2 / E -1.8 1114 %-e4415 A -1.8 RE: A -1.8 E -1,8 SIM. REVIEWED CODE COM tovommn SEP 1 g ZOOS OtY 0 {a ID Mr nl‘P5Irr,1 EWEVAVIFEZ FEB 2 8 2005 Reid Middleton, Inc. TEL. (208) 324 -6160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 z 0 Cl) w 0 N r u, 0 c0 N cjp Z - 0 H CO L 0 Z LIJ V) cD a H J - N Q nW In rn 2- #5 PANEL PANEL PANEL C -L7 C -1.7 RE: E -1.2 V-0" N -1.7 6V4" SCALE: Ys" = 1' -0" SCALE: 1 /4" = 1' -0" SCALE: Ys" = 1' -0" CONCRETE ON METAL DECK #4 0 12 "OC HORIZ. #4 © 12 "0C VERT. PANEL #4 4 12 "OC EA. WAY 4 -#6 VERT. (2 EA. FACE) #4x 2' -0" SLAB DOWELS © 18 "0C (5 MIN.) 8 -O" D -1.8 2 -##6 HORIZ. TOP & BOTTOM PANEL ELEVATION CO GRID PANEL ELEVATION @ GRID U -1.7 PANEL ELEVATION @ GRID PANEL 1 - #5 HORIZ. CENTERED 2 -##6 HORIZ. TOP & BOTTOM 3-- #7 CHORD STEEL C -1.7 #4 VERT. C� 18 "0C PANEL 71/4' N -1.7 N -1.7 SIM. #4 © 18 "OC CENTERED #5 HORIZ. 18 "OC 2 - #7 HORIZ. TOP & BOTTOM #4 4 18"OC CENTERED 3 - #7 CHORD STEEL T -1.7 SIM. N -1.7 RE: F -1.2 RE: F-1.2 RE: PANEL FOR REINF. RE: F - 1.2 RE: F -1.2 111A" RE: PANEL FOR REINF. #4 C� 18 "0C L -1.9 VERT. # 1 "OC CHORD STEEL N -1.7 #5 T 18 "OC HORIZ. L -1.9 2 - #6 HORIZ. / TOP & BOTTOM G-- HORIZ. CENTERED #4 © 18 "OC VERT. F -1.9 2- #5 CHORD STEEL RETURN PANEL BEYOND 6 -#6 HORIZ. TOP & BOTTOM hi wimp T - 1.7 �■ ' fi 7 /a" F -1.7 q ��� FOR REINF. ;,, 10C Ya" JD B O & BO TTOM 4 VERT. - 0 18 "OC U -1.7 M 1.7 RE: F -1.2 #5 0 18 "OC HORIZ. #4 @ 18 "OC VER T. 2-#7 HORIZ. TOP & BOTTOM 2-#5 CHORD STEEL 1 - #5 HORIZ. CENTERED r-2 -#6 HORIZ. TOP & BOTTOM 3 - #6 CHORD STEEL N -1.7 A PANEL N -1.7 #4 © 18 "OC VERT. #5 @ 18 "OC HORIZ. 2-#6 HORIZ. TOP & BOTTOM L -1.9 DETAIL B -1.8 1 -#5 HORIZ. CENTERED 2 - #6 HORIZ. TOP & BOTTOM 3-#5 CHORD STEEL F -1.9 #4 © 18 "OC CENTERED L -1.9 PANEL RE: PANEL FOR REINF. 7]/a" RETURN PANEL BEYOND RETURN PANEL BEYOND RE: F -1.2 L -1.9 PANEL #4 © 12 "OC EA. WAY 0 r` i i MINFALWAIIIN PANEL D -1.9 SIM. tW limmonmegamiimaimm .�.. '""..'w■. - MINEMONNOMM A-1.9 111/4" 0 PANEL( 79 11 '11 LW w A -1.9 RE: C -1.9 PANEL --- - RE: PANEL FOR REINF. PANEL ELEVATION @ ENTRY SCALE: Ya" = 1' -0" 11Y" PANEL D--1.9 L -1.9 #4 0 18 "OC CENTERED 3 - CHORD STEEL CENTERED B -1.9 C-1.9 2- ##5 CHORD STEEL #4 @ 18 "OC VERT. PANEL RE: PANEL FOR REINF. L -1.9 SIM. N -1.7 RE: F -1.2 <62> 04 1 - #5 HORIZ. CENTERED 2 - #6 HORIZ. PANEL(78 TOP & BOTTOM #5 @ 18 "OC HORIZ. #4 0 18 "0C VERT. #4 ® 12 "OC EA. WAY PANEL B -1.9 C -1.9 L--1.9 D -1.9 SIM. #4 (0 12 "OC EA. WAY PANEL D -1.9 RE: PANEL FOR REINF. RETURN PANEL BEYOND RE: F -1.2 63 PANEL RETURN PANEL BEYOND L -1.9 RE: F -1.2 L -1.9 RE: PANEL FOR REINF. L-1.9 N -1.7 #5 @ 18 "0C HORIZ. 2 -#6 HORIZ. ' TOP & BOTTOM __.....,i■■ 2..a=.. .l! P -1.7 SIM. RETURN PANEL BEYOND 2 - #7 HORIZ. TOP & BOTTOM #5 0 18"OC HORIZ. RE: F -1.2 J -1.7 PANEL BEYON PANEL C -1.9 D -1.8 SIM. PANEL RE: PANEL@ FOR REINF. PANEL REVIEWED FOR CODE COMPLIANCE AonrrAmn SEP 19 2005 REV EVN1h FEB 2 8 2005 Reid Middleton, Inc. TEL. (206) 324 -6160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, 9tJrrE 18 SEATTLE, WASHINGTON 98122 H t.) W 0 I 0 2 W 0 2 z 0 W 0 N Ln 0 ca N w a t --t t --t C1-4 W II Cel 1-L-1 o Z I W W E' w (-i o CLI a � U) a4 wW AX wo 0 O S -1.5 O F: 13 PANEL SCALE: V8" = 1' -0" 2 - #6 HORIZ. TOP & BOTTOM #5 @ 1 "OC HORIZ. RE: PANEL FOR REINF. L -1.9 @ 18 "0C HORIZ. #4 © 18 "0C VERT. 2 -#7 HORIZ. TOP & BOTTOM SCALE: W = 1' -0" PANEL ELEVATION @ GRID RE: F-1.2 #4 ®18 "OC 3--#7 CHORD COLECTOR T-1.7 PANEL ELEVATION @ GRID PLINTH FOR RE: F -L2 PANEL LEG PANEL 3 - #7 CHORD COLLECTOR PANEL ELEVATION Cs GRID T -1.7 H -2.2 RE: F -1.2 J -2.2 DETAIL B -1.8 RE: F -1.2 PANEL STEEL BEAM RE: PLAN 3 - #7 CHORD COLLECTOR C I N -22 `�-- PANEL CONCRETE ON METAL DECK PANEL 3 - #5 SLAB DOWELS EQUALLY SPACED 3 - #7 CHORD STEEL CENTERED PANEL BEYON #5 HDRIZ. OW631147161111F11 111 wrAmmim ECM ©18'0C ►.� itip∎Mi►= NIMIM\ B • WNW 7V4" I 2 -#7 HDRIZ. TOP & BOTTOM W -1.7 R -1.7 R -1.7 B 1 71/4" RE: PANEL FOR REINF. R -1.7 J -1.7 J -1.7 #4 0 18 "0C VERT. CENTERED #5 0 12 "0C HORIZ. # ? @ ?OC VER T. 4 - #5 VERT. a #4x 2' -O" SLAB DOWELS ® 18 "OC #5 0 18 "0C HORIZ. CENTERED 4 -#6 HORIZ. TOP & BOTTOM C PANEL ##4 @ 10 "OC HORIZ. #4 CAD 12 "0C VER T. 6 - #6 VERT. (3 EA. FACE) RE: E -1.2 N-1.7 #4 @ 18 "OC CENTERED 3 - #7 CHORD STEEL CENTERED #4 0 18 "0C W/180" HOOK TOP & BOTTOM T -1.7 0 RE: F -1.2 RE: F -1.2 #4 VERT. 18 "0C BE A M P RE: C -2.3 4-#5 VERT. (2 EA. FACE) a #4X 2' -0" SLAB DOWELS © 24 "OC ONE FACE & #4x30" BAR EPDXIED 0 24 "0C OTHER FACE. USE 4" MIN. EPDXY EMBEDMENT DEPTH. Q -1.7 M -1.7 SCALE: W' = 1' -0" #5 HORIZ. 18 "OC #4 VERT. 18 "OC 1 - #5 HORIZ. CENTERED 4-#6 HORIZ. TOP & BOTTOM #4 0 18"OC 3 - #7 CHORD W/180* HOOK STEEL TOP & BOTTOE T -1.7 N -1.7 L -1.9 RE: F -1.2 BEAM RE: PLAN i #4 @ 12 "0C H ORI Z. 61/4" I RE: F -1.2 : B -2.3 RE: F -1.2 PANEL ELEVATION @ GRID D TS COL. RE: PLAN DETAIL B -1.8 RE: F -1.2 4 -#6 HORIZ. TOP & BOTTOM BEAM RE: PLAN #4 © 18 "0C W/180* HOOK TOP & BOTTOM #5 © 18 "OC HORIZ. CENTERED RE: B -2.3 4-#5 VERT. (2 EA. FACE) TS COL. RE: PLAN SCALE: Ye" = 1 - 0 " PANEL 6Y l- -1--- i ` RE: F -1.2 #4 CAD 12 "0C H ORI Z. BEAM RE: PLAN RE: C -2.3 RE: F'-1.2 PANEL ELEVATION CO GRID FEB REV 1E Vle LE 282005 Reid Middleton, Inc. TEL (206) 324 -8160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 I- 0 w 0 a w 0 r 0 I z 0 w 0 u) 0 to N w 0 Lai z O X 2 0- La- - co >ic CZ W I--- co N Z Lo I ca a W W a ca ao N Q N. W CV Oh II S -1.6 OF: 13 &Vail 4' -0" 10' -0" 4' ---0" PANEL SCALE: V8" = 1' -0" 2 - #6 HORIZ. TOP & BOTTOM #5 @ 1 "OC HORIZ. RE: PANEL FOR REINF. L -1.9 @ 18 "0C HORIZ. #4 © 18 "0C VERT. 2 -#7 HORIZ. TOP & BOTTOM SCALE: W = 1' -0" PANEL ELEVATION @ GRID RE: F-1.2 #4 ®18 "OC 3--#7 CHORD COLECTOR T-1.7 PANEL ELEVATION @ GRID PLINTH FOR RE: F -L2 PANEL LEG PANEL 3 - #7 CHORD COLLECTOR PANEL ELEVATION Cs GRID T -1.7 H -2.2 RE: F -1.2 J -2.2 DETAIL B -1.8 RE: F -1.2 PANEL STEEL BEAM RE: PLAN 3 - #7 CHORD COLLECTOR C I N -22 `�-- PANEL CONCRETE ON METAL DECK PANEL 3 - #5 SLAB DOWELS EQUALLY SPACED 3 - #7 CHORD STEEL CENTERED PANEL BEYON #5 HDRIZ. OW631147161111F11 111 wrAmmim ECM ©18'0C ►.� itip∎Mi►= NIMIM\ B • WNW 7V4" I 2 -#7 HDRIZ. TOP & BOTTOM W -1.7 R -1.7 R -1.7 B 1 71/4" RE: PANEL FOR REINF. R -1.7 J -1.7 J -1.7 #4 0 18 "0C VERT. CENTERED #5 0 12 "0C HORIZ. # ? @ ?OC VER T. 4 - #5 VERT. a #4x 2' -O" SLAB DOWELS ® 18 "OC #5 0 18 "0C HORIZ. CENTERED 4 -#6 HORIZ. TOP & BOTTOM C PANEL ##4 @ 10 "OC HORIZ. #4 CAD 12 "0C VER T. 6 - #6 VERT. (3 EA. FACE) RE: E -1.2 N-1.7 #4 @ 18 "OC CENTERED 3 - #7 CHORD STEEL CENTERED #4 0 18 "0C W/180" HOOK TOP & BOTTOM T -1.7 0 RE: F -1.2 RE: F -1.2 #4 VERT. 18 "0C BE A M P RE: C -2.3 4-#5 VERT. (2 EA. FACE) a #4X 2' -0" SLAB DOWELS © 24 "OC ONE FACE & #4x30" BAR EPDXIED 0 24 "0C OTHER FACE. USE 4" MIN. EPDXY EMBEDMENT DEPTH. Q -1.7 M -1.7 SCALE: W' = 1' -0" #5 HORIZ. 18 "OC #4 VERT. 18 "OC 1 - #5 HORIZ. CENTERED 4-#6 HORIZ. TOP & BOTTOM #4 0 18"OC 3 - #7 CHORD W/180* HOOK STEEL TOP & BOTTOE T -1.7 N -1.7 L -1.9 RE: F -1.2 BEAM RE: PLAN i #4 @ 12 "0C H ORI Z. 61/4" I RE: F -1.2 : B -2.3 RE: F -1.2 PANEL ELEVATION @ GRID D TS COL. RE: PLAN DETAIL B -1.8 RE: F -1.2 4 -#6 HORIZ. TOP & BOTTOM BEAM RE: PLAN #4 © 18 "0C W/180* HOOK TOP & BOTTOM #5 © 18 "OC HORIZ. CENTERED RE: B -2.3 4-#5 VERT. (2 EA. FACE) TS COL. RE: PLAN SCALE: Ye" = 1 - 0 " PANEL 6Y l- -1--- i ` RE: F -1.2 #4 CAD 12 "0C H ORI Z. BEAM RE: PLAN RE: C -2.3 RE: F'-1.2 PANEL ELEVATION CO GRID FEB REV 1E Vle LE 282005 Reid Middleton, Inc. TEL (206) 324 -8160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 I- 0 w 0 a w 0 r 0 I z 0 w 0 u) 0 to N w 0 Lai z O X 2 0- La- - co >ic CZ W I--- co N Z Lo I ca a W W a ca ao N Q N. W CV Oh II S -1.6 OF: 13 TYP)-- 3's 6 "TYP L 21/2x2 x 1' -0" SEE PANEL ELEV. FOR REINF. L 2x2x3'3 x 0' -8" W /2 —% "0x6" W.H.S. C� 6"OC 2 — #3 TIES @ 5 "OC TOP & BOTTOM REST @ 10 "OC STUB STEEL OF SAME DIAMETER AS VERTICAL BARS W /6" LEG SECTION L -1.7 SCALE: 3'4" = 1' -0" I I #5 A706 TYP. @ PILASTER SCALE: 3/4" = 1' -0" [ROOF ELEV.] TYPE A CONNECTION TYPE F CONNECTION TYPE G CONNECTION SECTION T -1.7 SEE PANEL ELEVATION FOR CONNECTION LOCATIONS 2 —#7 HORIZ. ® TOP #4 © 18 "OC VERT. IN CENTER #5 © 18 "OC HORIZ. TYP. 2 —#7 HORIZ. • BOTTOM 1 /2" RECESS PILASTER BELOW @ X LOWER SPANDREL SECTION M -1.7 SCALE: 3/4 = 1 - O 3tis >9 I Rsx6V4 x 2'--0" THREADED STUD FOR f£ EMBED 2 343x7Y4 x 3' -8" W /4 —W/s "0x5" W.H.S. @ 101/2"0C L 2x2x x 0'--8" W/2—#5x1 @ 6 "GA. (DO NOT BEND BARS) f� 4x x 0 —6" TYPE B CONNECTION n 2 PLAN 2 —#3 TIES 0 5 "OC TOP & BOTTOM REST ® 10 "OC 3 —#7 VERT. EA. FACE 1 /z" JOINT (TYPICAL) SCALE: /" = 1' -0" 1 /z" JOINT (TYPICAL) PANEL THICKNESS NOT EQUAL © SIM. SECTION 2--#6 HORIZ. @ TOP #4 CAD 18 "OC VERT. #5 @ 18 "OC HORIZ. TYP. 2 —#6 HORIZ. O BOTTOM UPPER SPANDREL SCALE: 3/4" = 1' -0" 11Y4" SECTION U -1.7 II? 4x3x L 3x3x x 0' -6" W/2— #5x2' --0" 0 4 "GA. 1 /4 SECTION N -1.7 • • 4 —#6 VERT. EA. FACE L 2x2x1/4 x 0' -4" 1 /4 TYPE C CONNECTION I 6Y4" L 3x3x x 0' -6" W /2— #5x2 -0" C� 4 "GA. L 2x2x x O' -4" L 3x3x x 0' -6" W /2-- #5x2' -0" C� 4 "GA. SECTION H-1.7 SCALE: 3/4" = 1' -0" 4 —#6 VERT. #6 0 6 "OC VERT. 2 — #3 TIES 5 "OC TOP & BOTTOM REST ® 10 "OC 1 SCALE: 3/4" = 1' -0" 11Y4" 5' -0" SCALE: 3/4" = 1' -0" EXTERIOR SECTION V-1.7 fL 1 /4x4 x 0'--6" W/2— #5x2' -0" 4 "GA. ADDITIONAL PANEL 0 SIM. SECTION P -1.7 L 3x3x x 0' -6" W /2— #5x2' --0" CAD 4 "GA. VERT. REINF. RE: PANEL ELEVATIONS f 4x6x x 0' -6" W /2— #5x2' -0" 4 "GA. 4 — #6 VERT. 4 0 6 "OC HORIZ. STAGGERED ALT. FACE 1' -6" L 3x3x x 0' -6" W/2-- #5x2' -0" 0 4"GA. I 1 /4x4x0' -5" 1 /4 SCALE: Y4 = 1 - 0 " TYPE D CONNECTION 7Y4" SECTION J-1.7 SCALE: 3'4" = 1' -0" 4 —#6 HORIZ. CAD 4 "OC CONT. @ TOP #4 18 "OC VERT. IN CENTERED #5 18 "OC HORIZ. TYP. 4 —#6 HORIZ. ® 4 "OC CONT. O BOTTOM SCALE: 3/4 = 1 0 4 #5 VERT. #4 0 36 "OC EA. FACE HORIZ. ( HORIZ. PROJECTION 0 18 "OC) #4 0 36 "0C EA. FACE VERT. ( HORIZ. PROJECTION 18 "OC AS SHOWN) 1' -6" i SECTION W -1.7 L 3x3x x 0' -6" W/2— #5x2' -0" C� 4 "GA. RE: PC SPANDREL ELEMENT 0 PANEL 55 4x6x x O' -6" W/2— #5x2' -0" 0 4 "GA. L 2x2x x 0' -4" RE: PC SPANDREL ELEMENT 0 PANEL 58 VERT. REINF. RE: PANEL ELEVATIONS 3 —#6 HORIZ. EA. FACE HORIZ. & VERT. STEEL RE: PANEL ELEVATIONS. 1 /4x4 x 1' -0" W/2— #5x2' -0" CAD 8 "GA. 4 — #6 HORIZ. 4 "OC CONT. C� TOP #4 @ 18 "OC VERT. W /HOOKED 180* ENDS #5 0 18 "OC HORIZ. IN CENTER 4 — #6 HORIZ. C� 4 "OC CONT. • BOTTOM SCALE: 3 /4" = 1'--0" SCALE: 3/4" = 1'--0" 7Y4 TYPE E CONNECTION 11 Y _ =Y4 . � • -" SECTION X -1.7 r SCALE: 3/4 = 1 -0 :)04-d,4 1 2 — #5 HORIZ. ® TOP #4 0 18 "OC VERT. IN CENTERED 2 — #5 HORIZ. 2 — #5 HORIZ. ® BOTTOM L 3x3x x O' -6" W/2— #5x2'— 0" CAD 4 "GA. #3x2' -0" LEG HAIRPIN ® EA. #5 BAR L 2x2x x O'-10" 3ti 17 — fa Y x4 x l'—O" W/2— #5x2'- --0" ® 8 "GA. SECTION K -1.7 SECTION Q-1.7 SECTION R -1.7 SECTION S -1.7 SCALE: 3/4" = L 3x3x x O' -6" W/2- W.H.S. 4 "GA. .., 1 ci SCALE: 3/4" = 1' -0" 3 — #6 HORIZ. EA. FACE HORIZ. & VERT. STEEL RE: PANEL ELEVATIONS. o EVIlI \JAV!I FEB282005 Reid Middleton, Inc. SECTION Y-1.7 TEL. (206) 324 -6180 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 O) tO c0 co I I N1 to w z o x 2 to z W O co 1 1— co N z � �co w W N a n W 00, PROJECT 140439 DRAWN BY MIKE CHECKED BY BEN Y� 3140 DESCRIPTION SUBMIT FOR PERMIT RE- SUBMIT FOR PERMIT I L img 3.1YC1 I to-91.--LL SO -9L -Z HAS INIMIIIIIII TYP)-- 3's 6 "TYP L 21/2x2 x 1' -0" SEE PANEL ELEV. FOR REINF. L 2x2x3'3 x 0' -8" W /2 —% "0x6" W.H.S. C� 6"OC 2 — #3 TIES @ 5 "OC TOP & BOTTOM REST @ 10 "OC STUB STEEL OF SAME DIAMETER AS VERTICAL BARS W /6" LEG SECTION L -1.7 SCALE: 3'4" = 1' -0" I I #5 A706 TYP. @ PILASTER SCALE: 3/4" = 1' -0" [ROOF ELEV.] TYPE A CONNECTION TYPE F CONNECTION TYPE G CONNECTION SECTION T -1.7 SEE PANEL ELEVATION FOR CONNECTION LOCATIONS 2 —#7 HORIZ. ® TOP #4 © 18 "OC VERT. IN CENTER #5 © 18 "OC HORIZ. TYP. 2 —#7 HORIZ. • BOTTOM 1 /2" RECESS PILASTER BELOW @ X LOWER SPANDREL SECTION M -1.7 SCALE: 3/4 = 1 - O 3tis >9 I Rsx6V4 x 2'--0" THREADED STUD FOR f£ EMBED 2 343x7Y4 x 3' -8" W /4 —W/s "0x5" W.H.S. @ 101/2"0C L 2x2x x 0'--8" W/2—#5x1 @ 6 "GA. (DO NOT BEND BARS) f� 4x x 0 —6" TYPE B CONNECTION n 2 PLAN 2 —#3 TIES 0 5 "OC TOP & BOTTOM REST ® 10 "OC 3 —#7 VERT. EA. FACE 1 /z" JOINT (TYPICAL) SCALE: /" = 1' -0" 1 /z" JOINT (TYPICAL) PANEL THICKNESS NOT EQUAL © SIM. SECTION 2--#6 HORIZ. @ TOP #4 CAD 18 "OC VERT. #5 @ 18 "OC HORIZ. TYP. 2 —#6 HORIZ. O BOTTOM UPPER SPANDREL SCALE: 3/4" = 1' -0" 11Y4" SECTION U -1.7 II? 4x3x L 3x3x x 0' -6" W/2— #5x2' --0" 0 4 "GA. 1 /4 SECTION N -1.7 • • 4 —#6 VERT. EA. FACE L 2x2x1/4 x 0' -4" 1 /4 TYPE C CONNECTION I 6Y4" L 3x3x x 0' -6" W /2— #5x2 -0" C� 4 "GA. L 2x2x x O' -4" L 3x3x x 0' -6" W /2-- #5x2' -0" C� 4 "GA. SECTION H-1.7 SCALE: 3/4" = 1' -0" 4 —#6 VERT. #6 0 6 "OC VERT. 2 — #3 TIES 5 "OC TOP & BOTTOM REST ® 10 "OC 1 SCALE: 3/4" = 1' -0" 11Y4" 5' -0" SCALE: 3/4" = 1' -0" EXTERIOR SECTION V-1.7 fL 1 /4x4 x 0'--6" W/2— #5x2' -0" 4 "GA. ADDITIONAL PANEL 0 SIM. SECTION P -1.7 L 3x3x x 0' -6" W /2— #5x2' --0" CAD 4 "GA. VERT. REINF. RE: PANEL ELEVATIONS f 4x6x x 0' -6" W /2— #5x2' -0" 4 "GA. 4 — #6 VERT. 4 0 6 "OC HORIZ. STAGGERED ALT. FACE 1' -6" L 3x3x x 0' -6" W/2-- #5x2' -0" 0 4"GA. I 1 /4x4x0' -5" 1 /4 SCALE: Y4 = 1 - 0 " TYPE D CONNECTION 7Y4" SECTION J-1.7 SCALE: 3'4" = 1' -0" 4 —#6 HORIZ. CAD 4 "OC CONT. @ TOP #4 18 "OC VERT. IN CENTERED #5 18 "OC HORIZ. TYP. 4 —#6 HORIZ. ® 4 "OC CONT. O BOTTOM SCALE: 3/4 = 1 0 4 #5 VERT. #4 0 36 "OC EA. FACE HORIZ. ( HORIZ. PROJECTION 0 18 "OC) #4 0 36 "0C EA. FACE VERT. ( HORIZ. PROJECTION 18 "OC AS SHOWN) 1' -6" i SECTION W -1.7 L 3x3x x 0' -6" W/2— #5x2' -0" C� 4 "GA. RE: PC SPANDREL ELEMENT 0 PANEL 55 4x6x x O' -6" W/2— #5x2' -0" 0 4 "GA. L 2x2x x 0' -4" RE: PC SPANDREL ELEMENT 0 PANEL 58 VERT. REINF. RE: PANEL ELEVATIONS 3 —#6 HORIZ. EA. FACE HORIZ. & VERT. STEEL RE: PANEL ELEVATIONS. 1 /4x4 x 1' -0" W/2— #5x2' -0" CAD 8 "GA. 4 — #6 HORIZ. 4 "OC CONT. C� TOP #4 @ 18 "OC VERT. W /HOOKED 180* ENDS #5 0 18 "OC HORIZ. IN CENTER 4 — #6 HORIZ. C� 4 "OC CONT. • BOTTOM SCALE: 3 /4" = 1'--0" SCALE: 3/4" = 1'--0" 7Y4 TYPE E CONNECTION 11 Y _ =Y4 . � • -" SECTION X -1.7 r SCALE: 3/4 = 1 -0 :)04-d,4 1 2 — #5 HORIZ. ® TOP #4 0 18 "OC VERT. IN CENTERED 2 — #5 HORIZ. 2 — #5 HORIZ. ® BOTTOM L 3x3x x O' -6" W/2— #5x2'— 0" CAD 4 "GA. #3x2' -0" LEG HAIRPIN ® EA. #5 BAR L 2x2x x O'-10" 3ti 17 — fa Y x4 x l'—O" W/2— #5x2'- --0" ® 8 "GA. SECTION K -1.7 SECTION Q-1.7 SECTION R -1.7 SECTION S -1.7 SCALE: 3/4" = L 3x3x x O' -6" W/2- W.H.S. 4 "GA. .., 1 ci SCALE: 3/4" = 1' -0" 3 — #6 HORIZ. EA. FACE HORIZ. & VERT. STEEL RE: PANEL ELEVATIONS. o EVIlI \JAV!I FEB282005 Reid Middleton, Inc. SECTION Y-1.7 TEL. (206) 324 -6180 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 O) tO c0 co I I N1 to w z o x 2 to z W O co 1 1— co N z � �co w W N a n W 00, is i • a a tg ; PROJECT 140439 DRAWN BY MIKE CHECKED BY BEN 31�IO j DESCRIPTION SUBMIT FOR PERMIT RE- SUBMIT FOR PERMIT 1 31va 170 -9 L- L I. GO-91 -Z HAS 3 — #6 HORIZ. EA. FACE HORIZ. & VERT. STEEL RE: PANEL ELEVATIONS a r Cr) L 4x6x x 1'-0" W/2 — #5 DOWEL @ 9 "GA. STRAIGHT & 2 — #5 DOWEL © 9 "GA. BENT NOTE: METAL DECK NOT SHOWN FOR CLARITY. I� 1 /4x5 1 /4 CONT. — W / "0x5" W.H.S. C� 24 "OC RE: C -1.8 FOR EMBED. r1 11 Y4 DETAIL A E -1.8 F 2 ' -0 " SCALE: 3 /4" = 1' -0" 6%. rt 114" • 6Y4" r SECTION A -1.8 SCALE: 44" = 1' -0" 1" 0 SCALE: 44" = 1' -0" SECTION H -1.8 TYPE C CONNECTION TYPE C CONNECTION BEYOND L 4x4x x O' -6 W / #5x2' —O" DOWEL CENTERED L 4x4x x O' -6 BOTTOM SEAT ieV SECTION D -1.8 L 3x3x x 0'--8" W/2— #5x2' -0" @ 6 "GA. DO NOT BEND BARS. 1/4 V #4x3' -0" DOWEL TS 4x16xMs It 1 / z x12 x 1' -4" W/2-413"0x5" W.H.S. & 2 —E 1 /4x2 x O' -3" W/2 — #5 A706 GRADE DOWELS V16N yi6 N L 4x4x x O'- 6 W /2— #5x2' -0" ® 4 "GA. e 1x6 x 0' -9" W /2 —W13"0x5" W.M.S. s o 9 " r 11y4" L 2x2x x 0' -6" L 4x4x x 0' -8" - W/2-- #5x2' — CAD 6 "GA. HORIZ. & --� VERT. STEEL RE: PANEL ELEVATION B -1.8 OR B -1.8 SIM. Y -1.7 L 4x4x1/2 x 0'-5" W/2— #5x2' -0" ® 3 "GA. L 4x4x1/2 x 0' -5" 16 #4 VERT. A-1.8 v SCALE: ye = 1' -0" O 6Y4" 11 Y FLYING SPANDREL BEYOND TYPE C CONNECTION L 4x4x1/2 x O' -7 W / #5x2' --0" DOWEL CENTERED L 4x4x44 x 0' -7 BOTTOM SEAT K -1.8 L -1.8 Ms SECTION J -1.8 1" a 1 " 416N 41sN TS 4x16x 11s 3—#6 VERT. @ EA. FACE PC PANEL RE: PANEL 1 /2x12 x 1' -4" W/2-413"0x5" W.H.S. & 2 -12 1/4x2 x 0' -3" W/2 — #5 A706 GRADE DOWELS HORIZ. & VERT. STEEL RE: PANEL ELEVATIONS SCALE: 44" = 1' -0" Ma 12 1 /4x6 x 0'--8" W/2 — #5 6 "GA. FE 1/2x6 x 1' -0" W /2— #5x2' --0" RE: PANEL 5 FOR HORIZ. PLACEMENT • SECTION E -1.8 PC PANEL RE: PANEL 78 & 80 n ` �J 0 L 4x4x x 0'--8" W/2— #5x2' -- 6 "GA. L 2x2x x O' -6" 'is 1 /4x6 x 0' -8" W/2 — #5 ® 6 "GA. WINDOW RE: ARCH. #4x3' -0" DOWEL a � a PLAN B-1.8 SCALE: 3/4 = 1 - 0 " HORIZ. & VERT. STEEL HORIZ. & VERT. STEEL RE: PANEL ELEVATION 7Y4" I I T ✓� 6Y4" 3 — #6 VERT. EA. FACE RE: PANEL ELEVATION 2 — #3 TIES ® 5 "0C TOP & BOTTOM REST CAD 1O "0C A .8 SCALE: 4 = 1 - 0 " L 3x3x x 0' -6" W /2— #5x2' -0" CD 4 "GA. 1 /4 L 2x2x x 0' -4" L 3x4x x 0'--6" W /2-- #5x2' -0" ® 4 "GA. 6 PANEL TYPE C CONNECTION PLAN F -1.8 SCALE: 44" = 1' -0" 4Y4" 2 " DETAIL B PLAN K -1.8 ID 4 +"CLR ■• HORIZ. & VERT. STEEL RE: PANEL ELEVATION 7Y4" 22GA. CLOSURE Ilh 1 /4x54 CONT. W/ "0x5" W.H.S. CAD 24 "0C C0 N. 4" RE: ARCH. "in 31s • i• r W/2 — #5 6 "GA. L 4x6x1/2 x 1' -0" W/2 — #5 DOWELS BENT © 9 "GA. & 2—#5 DOWELS STRAIGHT @ 9 "GA. HORIZ. & VERT. STEEL RE: PANEL ELEVATIONS HORIZ. & VERT. STEEL RE: PANEL ELEVATION L 4x4x x 0'--5" W /2— #5x2'— 0" C� 3 "GA. L 4x4x1/2 x 0' -5" FE 1 /2x6 x 1' -0" HORIZ. & VERT. STEEL RE: PANEL ELEVATION 15/32" PLYWOOD SHEATHING SCREWED TO B —DECK W / #8 SCREW Cs 6 "0C % 6 "OC W8 6 o 1 1/2"x22GA B —DECK L 4x4x CONT. W /1/2"0 A36 THREADED ROD W /146 "DRILL BIT & EPDXY 4 MIN. EMBEDMENT. TS 3x3x ® 48 "0C EE 1 /4x4 x 0' -9" W/2 - "0x4" W.H.S. ® 48 "0C SECTION C -1.8 SCALE: 44" = 1' -0" 64" - + - 4 J -1.8 PLAN L -1.8 SCALE: 4 = 1 - 0 " 416 L/4" 4 41617 L 4x4x x 0' -7 W / #5x2' -0" DOWEL CENTERED L 4x4x 4 x O' -7 BOTTOM SEAT L 4x4x x 0' -6 L 4x4x x O' -6 W / #5x2' ---0" DOWEL CENTERED 6 PANEL HORIZ. & VERT. STEEL RE: PANEL ELEVATIONS 416V I� 1 /2x9 x 0' -9" W /4--% "0x5" W.H.S. ® 7 "GA. SCALE: 44" = 1' -0" k PLAN G -1.8 HORIZ. & VERT. STEEL RE: PANEL ELEVATION 74" I I r 11 Y4 REVIEWED COMPLIANCE CODE SEP 19 2005 City Tukwila 51 )11 Di ' I TV15IOtJ 4t IEW111 \'iii / FEB 2 8 2005 Reid Middleton, Inc. TEL. (208) 324 -8180 FAX (208) 324 -8248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 W II 0 Z I W o <4 W cip W Z W A 14 0 a o C° Z - W C° M C7 F. Z W = (g) a a � 00 n W rn >mC Cti S -1 .8 OF: 13 ti• `' - . .W I ! a , go r i 0 0. Ao.p 4-_ -- c rq- K = e W PROJECT 14O439 DRAWN BY MIKE CHECKED BY BEN VO-91-I1 31110 DESCRIPTION SUBMIT FOR PERMIT RE- SUBMIT FOR PERMIT 31110 tO- 9L -LI. 90 -91 -Z 111!11111 BENT 2 6x3x x 0' -8" W/2- #5x2' -0" DOWELS CAD 6 "GA. HORIZ. & VERT. STEEL RE: PANEL ELVATIONS RE: H -1.8 SIM. EXCEPT NO TS 3x3x /a & NO CONT. 2 @ TOP OF SPANDREL. COL. & FACE OF RETURN PANEL. 4 G -1.9 F2 Vax8 x 0' -8" W/4 -- "0x5" W.H.S. 6 "GA. © 48 "OC 4 J -1.9 HORIZ. & VERT. STEEL RE: PANEL ELVATIONS HORIZ. & VERT. STEEL REINF. RE PANEL ELEVATIONS. 416 L 2x2x1/4 x 0' -6" BENT FE 6x3x /4 x 0 W/2- #5x2' -0" DOWELS C� 6 "GA. P.C. PANEL BELOW —/ RE: PANEL ELEVATIONS. PLAN A -1.9 SCALE: 4 = 1 - 0 " J " 1' SECTION F -1.9 SCALE: 44" = 1' -0" 7Y4"" 1' -O" n I. SCALE: 3" = 1' -0" ADJACENT PC PANEL NOT SHOWN © TOP FOR CLARITY. F2 V4x4 x 0' -8" W/2 - "0x4" W.H.S. ® 6 "GA. L 4x4x x CONT. / PLAN K -1.9 / HORIZ. & VERT. STEEL REINF. RE: PANEL ELEVATIONS. P.C. PANEL BELOW RE: PANEL ELEVATIONS. 7Y4 ---o • • • L 4x4x1/2 J w z a 11/2"x16GA. GALVANI ZED METAL B -DECK CONT. VERT. STEEL 48" INTO COL. BELOW (2- #4 MIN.) 0 n EMBED FE 1 /4x4 x 0' -8" W /2 -1/2" W.H.S. 6 "GA. L 4x4x1/2 x CONT. HORIZ. & VERT. STEEL RE: PANEL ELEVATIONS TYP. CONT. COL. VERT. STEEL INTO SPANDREL. (4 - #6) EMBED FE 1 /2x4 x 0' -6 W/2-- #5x2' -0" DOWELS CAD 4 "GA. HORIZ. & VERT. STEEL REINF. RE: PANEL ELEVATIONS. L 2x2xY4 x 0'--5" 1/4x544 x O'- -7 W /4 -1/2"0x4" W.H.S. 1" HORIZ. & VERT. STEEL RE: PANEL ELVATIONS 1 " 5X" P.C. PANEL BELOW RE: PANEL ELEVATIONS. 74" 1 ' -O" „ 6 PLAN B -1.9 SCALE: q4" = 1' -0" Mt L 4x4x1/2 x 0' -6" W/2-- #5x2' -0" V --1.7 31/2 "GA. SECTION G -1.9 SCALE: 3" = 1'--0" RE: A -1.7 FOR EMBED. L 3x3x1/4. X O' -6" W/2- #5x2' ---0" DOWELS ® 3 "GA. M61/2 L 4x4x x O' -6 i8 1 SCALE: 44" = 1' -0" H -1.9 7 / / / / -- HORIZ. & VERT. STEEL REINF. RE: PANEL ELEVATIONS. P.C. PANEL BELOW RE: PANEL ELEVATIONS. V-1.7 11Y4" RE: PLAN SECTION L -1.9 ex 2 07 TYP. EMBED (E 1 /2x9 x 0' -9" W /4 - 0 x5" W.H.S. 7"GA. 1/41/4 4-1" 1„:, 9 L 4x4x x O'- 6 W/2- #5x2' -0" 4 "GA. F2 1 /4x6 x 0'• --9" W /2 -% "0x5" W.H.S. 1 L 8x8x x 1' -0" W/4-441"0x7'' W.H.S. CAD 2 "GA. & 4-0"0 x7" W.H.S. 3 "GA. KNIFE 2 1 /4x5 x 0' -6" AS SHOWN TS 4x4x BRACE 41B 1 /2x12 x 1' -4" W /4 -2 1 /4x3 x 0' -3" W/4 -- #5 BENT DOWELS HORIZ. & VERT. STEEL REINF. RE: PANEL ELEVATIONS. 2 ' -0 " SCALE: 3" = 1' -0" PLAN 0-1.9 SCALE: 3 /4" = 1' -0" G -1.9 SECTION H -1.9 1 "x16 GA. GALVANIZED B --DECK 2x6 P.T. TOP 2 W /W0x6" A.B Chi 48 "0C EMBED 2 1 /2x8 x 0' -8" W/4 - 0x5" W.H.S. C�➢ 6 "GA. ® 48 "0C HORIZ. & VERT. STEEL RE: PANEL ELEVATIONS TYP. EMBED FE RE: C -1.8 FE 1 /4X4 x 0' -8" W/2- #5x2' -0" C� 6 "GA. NOTE; CENTER CONNECTION C MID DEPTH OF 1' -4" THICKENED BEAM ELEMENT ® TOP OF WALL. L 3x3xV4 x O' -8" W /2- #5x2' -0" C� 6 "GA. 3-#6 HORIZ. EA. FACE TOP OF BEAM N N 1/4)::= II ciJ % "o / \6"oc L 4x4x x CONT. 1 "x16GA. GALVANIZED METAL B- DECK TS 3x3x1/4 CAD 48 "0C SECTION J -1.9 SCALE: 4 = 1 - 0 " FQ x4 x0' -S" W /2 -% "0x7" W.H.S. CAD 6 "GA. L 2x2x 1 /4 x 0' -6" L 3x3xV4 x 0'--8" W/2- #5x2' -0" DOWELS CAD 6 "GA. SCALE: 4 = 1 - 0 " 11 Y4 SCALE: 3/4" = 1' -0" DO44/s PLAN D -1.9 SECTION E -1.9 • F2 1 /4x3 x 0' -3" TIP. TS 4x4x N BRACE F£ 1 /2x12 x 1' -4" W /4 - #5x 2' -0" 8" DOWLES & 4 -2'S 1 /4x3 x 0' -3" 3 - #6 HORIZ. EA. FACE HORIZ. & VERT. STEEL RE: PANEL ELEVATIONS TYP. HORIZ. & VERT. STEEL REINF. RE: PANEL ELEVATIONS. EMBED 2 1 /2x8 x 0' -8" W/4 - " W.H.S. CAD 6 "GA. ® 48 "0C EMBED 2 RE: C -1.8 1 ----- REVIEWED FOR CODE COMPt ONCE SEP 1 9 2005 City Of Tukwila CV11[[ \VALE FEB282005 Reid Middleton, Inc. TEL. (206) 324 -6160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 to to N [ 0 rI w z 0 x 0L C: C4 1 'i W H Q cf) Z W I o � V 1 4 o I W Z A � W Q O fag o c� z r 0 w I 00 0 Z 14 I c0 a 3 WW N Q N W r(./) >c: al CD S -1.9 � PROJECT I.14439 DRAWN BY MIKE CHECKED BY BEN trm-Ql -ii 31na STIFFENERS CAPACITY DESCRIPTION SUBMIT FOR PERMIT RE- SUBMIT FOR PERMIT 15/32" OSB 2x6 290 A 10d ® 4 "OC 10d @ 6 "0C 15/32" OSB 3140 ir0 -81 -Lt 2 -16 -05 ; 10d © 2 "OC 10d @ 4 "OC 15/32" OSB 2x6 575 HAS; DIAPHRAGM NAILING SCHEDULE MARK NAIL SPACING ALONG CONTINUOUS PANEL EDGES NAIL SPACING AT OTHER PANEL EDGES PLYWOOD STIFFENERS CAPACITY 10d @ 6 "OC 10d @ 6 "OC 15/32" OSB 2x6 290 A 10d ® 4 "OC 10d @ 6 "0C 15/32" OSB 2x6 385 i * * * i B 0 ••• w . * + . *i *a te v. . ; 10d © 2 "OC 10d @ 4 "OC 15/32" OSB 2x6 575 CONCRETE ON METAL DECK . f ' A .? x P -2.2 ,. i- SIM. 3: P -2.2 4 A -2.2 A C -1.8 J -1.7 A -2.3 P -2.2 N -2.2 `'[22'- 8 22'- 8 "] u< 22'- 8 "] 25' -0" 28G 3N 16K 28G 3N 16K 22' -8 "] 22'- 8 "] 35' --0" 55' -0" C -2.2 [22' -8 [22' -8 23 10 "] IBC FF- BRIDGING /"/ /"./ 36G 4N 16K %23'- 101/2"] o- [23' -10 "] 36G 4N 16K 2 ROWS OF 36G 4N 16K C -1.8 T 66' --8" 115' -0" 40' -0" r CANOPY 1 LOW L --2.2 A -2.2 G-2.2 [24' -4" 3 ROWS OF BRIDGING K -2.2 3 ROWS OF BRIDGING 60' --0" B -2.2 I C -2.2 7./. 0 r 36G 4N 14K El \-{23' j10 V i 36G 4N 16K 36G 4N 16K [23' -10 "] 40' --0" [22'- 81/2 "] --/ [22' -8L2" - '1 25' --0" E- 2.2 [24' -4" r CANOPY LOW '6/ D -2.3 8 -2.3 A -2.2 L- 2. ■ [23' -10 "] ■∎ /--[22' -8 1 45' -0" 0 7 7 36G 5N 16K SPECIAL 0 Y 0 N) 36G 5N 16K SPECIAL n o N C -2.2 C -2.2 66' - 8 " r t- 330' -0" 24'- 4"] [ "] �2x6 DF -L #2 4 . 24°OC TYP. C-1.8 ►r 330' -0" 135' -0" 135' 45' --0" B-2.2 0" 36G 5N 16K SPECIAL - 4'x10' OSB $HEATH NG $� 36G 5N 16K SPECIAL ROOF FRAMING PLAN 25' -0" SCALE: Ms" = 1' -0" NOTES: 1) ELEVATIONS SHOWN THUS: [ ] ARE TO BOTTOM OF SHEATHING ABOVE REFERENCE DATUM. TOP SLAB ON GRADE [0' -O "]. 2) NAIL ROOF SHEATHING PER ROOF DIAPHRAGM NAILING SCHEDULE. 3) PROVIDE MINIMUM 1 " GAP OR PER MANUFACTURER'S RECOMMENDATION BETWEEN ROOF SHEATHING. 4) 2x6 D.F. -L #2 SUB - PURLINS 0 24 "OC W /F26N HANGERS, EXCEPT AS NOTED IN, DIAPHRAGM NAILING SCHEDULE. 5) NET UPLIFT WIND: WITHIN 1 10' -O" OF EXTEIRIOR WALL - -5.i PSF. ELSEWHERE 3.2 PSF, 6) VERIFY SPRINKLER LOADING. TRUSS MANUF. NOTE LOCATION OF BAR JOISTS ON GIRDERS. 10) VERIFY SKYLIGHT LOCATION W /ARCHITECTURAL DRAWINGS. 24' - 4 "] Zi o . - 36G 5N 16K SPECIAL 36G 5N 16K SPECIAL 1 O "� 7) TRUSS MANUF. DESIGN ALL JOIST TO CARRY 4.6K ASD 'T' OR 'C' SEISMIC IN TOP CHORD. ADDED SEISMIC AXIAL IN GIRDER TOP CHORD OF 26K TYPICAL AND AS NOTED. SEISMIC + DL AND SEISMIC + 0.9 DL SHOULD BE CONSIDERED. 8) TRUSS MANUF. INCLUDE 0.02 KIPS /FT DEAD LOAD FOR TRUSSES CARRYING DRAFT STOP WALLS. (VERIFY LOCATION W /ARCH.). 9) DO NOT SUPPORT SPRINKLER PIPES ON 2x6 SUB-PURUNS. CONTRACTOR TO VERIFY & COORDINATE SPRINKLER LAY -OUT AND WEIGHTS WITH JOIST MANUFACTURE AND ENGINEER. B -2.2 T 45' -0" [22'- 8 > [22' -8 " I [ 0 '/ 4 "] C -2.3 [23' -6' /a" B -2.3 66' -8" co In x N C 2.3 co N ir A -2.2 E- 2.2 SIM. L -2.2 [23' -10"] C -1.8 1>< 32G 5N 18K SPECIAL 40' ---0" 1 30' C -2.2 80 - O " o. 30'I -0" 0 K-1.9 CONCRETE ON METAL DECK B -2.2 E- 2.3 [ 22 ' -81 I< It F-1.9 P SIM. PD F -1.9 ��� ?) 32G 4N 18K SPECIAL [23' -10"] - - [ 40'- 0" 25' -0" NOTES: 1) ALL NAILS TO BE 10d COMMON (.148 "ox W/1 %" PENETRATION INTO FRAMING). 2) PROVIDE 10d @ 12 "OC ALONG INTERMEDIATE FRAMING MEMBERS. 3) PROVIDE 2 ROWS © 3 'OC AT BOUNDARYS, AND GRIDS®, ®, EO 4) ALL STIFFENERS DOUG FIR. 5) FRAMING ABOVE METAL WEB JOIST TO BE 3x4 PER DETAIL K -2.2. 2.3 A -2.3 K -1.9 SIM. 50' 0 In r) N 0 I N 0 REVIEWED F R CODE COMPLIANCE SEP 19 2005 gg Or T 7 7,17SIO 9 FEB 2 8 2005 Reid Middleton, Inc. TEL. (206) 324 -6160 FAX (206) 324-6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12Th AVENUE, SUITE 18 SEATTLE, WASHINGTON 98122 CZ CD co O W °3 L7 0 4 Z ( co B: W CD LIJ n W r rn II II Q n o U) z I r4 o � P.4 o I:-' I ww Z w 0 0 z o S -2.1 OF: 13 C [RE: PLAN] JOIST F I? 1/4x3 x 0' - 8" SHEATHING SECTION A -2.2 SCALE: 4 = 1 -0 4x6 Ih SEE E-2.2 FOR STEEL SIDE Ip'S ® R.T.U. SHEATHING 3x WOOD FF? JOIST GIRDER 416 3x4 WOOD IR W/ #14x2" SCREWS ® 36 "OC STAGGERED JOIST JOIST GIRDER SCALE: 3" = 1' -0" 10d © 3 "0C C� SUB - PURLINS W /STRAPS 4x8 ® 48 "QC W /F46N HANGER EA. END JOIST RE: PLAN P.C. PANEL 5' -O" MIN. SECTION F -2.2 SCALE: 4 = 1 - 0 " BOUNDARY NAILING SIMPSON HTT16 48 "OC ® 4x8 W "3"0 ALL THREAD EMBED 5" W /APPROVED EPDXY 4x6 W/4'4 "0 A.B. @ 24 "OC EMBED 4" SECTION K -2.2 MECH. UNIT RE: PLAN MAX. WT. = 1000# L 2x2x EA. SIDE OF WEB MST37 CAD 48 "OC OVER FIRST 2 TRUSSES 4x8 CAD 48 "OC TO MATCH MST37 1/81>11/2" (TYP. 2--' "0 BOLT @ JOIST NEAREST TO COL RE: MFG TYP. 1 /8 BY MFG I 1 /2x191/2 x 1' -7 W/4 - "0x5" W.H.S. (LOCATE STUDS e PER DETAIL DIMENSIONS). P.C. PANEL 2x4 P.T. CURB W /16d 0 8 "OC TO LEVEL UNIT SECTION B-2.2 SCALE: 3" = V-0" 4x6 VERT. BLOCKING W /W46 HANGER it D - OR 2.2 M-2.2 METAL ROOF DECK RE: ARCH. 3'-O" TYP. /1 1 /4 „ BAR JOIST A _ 1 /s >1" TO ---,,,,,,,,, \ ---..„,,\ K JOIST - RE: PLAN Vax7 x V-01/2" KNIFE 2 -3/4"0 A325 BOLTS EA. GIRDER T.S. COL. RE: PLAN Fp 1 /4x2 x CONT. � -4" #14x2" SCREWS 0 36 "OC STAGGER L 4x4x x 1' -2" W /a" GUSSET F;?. LOCATE g OF L-SEAT @ 0 OF BAR JOIST 0 OF EMBED e. TYP. 44 SCALE: 3" = 1' -0" A 2 " JOIST SUPPLIER HOLD BACK WOOD FQ4 " ©END DETAIL G 1/2"CLR- .. SCALE: 4'4 = 1 -0 SEISMIC AXIAL FORCE RE: PLAN ■ SECTION G -2.2 SECTION L -2.2 1/41/208 3 ,4 PLAN] 16 V6" n � 1 /4x3 x CONT. W /413"0 EXP. BOLT (� 5' -0 "OC (NEAR FRAME 1' -0 "±) L 3x3xV4 FRAME C�➢ 5' -0 "OC PANEL EA. SIDE L 3x3x x CONT. W /a "0 EXP. BOLTS ® 5' -O "0C '16 BOUNDARY NAILING SECTION 0-2.2 SCALE: 3" = 1' -0" VERIFY 7 [RE: PLAN] car DETAIL G GIRDER FR 4x4 x 0' -6" STABILIZER FR (TYP.) EA SIDE 14I/2" 0 4x6 LEDGER W /3/4"0 A.B. © 36 "OC EMBED 4" '- 2 " P.C. PANEL , d 7 NOTE: DO NOT WELD GIRDER BOTTOM CHORD TO STABILIZER Ip JOIST RE: PLAN 1'-2" SCALE: 3" = 1' -0" 0 „ 3" 3" 3 " 3" 3" " I ���i!>•IFi1� JOIST SECTION M-2.2 \/\ SECTION D -2.2 SCALE: Vs" = 1' -0" WHEN d > 8" EMBED FF? CLOSET SHOULD BE 18 "x18" PER SECTION B -2.2 OTHERWISE USE FR "x9 "x1' -6" FR 11"x4 "x0' -4" EA. SIDE [RE: PLAN] BOTTOM OF PLYWOOD L 6x4x /z W /3 -W STIFFENER fl?'S 1 /4 BLOCK -OUT FOR CHORD TIE RE: TYPE 'A' CONNECTION FE 1 /2x7 1 /4 x 2' ---4" W/2 - "0x5" W.H.S. II? 1 /2x6 x 1' -7" W/6- #7x4' -0" BARS PANEL BEYOND PANEL SECTION H -2.2 SCALE: 4 = 1 Do44/ 1 /2 "0 NELSON SILL FE ANCHORS ® 24 "OC ROOF SHEATHING RE: SCHEDULE CONT. 4x4 e WF BEAM RE: PLAN e 1 /2x5 x 0' -9" W/3 -3/4"0 A325SC BOLTS V16V SECTION N -2.2 SCALE: 4 = 1 - 0 " EA. SIDE h" 3 " 3 ' 2 " 0 ROOF CONT. SIM SECTION 4x9 x O' -11" W /2 -3/4"0 A325 BOLTS FE 3 /8x4 x 1' -1" W/2 -3/4"0 EXP. BOLT © TOP & MID -HT. OF COL. T.S. COL. RE: PLAN NOTE: DO NOT WELD GIRDER BOTTOM CHORD TO STABILIZER e CO. CONI?aPACe. Ot 100 e [RE: PLAN] METAL DECK RE: GENERAL NOTE FF? 1 /2x8 1 /2 x 1' -1" W/8 -4'4 "0 A325SC BOLTS YtB WF BEAM RE: PLAN [RE: PLAN] PRECAST WALL PANEL RE: PLAN SCALE: 3" = 1'--0" 1 /2 "0x3" W.H.S. © 12 "0C WELDED THRU METAL DECK TO TOP OF WF BEAM 1 /2 "x12 GUSSET FF? IF? 1 /2x16 x 1' -4" W/ "0x5" W.H.S. ® 10 "GA. e TO GIRDER V9" IRS /4x4x0' -9 " EA. SIDE W /2 -43"0 M.B. (2 PER JOIST SPACING) 4 ROWS 10d @ 4 "O 2" 1 /4 2x6 W /F26N HANGER SECTION E -2. ROOF SHEATHING SCALE: 4 = 1 - 0 " 1 /2 "0x3" W.H.S. C�1 12 "OC (AFTER WELDING) ® [RE: PLAN] L 1 /4x4x6 LLH CONT. 1 /2 "0x5" W.H.S. C� 12 "OC PANEL RE: PLAN SCALE: 3/4 = 1 -0 GIRDER 3/4x4xO' -6" STABILIZER F2 (TYF'•) SECTION J -2.2 3x4 WOOD e 4x6 e AT 1ST 3 -JOIST SPACES (30' MIN.) o _ 5 1 /2 "0 NELSON SILL IF? ANCHOR © 24 "OC TYP. ALONG 4x4. 4x4 CONT. 180A. CLOSURE 1 /2 "0x3" W.H.S. ® 12 "OC CONCRETE ON METAL DECK RE: GENERAL NOTE [RE: PLAN] WF BEAM RE: PLAN PANEL RE: P E: PLAN SECTION P -2.2 METAL DECK RE: GENERAL NOTE. 6" a EVE9E FEB282005 Reid Middleton, Inc. TEL. (206) 324 -6160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE. SUITE 18 SEATTLE, WASHINGTON 98122 tr 0 w I (0 N n w V) rn .1 0 CD >c: d CtiCD 0 G4 II a � z � PL4 C I W W � I a<4 G4 CQ 0 w a° a) Z C e -�-I -I G4 w p 1*I- -1 7t S-2.2 OF: 13 6xBLOCKING OVER GIRDER HOLD BACK FROM END OF GIRDER FOR WELD ACCESS 5X" 7X" GIRDER DIM. 4" JOIST GIRDER PER PLAN L 4x4x1/2 x 1' -2" LONG. W /(2) 3/4"0 A325 BOLTS. (1) EA. SIDE %" GUSSET © g OF JOIST GIRDER. 1' -0r 2Yi" 3x DIM 2h" JOIST 7X" w a V „ NAILING RE: PLAN I I :±=t1 7 Ui SCALE: 1 = 1' -0" HOLD BACK 3xIE FOR WELDING OF FE 1/2"x9" x 1' -5" TO W SECTION FLANGE (EACH SIDE) 7 /13"0 SILL FI? ANCHOR WELDED @ g OF W SECTION @ 2 If 1'_-0" 2" PLYWOOD ROOF DIAPHRAM MST37 ® 48 "OC OVER FIRST 2 TRUSSES PT. 4x8 [RE: PLAN] SPANDREL ELEMENT OF PRECAST PANEL Ft 1 /2 x 1' -6" W /(3) WO W.H.S. TOP & BOTTOM AS SHOWN IN DETAIL (6) TOTAL SECTION A-2.3 TS COLUMN 0 7" 5 i 7 „ SCALE: 1 = 1' -0" 4 1 -0" 2" 1' -3" 3 3 RE: G -2.2 GIRDER BEARING, TYP SECTION D -2.3 HOLD BACK 3x F FOR WELDING OF 1/2"x9" x 1' -5" TO W SECTION FLANGE (EACH SIDE) NAILING PER PLAN 7 /s" ANCHOR BOLTS ® 2' —O "OC W /5" MIN EMBED. 5' -0" (3)#6BAR EACH SIDE (A706) (6) TOTAL EXTEND FOR 5' -0" PAST 1 "II VI 6" 2 " ©6" ( 4' -0" LEG #4 HAIRPINS @ 3 "O.C. REMAINDER © 12" O.C. EXTEND FOR 5' -0" INTO P.C. PANEL MIN AFTER 1 "FF' Ft 31"x9" x 1' -5" CENTERED @ GIRDER AND W SECTION FLANGE % "x10" x 1' —s " WITH SLOT TO ACCEPT W SECTION'S WEB EACH SIDE OF GIRDER EACH SIDE 5A6 / OF GIRDER COPED W12x58 EACH SIDE OF GIRDER 10" 1' -0)i" s, WEB EACH SIDE FE � /2"x8 „ x61 „ 11 lirAIMI 3A 6 3 — #6 BARS EACH SIDE (A706) 1 "X9 /z” X 1' - 3" 1 / 4 1 /2 "0 NELSON SILL fl? ANCHOR 0 24 "OC TYP. ALONG 4x4. SCALE: 1 = 1' -0" 4x4 CONT. ROOF SHEATHING RE: SCHEDULE [RE: PLAN] 2x6 W /LU26 HANGER RE: G2.2 GIRDER BEARING, TYP TS COLUMN PER PLAN Fa 1 "x6" x 1' -3" SECTION B-2.3 18GA. CLOSURE % "0x3" W.H.S. @ 24 "0C (4 STUDS MIN. ALONG LENGTH) METAL DECK RE: GENERAL NOTE EMBED FI? 3/4x6 x LENGTH OF WALL % "0x5" W.H.S. 24 "OC (4 STUDS MIN. @ WALL) PANEL RE: PLAN a'x5" x 1'-9" CENTERED @ P.C. WALL & W SECTION FLANGE e % "x10" x 1' -" WITH SLOT TO ACCEPT W SECTION'S WEB EACH SIDE V 16 OF GIRDER COPED W12x58 1' — OY" 1' -03i" SCALE: 3 /4 " = 1 METAL DECK RE: GENERAL NOTE WEB W0x3" W.H.S. @ 12 "OC (8 STUDS MIN. ALONG LENGTH) EMBED It %x7 x 7' -7" 4/8"0x5" W.H.S. @ 12 "OC (8 STUDS MIN. © WALL) PANEL 85 RE: PLAN SECTION E -2.3 ROOF SHEATHING THICKNESS PER PLAN 3x DIM JOIST DIM METAL DECK RE: GENERAL NOTE A706 (3) #6 BAR EA. FACE (6) TOTAL CONCRETE SHEAR WALL EXTEND EA. #6 BAR FOR 5' -0" MIN. SLOPE BARS RE: PANEL ELEVATIONS. DO NOT BEND. DIM. al y L - .-igarmiirisTiii H !IK 1 I 1= sm LB � • %" n It P.T. F 3x6 W/ "0 ANCHOR BOLTS @ 24 "OC EMBED 5" MIN. W0x3" W.H.S. @ 24 "OC (4 STUDS MIN. ALONG LENGTH) L 6x4xY1, LLH CONT. % "0x5" W.H.S. @ 24 "0C (4 STUDS MIN. ® WALL) PANEL RE: PLAN TYP. II' %x3 x 0'--5" (3) SHOWN (2) #6 (A706 GRADE) @ F W 41 SCALE: 1 = 1' -0" t50 „ L 6x4xY8 LLH CONT. SECTION C -2.3 S [RE: PLAN] % "0x5" W.M.S. @ 24 "OC 3 " 1 "TYP SLOTTED R L RE: PLAN \ II' 1 /2x6 %4 x 1' -0" I I SCALE: 4 = 1 -0 REVIEW CE CODE COQ bonoimrtm SEP 1 9 Z(305 WO SILL It ANCHOR ® 24 "OC ALT. SIDE OF WEB 3x10 Ft W/ 7 43"0 SILL It ANCHORS • 2' -0" O.C. 2X 3x "DIM. 3 W12x58 STEEL BEAM I� 1 /2x74xO' -10" (6) 7 , "O A325SC BOLTS % o / \6 "OC METAL DECK RE: GENERAL NOTE SECTION F -2.3 EVilEARE FEB282005 Reid Middleton, Inc. 3 TEL. (206) 324 -6160 FAX (206) 324 -6248 RICHARD HUDSON & ASSOCIATES, INC. CONSULTING ENGINEERS 1605 12TH AVENUE. SUI'T'E 18 SEATTLE, WASHINGTON 98122 0 co l I- 0 N C 00co I I re) to d' N cc Z - 0 W c0 H0 Z WI co a W • L1J 00 N Q n W "e rn g 0 C Z I W Q ■ \2 r a 4 I �II w ao � 0 Zc� O a Qi Q G'^J ►� i 49 d H S -2.3 OF: 13 File: D04 -0415 35mm Drawing #1 NOT TO SCALE - 115358' EXTRUDED CURB (TYP.) 27. , i - - - - - - - - _ f 1 T.O. Rcis \ 11 lF 1Yi4 JI 6" / • ROW DRAIN 14.0/ X ROOF DRAIN , Y • „ `t 5-- "'8.5'3° r /// / Or \ 7/ /,% / N. '-rT•. +r r �t / / // / / / i • T Mi =tO.5 // // j f / / =6.2 (OUT)/ � // J `\ // / j / / , » /// / / oU wml i / ' / / / / / / -, / �R d62 / / / / / / �A oN / / / / / / /, / X 1' 1 ^ / Q / / , / BOTTOM ELEV VARIES // a r \a / / •EENG/i - FF Nw1Y BUILDING ENTRANCE (LEV =15.2:1 _ - 1 Er �g � , ✓a =Rn r� 42ND AVE. SOUTH VARIES Vii; / V /V /> ; � /> %/ � EX. 65" CULVERT •^ x:tr• rr .e ffi: ^ _� ?.�S ^75131; i3,:IfRS::L:L r7.'.ziscr. r•••. . In MAT NEW WS 121E MEd SEE BEL FULL DEPTH WITH LIKE KIND MATERIALS. (TYP.) �E�X p C q A p S SERVICE (APPROIL LOCATION) HELD VERIFY. NEW CB 5 W ATER DEtENTION/WET VAULT aw iw CONTROL STATIC WS. D AWL WS. aalio PROFILE GRADE TCH PER 2% INTERNAL BAFFLE MAIL VARIES TO BE USED FOR ILLTAJNING WALL EX• OI1CH \ NEIM SPILL CONTROL MH Tom. - � STA. 7 +58.95. 216.95' LT. \ REMOVE DISCHARGE PIPE TO WEST AND INSTALL OVER DOMING PIPE RMA =14.0 IE =10.43 ;�/i� /v& i / i \//v/i /v /v/v/i • 2" COMPACTED DEPTH CLASS "B" ASPHALT CONCRETE PAVEMENT ROCK M BASE T COURSE OR 2 -1 /2" ATB 12" SUBGRADE COMPACTED TO 95% INVERTED ROADWAY CROSS — SECTION (TYP.) NEW .: TYPE 1 \ STA 8+6 .56, RMA=12.0 E=8.90 / / / / %%% % V / / V/ RIDGE UNE Inch 1/16 GRADING, DRAINAGE AND UTILITY PLAN A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., CITY OF TUKWILA, KING COUNTY, WASHINGTON I iIIIJ • jF1F[ I`II i. ? 11 r ,VIM .. ` .• NEW STA • 23.26, 0.C. RIM=12.0 IE =9.19 II`1I 51 ti6 El Z6 14 Ob 6 gr IIiL I_I. III IIIIIIIIIIlIIll _�1IIIljIIII11.i_LLIIIIIIIII IIIIII ; I 7 %� o / �/ C STA 12- NEW CAS UNE TO BE INSVA11ED PT ABANDONED 46" CAW PIPE III I „ j I] I I I 1 1 1.1 I I I _ I I I I 1 I •I I I I Ip i i' ,I V I I I — . - 20 RP RAP PROTECTION M:=63 11LF8' SD03% CB /8. TYPE 27 1 STA. 4+09.76, 14.92' RE. W/ W LOCKw up 10 R=13.5 IM Ate' ! I5 SO SEE SHT. C7 FOR GRADING AND WALL wool/4110N. IF SD 00.2% sr-•r - - - ! • � / �� I __-; IIIIIIIII�iEl. iI. J :I IIII�IIIIIIIII�IIIIlIIII� Iu ( II 01 0 15 3' 0 STANDARD CRO TO PNIRTED EX. OIL/WATER SEPERATOR R9.1 =11.9 ADJUST 0111 TO GRADE v 1 / 1<,<”' /// NEW GAS UNE 75 1F 4it GIP SD MATCH LWE, SEE ABOVE CALL BEFORE YOU DIG 1- 800 - 424 -5555 60 EX. TYPE 1 CB NEW SANITARY SEWER LINE SEE SHE. 04 —EX. ROWE POLE (APPROX. LOCATE THESE PUNS ARE APPROVED FOR CONFORMANCE WON THE COY OF 1UK*AIA ENGINEERING DNISIOi& APPROVED BY: GATE APPROVED: 65' R.O.W. P � '" WA� y� ct` s /7\ loMA r i fj. t C1S1L 1 ::: tv a) ID Cap w Ay oT a. z O Oh u � W Q O cc w z U) 0 N W z z �CDOD N I I ^ 3v1� ▪ N^ N N N CO Y vv a UI File: D04 -0415 35mm Drawing #2 I f E II I ■ e: 1 or I 7 f L 5 S 133 St S 135 St S 148 St S 128 St Highllne Specialty Center S 127 St MAPS PR V DE S 140 St S 130 St Southgate Park S 144 St S 139 St u r IIIIII111111LIIII111111 1 1 Inch 1/18 I /16 I ?rr S 146 St N D n S 148 St 0 20 0 400 80 0 1 2 SCALE: 1 _ 400' 1 11 1 11 11 111 1 h 1 + 11 6 51• U ; 0� 6 1 IIIIIII� �III IIII IIIL�LIII IIII�IIIIIIIILIIIIIIIIII�IL I LLIIIILL IIillll I�IIIIInd I III I II ' z wo I .... (LillllallVl h 111111. 1I 11�IIIII� `III1,1111.IIIII111I�I111I O 0 a a_ 0 3 0) D Foster Go f Course S 147 i I D LEGEND 15 -1 Ditch /Stream Pipe • Manhole O Catch Basin Culvert. Drainage Basin Boundary Stream Reach Designation For Watercourse Ratings Hf R RER: Okla Mrstl FOSTORIA STORM QUALITY MANAGEMENT PLAN Figure 2. Southgate Creek stream reaches identified for watercourse rating. File: D04 -0415 35mm Drawing #3 -4 - - - - - -•- -- .- .........,., Al •L 1v11'A7 Or r CDS MEDIA FILTRATION SYSTEM VAULT SIZE I 8X16 I DE SIGN WA TER DUALITY FL OW ( CFS) after detention - sized for M tnoding PIP(S) ere - 1111 07)-01111•,111.1 in" ' • CPE - XXX PEAK FLOW (c) 1: _L XXX XXX - XXX - XXX RETURN PERIOD OF PEAK ROW (YRS): XXX XXX XXX I - XXX I HEIGHT of CARTRIDGES (NICHES): 12" OUTLET EPOS): .e 04-11 on- 11ee . r, w -n0 vv. 12 ' 8.2 CPE - XXX NUMBER OF CARTRIDGES 26 I XXX - XXX FLOW RATE PER CARTRIDGE (GPM): 4.9 I RIM ELEVATION (Fl): 1 4.5 NUMBER OF MANIFOLD PIPES XXX M J PIPE ORIENTATIONS SKETCH: IF INTERNAL BYPASS PIPING REOURIED- BYPASS PIPE DETER / DIAMETER NUMBER OF BYPASS PIPES _1 CHOOSE ONE. Auer eras or nos wen ("("Am a a urr u - a +'� I XXX / XXX I VAULT DOORS - FOR LIGHT TRAFFIC OR MANHOLE CASTINGS - FOR HEAVY TRAFFIC CASTINGS NOTES: 12 INLET FROM SPILL CONTROL MN /6 IE -9.7 12' OUTLET TO STORM FILTER OVERFLOW EL -12.0 FINISH GRADE EL AT BOTTOM OF V CWWNEL -5A 12' OUTLET TO STORMFILTER. 18' 17 c STATIC MAI)s$, SURFACE EL =9,7_ 0.47% GRADING, DRAINAGE AND UTILITY NOTES AND DETAILS II RI:MOVEABLE BAFFLE WALL MATERIAL s'1110' ACCESS REINFORCED BE CONCRE1E. STMM.ESS STE7:7., FIBERGLASS REINFORCED PLASTIC, WOOD OR OTHER ACCEPTABLE FINISH �I��n�n rr 11�� II�11��Ij�in 11 n u 1 =J 1 - n u B p GRATE GRATE MATERIAL APPROVED BY THE CRY. r r: r . r nINn r n r r- u .-arAie r Fi I rn�i 1 r�i I se 11 r n 1 ... r - L n Jl 11� n r GRADE �1 a11P IL�U•_1. - L - 1 11 LW I LIMME Pr n �ulr n n n u r . n r n lir 106' CELL 2 too' 7. 36'x186' WATER OUALITY WET VAULT PLAN VIEW SCALE 1'.10' SCALE 1' -10' HORIZONTAL 1' -5' VERTICAL P 1. CARTRIDGES AVAILABLE IN HOGHTS OF 12', IS', 10' NO 22' TALL a 111'9. 2. DROP FROM INLET TO OUTLET REOUIREO FOR, 12' TALI - Ir 15' TALI.. 20' le' TAIL - 25' F 4. ALLOWABLE FLOW RATE PEA CARTRIDGE VARIES ROM 9 GPM /CMFRIOGE TO le GPM / CMTRDIGE DEPENDING ON APPROVING JURISDICIION. S. CONTACT CDS FOR ELECTRONIC COPIES OF PROJECT SPECIFIC SYSTEMS OR FOR DESIGN ASSISTANCE. 6. WEST COAST OFFICE (888)535 -7559. EAST COAST OFFICE (800)848 -0955. NORTHWEST OFFICE (503) 240 -3529, MAINIENANCE ACCESS DOOR RIM-15* 166' (END OF BAFFLE 11411 186' 8 BOTTOM OF 36'x186' WATER OUALI Y WET VAULT SECTION A -A 9.- 4' 18'R C 1 TALL DISSIPATER FILTER CARTRIDGES IDGES - r BAFFLE (26 THIS UNIT) ■ ■.■ itt-e-tot 4 -11' FINISHED GRADE RIM EL- 14.5'3 INLET PIPE EL.9.62' STATIC WATER LEVEL 3' -11' SETTLEABLE SOLIDS SUMP BOTTOM 117.- XX.XX'3 184 EL -5. COLLECTION MANIFOLD PIPING FOR TREATED WATER r" 816 FILTER WITH EXTERNAL BYPASS 26 CARTRIDGE 12' TALL NTS 1 111111111I . i . I 11 � I II.I1lIll Inch 1/16 ,, i ? " 1.111 1 I, I I II I I I I I I I I I I I_I IIJ I I I I I I I I I I I 1 1 111 ELI I I I I I I I LI I I IL Ll Ll 1 1 l_I I I I I I 1 I. III Ku l 0.64% FOLDING CANISTER SUPPORT RACK 17' 2' ACCESS IY NHOIE WITH FRAYS, GRATE MO LOCIONG COVER MARKED AS 'DRAIN', OW) WITH STEPS TO BOTTOM OF VAULT. 78' VAULT CAL 18' W1(, DESIGN( W.S. EL =12.0 STATIC W.S. EL -9.7 ET._ =5.80 TTY WET VAULT CALL BEFORE YOU DIG 1 800 - 424 -5555 THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE CRY OF IMPALA ENGINEERING OtvIS10N. A BY: DATE APPROVED: 5 d EXPIRES 9 AMAIN W Z a a � W 0 CC < W p0 6 z z z C, N Z N CTD � V oJ Z CO Q O 3 N ui f } 1 7 ' V 0 V) U X Q � Q N 10 Z O L D C N < • I I r` 3 in to • Nc w IFl 1 ] u) N • N N z (0 a 92' CELL 76' , GRATE AND LOCKING COVER MARKED AS 'DRAIN', (1YP. WITH STEPS TO BOTTOM Of VAULT. u 0 n n lI rr ll r N11. i B 0 COLLECTION TUBING IIIIIIIII I2' MET TO GRADE /WIIITHP^� L L D (TYPICAL) ACCESS FINISH GRADE EL AT BOTTOM OF V- CHANNEL - 5.0 30' CDS MANHOLE COVER & FRAME (H- 20)(TYP. OF 2) 18.15' COLLECTION BOX 17' T 10.2± WAMINIERRI FIBERGLASS OIL BAFFLE ADJ / /, BOAT j j / / / /�� / /� /�.. wilily it it A antea l roim 2' -6' O O T Y 6 -4 SLIDE GATE OUTLET PIPE EL -8.20' FINISHED GRADE OUT OF VAULT. DIAMETER VERTU EACH CORNER THE AS SHOWN. 12' MET FROM SPILL CONTROL 111) ,7 ` 12' DIAMETER VENIXATION 14.7* FINISH GRADE </X</X'('7. l\ 17' 36'x186' WATER DUAL SECTION B -B SCALE: I' =10' HORIZONTAL 1' -5' VERTI FOLDING CANISTER SUPPORT RACK 18 X 12' TALL FILTER CANISTER • (26 THIS UNIT III III. I - -III III IIl 1II iii II1 1 II I 2 I I 11 1.11 l 1 , 1 ,4 1_1 7? - 1 I1I 1 II1 11 1 11 I- 1I 6I IIIIII1III11IIJIIII' IIIlfIIIIlillillllll1111111111 EX. GUY • • • / 1, POLE - ---------- f 7 - 0 -- - .. 1.• .--EX. POWER POLE VARIES INTRUDED CURB (TYP.) 2Z NOT 10 SCALE VEGETATION CHANNEL \--EX. NI 66 CULVERT IF=7.8• ------ X. SIGN EX. POWER 0 ........... , EX GAS SERVICE popRot-tocAmen. 42ND- YE FIELD VERIFY. (wk. X. CATCH BAS RIM=.38.95 12" CONC N=37.25 12' CONC 5=37.05 12 CONC (=36.86 „,..11,5 EX. SSMH / f RIL1=11.87 " NW=7.62 8 SW=7.52 DRAIN (TYP.) 8' ROOF DRAIN 0 )X-MIN. 11.5 r EX. CATCH BASIN R11.4=11.1361 •• %,- r CMP NW=10.91 6 CMP SE=1,4„,03 / / 0.T 12 ROOF COD 0 BE ( EX. CB TYPE 2 RIM. 15.62 36 CMP SE=10.27 36" DAP NW.- 10.27 MATCH DISTING /4 '1 ' 4 / 4- BENCH - FT WILY BUILDING ENTRANCE ELEV=15.23' CATCH BAsiN TO BE REMOVED AND REPLACED WIN NEW 72 MH R1114.15.62 o. £-l0.27(36'10 E.10.27(NETV 4e' otn) EX 4V CRP TO BE ABANDONED MD FILLED W/ CDF AFTER cm uNt INSTALL/D. ------------------------ -• LF 48• • EX. 48 CP CUP • 0.9% EY.. CATCH BASIN 1.8o ROUND RIM=11.12 FULL OF WATER EX. CATCH BASIN (TYPE 2) RIM. 13.39 8• cup W.11.07 (8 HAS LIFT GATE) EX. CATCH BASIN-- RIM.13.16 12 CONC SE=10 34 s s., ,". EX. CATCH BASIN 1.80 ROUND 7 , RIM=11.05 (PUMP St CONTROLS) \ ••("f \ • X. F.H. •- ,N) % STA., +83_54, 8.97 • LT ,4\, \ Z=. . / - / "EX. 12;;;ONC - MAT mow - / PROPOSED WATER QUALITY STORMY/ATER VAULT IE.49.620N) (SEE DETAL) N NEW WI •LOCIONG U0 STA/8+02.71. 17.37 Li'. 4 ,R114..14.0 4 ,../ 1E44.64 DITCH I- PROFILE New GIS UNE Illni 5 2 COMPACTED DEPTH CLASS 'Er ASPHALT CONCRETE PAVEMENT 4• COMPACTED DEPTH CRUSHED ROCK BASE COURSE OR 2-1/2 MB 12 SUBGRADE COMPACTED TO 95% INVERTED ROADWAY CROSS (TYR) STA. 3+28.50 TO STA. 4+38.00 TO BE USED FOR REINING WALL VARIES 15.1 PA " PER 4. FULL DEMI 1WTH UKE KIND MATERIALS. (TYP.) EX. POWER POLE W/ LUM NEW STA. 6+ / / FOUND CONCRETE POST /' MONUMENT ,PftW 08#4, TYPE I STA. 7+22.92, 0.C, RIM4.12.0 12.25 / 1E-9.85 • EX. CHM LINK FENCE DETENTION/VIET 141ULT WATER OUOLRY CONTROL BOTTOM ELEV. VMES STATIC W.S. 0.44.70 MAIL WS. 0.12.0 •1/. 10.2 19/4.14.8 *BERNAL WIDE SALL RIDGE UNE ■-1 BW-1O.2 111/.14.9 V' CONTROL 6 W/ SOUD LOCIONG W. 1 STA. 7+58.95, 216.95 LT. . Ram otsavacE PIPE TO WEST NO " 1 " .14 . 5 INSTALL OR EXISTING PIPE 17•44 0.2 RIM-14.O EX. 8" CUP ' 1E= 10.37.--. c 0.0 PROVIDE PVC DRAIN Al PLANTER LOWPOINT 3, Tin 1 0.26 FT RIM-12.0 1E-10.0 NOT TO SCALE GRADING, DRAINAGE AND UTILITY PLAN A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., CITY OF TUKWILA, KING COUNTY, WASHINGTON NEW C812, TYPE 1 / STA. 5+23.28, 0.C. RIM.12.35 IE4.10.35 NEW WAITER LINE SEE SHT. C4 EX. F.It EXTRUDED CONCRETE CURB DETAIL _ _ -- - ---- • PLANTER GRADE PROVIDE DRAIN ROCK AT PIPE END , . • ".•,--//>-•/;;. ASPHALT ,,,, g)L•fli;LINK FENCE 4 . 12 NEW GAS UNE To BE T *STALED IN ABANDONED • . I8 cse PPE (COORDINATE MITI GAS COMPANY) SEE SW. C7 FOR GRADING MD WALL INFORMATION. OUTFALL RIP RAP 11 LF 8" DI • 7. NEW COOL TYPE 1 ETA. 4410.36. O.C. RIM.1Z62 1E-10.62 If . ONER NEVI c TYPE 1 STA. .76, 14.9217T. W/SOUD LOCKING LID RIM-13.5 (.497 53 1! r DI • 0.25% 70 LF r DI 0 0 TYPE 1 4.12.51 IE.410.76 X. 8" PVC IE-9.1 I CONNECT TO EX. PPE POLE/ I I 1 11 I I I 1,11 ' 1 1 I I I I I I I I 1 1 I I I I I I I I I I 1 51 I I I I Inch 1/16 . ` 4 , 1 :411' I 4 6 "747:1.. 1111111 1 -. " . 1111111 1111 111. 1111 1111 11 1111 1111 1111..1111 1111_1.111 1111 1111 1111 1111 1111 11.111,111.1111 1111 1111.1 1111 nil 1111 1111 1z I. vvoi 91' I 1 1 I I 1 11 CI. z I 1 1-' 01' I I 1 I 9 '1 . "-' . 1 1 111 STANDARD CREAM TO *CADDIED CROWN. EX. CD RIM=11 91 • TOP CPP NE=9.66 (HAS LIFT GATE) WATER LEVEL= 10 11 BTU STRUCTURE=5.71 (UNABLE TO ACCESS OTHER PIPES) NEW e 24 LF 8" DI 0 1.0% Ex' 8" COMO I CLIARD POSTS (1YP) me•swillose sww•mosmsmoomm•mommm MATCH UNE, SEE ABOVE E. CATCH BASIN RIM= 12.62 12' COW NE=9.63 12' CONE 10V..9.63 NEW SANITARY SEWER LINE SEE SHT. 04 • \\ • o .; N " //' / ;. 4 .4 / /' • ,• I , • ;• / ". • rX CONC .4 , • , 4 ;// :E=9 z / Cr cac'41 • •/- / I S1QL (TYPE 2) 6" EMI' I 4 39 - 36' CM 4 , POWER POLE ,„Lx. mANti ir 8a ftIM 44 sii NEW GAS I)NE .1 ?3 S=9.20 NW=9.20 TO MEAN AND REMOVE SEDIMENT CALL BEFORE YOU DIG 1 2 COMPACTED DEPTH CLASS '13' A.C. PAVEMENT 4• COMPACTED DEPTH CRUSHED ROCK BASE COURSE OR 2-1/2 ATB TYPICAL PAVEMENT SECTION NOT TO SCALE 12' SUDGRADE COMPACTED TO 95% X. F.H. // / / \<-- POWER POLE 1/8' BEND (6') 6 PVC 6' X 6' WYE X. SEWER WNHOLE RIM= 14 77 0 8' PvC NE=.4 10 8' PVC NW 3" PVC SE-4 03 ROOF DRAIN CLEANOUT DETAIL NOT TO SCALE THESE PLANS ME APPROVED FOR CONFORMANCE WITH THE CRY OF TUKWILA ENGINEERING DIVISION. APPROVED BY: DATE APPROVED: _3 6' PVC LENGTH AS REQUIRED EXTENSION OF 6' PVC OR CAP END IIMEIIENTEETLEI1111 4 CD 0‘' CO File: D04 -0415 35mm Drawing #5 NOT TO SCALE T 42ND AVE. SOUTH tookt / 7 7 , / /' / �r J / �� i7 % ��/ / / //// / \ �,• TE =t0.6'• //� \ / /// ////// W WTf11/ % / . .1�. /// / /% PROW Ee&2 ///' /, // / / 0 / A a� / o/ VARIES NEW CAS LINE :51•6716, E BEL ' SPN1 CONTROL LW 6 \ „ .// / Po A O+ 17.3r U. / A =8.5.' / // SOLID / W/ LOC/ONO UD // k! EXTRUDED CURB (TYP.) PROFILE 2% ORM DETENITON/RE7 VAULT WATER WADY CONTROL BOTTOM ELEV. VARIES STATIC W.S. EL=I0.6 MAX. W.S. 0...12.0 ' S.aa.. Zom _ .r..- _..T..._.:. 1'F9,77Y/TF5/:A rr,77. .1r7 '1• GRADE SAWCUT AND PATCH PER CRY Sr D REPLACE FULL DN 1H 'mu um KIND LATERALS (TYP.) EX. CAS SERVICE FIELD VERIFY. NEW CB 5 V• 1 STA. 7+22.92, O.C. RIM =12.0 E =6.74 VARIES 2% INTERNAL BAFFLE MALL TO BE USED FOR RETANMN4G WALL • NEW ST 6 +6 RM=12.0 E.8.90 ` / \ %\\/\i / %V\i\ \ /\y \ /NY\Y / \ /\ /\ 2" COMPACTED DEPTH CLASS "B" ASPHALT CONCRETE PAVEMENT 4" COMPACTED DEPTH CRUSHED ROCK BASE COURSE OR 2 -1/2" ATB 12" SUBGRADE COMPACTED TO 95% INVERTED ROADWAY CROSS - SECTION (TYP.) 4 TYPE 1 .56. .26 / j// / // /// / , / // / i RIDGE LINE ..EX. DITCH \ NEW CONTROL LNI SEA 7 +58.95 216.955 LT. REMOVE DISCHARGE PIPE TO WEST INSTALL OVER EXISTING PPE RIM=14.0 Ea10.4t O.44C NEW : 3 TYPE I WA. 6+2 8, O.C. R94.12.0 Ea9.19 ,, / i / //. //� / /// / 4; "7/ / / / / E s • / / I4 / // // � 7 ,/ // / / /. EX. I Y ,sMP— GRADING, DRAINAGE AND UTILITY PLAN A PORTION OF THE NW 1/4 OF THE NE 1/4 OF SEC. 15, T. 23, R. 4E, W.M., CITY OF TUKWILA', KING COUNTY, WASHINGTON . _ r MATCH EXISTING BENCH - IF NWLY BUILDING ENTRAVNCE ELEV =15.23' NEW GAS UNE TO BE INSTALLED IN ABANDONED 48' DAP PIPE — -20 EX. CB RAI =13.9 I lls Iii — .IlLllll....111 III I(I')III I — I —.1,)l I I I ( r I I ,4 Inch 1/16 L I utt III Yi 96 ta EL Z6 �� .. �� 16 1 II iii ILIIIIIIILlLILLi�III�IIIILLIII�LIII IIII1IIIILIIIIIII II RIP RAP PROTECTION IE=8.2 11 LF NEW C818. TYPE 1 STA 4+09.76, 14.92' Rt. W/ SOUD LOCKING UD RIM =13.5 IE=6.5 SEE SHT. C7 FOR GRADING AND WALL INFORMATION. ••C t' • I 1 1 ' N 1'-30' O 15 30 `, •. 111 p 60 • ' /PROPERTY CORNER ' STA. 0+65.37, 26.19 LT. NEW GAS UNE EX. TYPE 1 CO / / /% / � c/ ° - CALL BEFORE YOU DICE ,5 1- 800 - 424 -555 SEWER LINE SEE SHE. C4 14.65' ' r ./ / . ' 7 • h i�` 4 's kg ,V • C ,• / r / —Ex. PowEIy POLE (APPROX. LocAr!0 o.o#4c. EX. F.H. THESE PLANS ARE APPROVED FOR CONFORMANCE W WITH THE CITY OF TUK A ENGINEERING DIVISION. APPROVED BY: DATE APPROVED: 65' R.O.W. Eli. POWER POLL (APPROX. LOCATX)N) EXPIRE$ 9 s U S 3 o n • 2 5 0 U) 0 up E xv) 0 m o Q 0 z E f� 77LFSDS0.2% 14.0: - �, ROOF DRAIN •. •4 . Rp1 =13.9 MATCH DIISrING EXISTING BUILDING FF' 15,25± AND D REMOVE ■- 1 1. 9 49 f1A — -- -- _ - -_ - - _ a -- .. . . .. N III III I'j1 ICI III III III III III III III III 1 X 51 ' 1 ' -61 •.� nY s a "T'S IIIIIIjI) 111111IIII11 1 11111111'i I IIIII / ` `` ' EX RIM =12.9 \ / • . 48' CMP TO BE ABANDONED ; • \\ / REMOW >c E3(. 48 ' P IPE. A N D HUED W / COF / AFTER CAS LINE INS N.LED. / / -. -..... _ REMOVE PORTION OF EV48' PIPE CB 1 STA. 3 +28.46, E�9 0.C. RIM=13 .6 6 ; . %' r .t i � t // , i// =� ': /11 1 A / r • %% ; 75 41t CUP SD / \ \ J8 ,,.-/ I � 1 I�•NEW 44 .ter -• -i- MATCH LINE, SEE ABOVE CROWN. STANDARD CROWN TO INVERTED LX. WATER SEPERATOR RILL = 11.9 OIL/ RIM TO GRADE W X z a z LL W Q O N CO CO C"4 N (.0 DO I ln u) N Z N N • ]C v Y 4 't File: D04 -0415 35mm Drawing #6 i i i I I i i i I i BENCH - rr NWLY BUILDINO ENTRANCE ELEV■ 15.23', /// // ,,,/./„ / /' � / /4 / / �, / / / / O // //`\ / "v) / / / / /// /53 / //7// Z / //� /�, / l �� WETLAND / / /, - / /// /i/ N AAA � rA / / / I I ( / i 1 , �t, 1 I ---\\ --- /4 61. 10.--- .,-41%it /// /4:h= -.---___ .. / 1 -- ..� -� ............... ......... �....'''' 4.1 f NOTE: • THIS SITE PLAN IS SCHEMATIC, ALL LOCATIONS AND DIMENSIONS ARE APPROXIMATE, IT IS INTENDED FOR REFERENCE ONLY AND SHOULD NOT BE USED FOR DESIGN OR CONSTRUCTION PURPOSES, REFERENCE: SITE PLAN PROVIDED BY BARGHAUSEN CONSULTING ENGINEERS )4// / t/// / , 77:%/ 7 7/ // / / / /'' / a 1111111 1 1 Inch 1116 U ................ •. •. • - .. ...... Y+ LEGEND: TP -1 APPROXIMATE LOCATION OF TEST PIT 0 80 180 APPROXIMATE SCALE IN FEET tramserrys , &r,,Tr''"7►w IIIIIII I III � Ihl1IIII III ,I IIIIIIII II,,IIliii]IIII_Ipil1 ICI I'1 111 1 5 I 6 �6 b6 E 6 Z6 fib I I I OL b ll al 'I I I I I I I I I I I I 1 111111 I I I I I I I I l I I I-LL.'11111 I I I 1 IIIl1 42nd A , Terra Associates Inc. • Consultants In Geoteohnial e ngineering Geology and . Environmental Earth Sdencss IIII4111 IIIIlIIII IIII�IIIIIIIII lllll111111llllllll�lllll EXPLORATION LOCATION PLAN NORMED -SHAW BUILDING TUKWILA, WASHINGTON Prof. No. T -5613 I Date NOV 2004 I Figure 2 A - E