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Permit D07-366 - 4501 BUILDING - DETENTION VAULT
4501 BUILDING DETENTION VAULT 4105 S 134 PL EXPIRED 01-03-09 D07 -366 Parcel No.: 2613200045 Address: 4501 S 134 PL TUKW Suite No: Tenant: Name: 4501 BUILDING DETENTION VAULT Address: 4501 S 134 PL , TUKVVILA WA Owner: Name: SMITH COURT LLC Address: PO BOX 146 , RENTON WA 98057 Phone: Contact Person: Name: WAYNE JONES Address: PO BOX 146 , RENTON WA 98057 Phone: 425 399 -7400 Value of Construction: $55,000.00 Type of Fire Protection: Type of Construction: doc: IBC -10/06 Cityf Tukwila Contractor: Name: LAKERIDGE DEVELOPMENT INC Address: PO BOX 146 , RENTON WA 98057 -0146 Phone: (425)228 -9750 Contractor License No: LAKERDI099NF 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 DESCRIPTION OF WORK: CONSTRUCT PRIVATE STORM DETENTION/WATER QUALITY VAULT DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D07 -366 Issue Date: 02/12/2008 Permit Expires On: 08/10/2008 Expiration Date: 02/11/2010 Fees Collected: $1,392.78 International Building Code Edition: 2006 Occupancy per IBC: 0026 D07 -366 Printed: 02 -12 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start lime: End lime: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit: N Non - Profit: N Water Main Extension: Water Meter: Permit Center Authorized Signature: Print Name: doc: IBC -10/06 City co)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 N N Private: Public: Permit Number: D07 -366 Issue Date: 02/12/2008 Permit Expires On: 08/10/2008 Date: eV I hereby c at I have read and - • - ed this permit and know the same to be true and correct. All provisions of law and ordinances governin• • k be complied , whether specified herein or not. The gran : -` i' • e "1 t does not presume to give authority to violate or cancel the provisions of an other state or local laws regulating construction • ce of work. I am authorized to sign and obtain this developm ermi Signature: �� _ - Date: � 2 0C 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. D07 -366 Printed: 02 -12 -2008 Parcel No.: 2613200045 Address: Suite No: Tenant: 4501 S 134 PL TUKW 4501 BUILDING DETENTION VAULT 1: ** *BUILDING DEPARTMENT CONDITIONS * ** doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT CONDITIONS * *continued on next page ** Permit Number: Status: Applied Date: Issue Date: D07 -366 ISSUED 09/17/2007 02/12/2008 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All 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. 4: 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. 5: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 6: 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. 7: 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. 8: 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. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: 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. D07 - 366 Printed: 02 -12 -2008 The grantin construction Signature: - • iw�,/ Print Name: VI .11 dNG s doc: Cond -10/06 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. es not presume to give authority to violate or cancel the provision of any other work or local laws regulating ce of work. Date: 2-1z./.0 g D07 - 366 Printed: 02 -12 -2008 SITE LOCATIO Site Address: 4215-69 1 5 I � 4 ' 7 P L Tenant Name: CITY OF TUKWILL , Community Developmenepartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://wwwatukwila.wa.us Property Owners Name: II L- I '0 4 C Mailing Address: P () hd 7` Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** lJ t �t� oPht �z �� L fZt^ -�Dr City et when your permit is ready to be issue Name: WAYA -6 d NC f Mailing Address: P I] (30,---/z( E -Mail Address: 1t . - 1 fr j Wfr .i d NC; A/b L./We •i"G GENERAL CONTRACTOR INFORMATION (C Information for Mechanical (pg 4) for Plumbingand Gas Piping (pg S Company Name:4 /?I b c � C vg?dl4 /6/6/..."7 Mailing Address: d 13 a 7` / 4 1 6 Contact Person: \A-41 • C Contractor Registration Number: L/4r 6 for 0 Q'it/ F Contact Person: E -Mail Address: Company Name: COLL.O,✓c M I T Mailing Address: 6 '85 f to,tt i S it Contact Person: 1 3 12-4/t. �GLLOAS E -Mail Address: Q:tApplications\Porms- Applications On LineU- 2006 - Permit Application.doc Revised: 9-2006 bh King Co Assessor's Tax No.: 9-W 9C r Suite Number: Floor: (.(� New Tenant: ❑ .... Yes ❑ ..No ,ty Day Telephone: E -Mail AddressW4W117Ntr J tS.J 2 P/t/" 7s - t ,v'C T Fax Number: Sv r t (r State /4 Zip Day Telephone: 1 7- 97s v Ar City State Zip Fax Number: 4 0-5 2 2-1 1 F 72-3 State Zip /fyS 2_28 9,./-0 Lf7 3 21? 723 Expiration Date: ARCHITECT OF RECORD — All plans must be wet stamped by Architect of , Company Name: Mailing Address: City Day Telephone: Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer o P 3 City Day Telephone: Fax Number: State Zip State Zip 92 :31 3 1 ro t 25. 36c7 ius? Page 1 of 6 ING PERT FORMATIQ N- 2O6= 431.36 Valuation of Project (contractor's bid price): $ -S S 00 U Existing Building Valuation: $ Scope of Work (please provide detailed information): 4w 5 /Z(iG r 0 & 7 6 — j !(P ' — (AV L j F02 CISO) 6f,ILb)/ -4 CIvIL A./3/-g ,'t/BM I') w ��7 �8'Z Will there be new rack storage? ❑.... Yes ❑.. No If yes, a separate permit and plan submittal will be required. b e Allviildirig, Qloa guare F ootage ] PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If `yes', attach list of materials and storage locations on a separate 8 -1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 Fixture Type: Qty Fixture Type; . - Qty Fixture Type ;Qty Fixture Type Bathtub or combination bath/shower Drinking fountain or water cooler (per head) Wash fountain Gas piping outlets Bidet Food -waste grinder, commercial Receptor, indirect waste Clothes washer, domestic Floor drain Sinks Dental unit, cuspidor Shower, single head trap Urinals Dishwasher, domestic, with independent drain Lavatory Water Closet Building sewer or trailer park sewer Rain water system — per drain (inside building) Water heater and/or vent Additional medical gas inlets/outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors Repair or alteration of water piping and/or water treating equipment Repair or alteration of drainage or vent piping Medical gas piping system serving one to five inlets/outlets for specific gas PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: Valuation of Plumbing work (contractor's bid price): $ Valuation of Gas Piping work (contractor's bid price): $ Scope of Work (please provide detailed information): Building Use (per Intl Building Code): Occupancy (per Intl Building Code): Utility Purveyor: Water: Sewer: Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q: Applicstions\Forms- Applications On Lineu -2006 - Permit Application.doc Revised: 9 -2006 bh Page 5 of 6 BUILDIN eQi ,rj R pRiAUFtIORIZED AGENT: Signature: Print Name: I ttjp6 V(l N E� Mailing Address: ( 8 `F / 4 16 a I Date Application Accepted Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENAL OF PE BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. Date: CA (11 Day Telephone: City State Zip Date Application Expires: c` i(4-1 0 Staff I Page 6 of 6 nitials: Receipt No.: R07 -01999 Payee: SMITH COURT LLC ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 2613200045 Permit Number: D07 -366 Address: 4501 S 134 PL TUKW Status: PENDING Suite No: Applied Date: 09/17/2007 Applicant: 4501 BUILDING DETENTION VAULT Issue Date: Initials: JEM Payment Date: 09/17/2007 02:46 PM User ID: 1165 Balance: $845.88 TRANSACTION LIST: Type Method Description Amount Payment Check 3144 546.90 Account Code Current Pmts 000/345.830 546.90 Total: $546.90 Payment Amount: $546.90 2P95 09/17 7 f 1 TOTAL i:... .s "i 6 ? _ dnt:: RRrsint -OR Printpri. 09- 17_2007 Parcel No.: Address: Suite No: Applicant: Receipt No.: R08 -02351 Initials: WER User ID: 1655 Payee: 2613200045 4501 S 134 PL TUKW 4501 BUILDING DETENTION VAULT LAKERIDGE DEVELOPMENT TRANSACTION LIST: Type Method Descriptio Payment Check 4322 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us PLAN CHECK - NONRES 000/345.830 RECEIPT Amount ACCOUNT ITEM LIST: Description Account Code 58.00 Total: $58.00 Permit Number: Status: Applied Date: Issue Date: Payment Amount: $58.00 Current Pmts 58.00 D07 -366 ISSUED 09/17/2007 02/12/2008 Payment Date: 07/01/2008 10:13 AM Balance: $0.00 4302 07/01 9711 TOTAL 675.96 doc: Receiot -06 Printed: 07 -01 -2008 Parcel No.: 2613200045 Permit Number: D07 -366 Address: 4501 S 134 PL TUICW Status: PENDING Suite No: Applied Date: 09/17/2007 Applicant: 4501 BUILDING DETENTION VAULT Issue Date: Receipt No.: R08 -00301 Initials: LAW Payment Date: 02/04/2008 02:31 PM User ID: 1632 Balance: $0.00 Payee: SMITH COURT LLC TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description BUILDING - NONRES STATE BUILDING SURCHARGE City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Payment Amount: $845.88 Amount Payment Check 3173 845.88 Account Code Current Pmts 000/322.100 841.38 000/386.904 4.50 Total: $845.88 8028 02/04 9710 TOTAL 13958.38 1Z doc: Receiot -06 Printed: 02 -04 -2008 COMMENTS: _ S P_.c_—` e_,--t a r v1= s — i Y u 5 ", `,\ 4..-,./ C-- ,--v__n t--- 6V- Address: 950/ 5 /3V Da Ca e : r (or L ;., re l c rr if 0r�1 A e( r 11 ✓<< 0 2_ I —" <9( .)L. (n7 r. J .r C' c . 1- , + 5 eaf, A. ( g\--t\ p,) g`. ( u ) / la - Requester: _ ProJ'� t: Y t. / /32i' ,/�` J ypg of I ection: sp T N U'1i / -- Address: 950/ 5 /3V Da Ca e : r (or L Special Instructions: Date Wanted 7 . - C7 -o& p.m. Requester: _ )> INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 a Approved per applicable codes. PERMIT NO. (206)431 -3670 D Corrections required prior to approval. I lnsPectf*:1' Gi,.X 'Date: $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Receipt No.: 'Date: �,. Project: _ 1.) 7 A/ /d k1 !J?Zll-f Type of Inspection: F dd //terCi7' v v IV 6 (� Ass: ddr, I5 ■5 /3 Y Pt Date Called: Special Instructions: Date Wanted: c '- / S'- siP p.m. Requester: Phone No: 0 . $ — 7V O INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION If- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: � j p A. p 1 DA 3 t N.A I Inspe Date: S' [J $58.00 REINSPECTION FEE RE UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Sivd.Suite 100. Call the schedule reinspection. (Receipt No.: (Date: COM NTS: A-Ci ) i c r) 7. r a 1—.1 .^ 3 A c s, r 1 jc -, 0r2) !ce .“ 6 -0 ^ cl e:/ Requester: Phone No: 71)(9 - 311 - `)4aa NJ G___/) CO: \ 0e,"-S -il ` 1--, S ( j - 17 (L? 6 L ' f Project: -{ S o S 00ete-vaid A ilk- rr Type o nspe tion: -. o ) 1 1 Address: 4 S i i 34 Y[1_ L Date Called: Special Instructions: ` 1 p W ' , I ,] /1 so ( �`T v Date Wanted: ( 1 3 p.m. Requester: Phone No: 71)(9 - 311 - `)4aa 5O 36t0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION g 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable code El Corrections required prior to approval. I lnspec6r: 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.: IDate: Project: (FAller■)-liJ■nio; Type of Inspection: (14 t= OOr,ry 6 Address: Wsol (3 Date Called: Special Instructions: Date Wanted: O L I — z. 8- l "' Requester: Phone l{6: .--y,(..-- 39 7qQ( INSPECTION RECORD Retain a copy with permit DC � INSPECTI NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 'Corrections required prior to approval. COMMENTS: Ak r� 7 C ilk f,) ' I ( re- s e,�r,A.4 P i / () r r P .tea i Q_ ()A ° (r� Pj e �1 r Date: f 7(Y Or 4 4)4 $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: Pao' t # ynes i.eft Ti<o Type of Inspection: .0 Address: 5 1 inner rS Date Called: 6 g/a od Special Instructions: /�) t� Win �� �� ~I�? 1 i n Date Wanted: ` �a.m�, ��1aS /Ce p.m. Requester: /1 Sfii P hone No: 0 6 11 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: c P (Inspector: Date: $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: 'Date: El Corrections required piior to approval. PERMIT NO. (206)431 -3670 Pro' t: c.c le // S Type of I�pe on• ` /O h I - fa r ± Address: 61 ' in A- s Date Called: 0 7/3)/O h Special Instruc ions: WO (i I,1 g. OW- /�/)�j 1 ' " �uSt l ✓ N �' Date Wanted: 07 /g t /off 6,m; p..7 Requests___.— ■/ U.Sti n Phone No: 9O4 091 l'f9 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: u- 1117( T) < i1 c e/Lo4s o cl A Pv , JAA. Inspector: 'Date: n $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: Pr ' e ,5 0 1 I f W T e of Inspect e - u s e -roy) r Street Address: / .2aa5 . '2) 7 s at Called: o 7 /Y /off Special Instructions: Ca ii Ynaiiv ,.A) 4 . . Sci up t I ,-Y, - Date Wanted: 07/9k k p� Requester: • ��4 sty n Phone No: f 5t INSPECTION NO. U Approved per applicable codes. INSPECTION RECORD Retain a copy with / eriflit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Corrections required prior to approval. COMMENTS: /7/c u,ektiev Pop , Inspector: iDate: ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: COMMENTS: -1 :04 k `-- ►Aspe --: )ns 6 4 cr d SI\eP1' ✓ - 6e -Ael '' t SNUi� Lu'i � l k)D ..5 . 0e. \J regA J Ai 7A6 - -ems hArT LA (T. J A S 1YL)(Xu t k4 STe-A Ste e. -k Fit ; (: f ; d i A ) e- :: v1 ( A JJ eft A t ) egt5 Al A �ryh StreA , �dA gam n r. Jn !S J e -° Al Al vfr\ ,_1d>0 M r A J ,,g- 1l✓6I qt/t C 6Q s� Pl.i S ?Q ; 1 r�-�t r9 - w- ^ rr -� s z v �p 17 .tC/6L riko fJ• e,(r P,zi1` ri L � 4 4 A- e c l i I e A 74-e c v: 1 e s'7Y- , r ,'A e. tv <sl `,`, p(0c - 514 ( bQ `,(n; -.31,. LS 14 , A--j :Aspe.e7 :Jn repsiR3 irsr re5„,? - rs, Project_ Type of In ection: Address: Asa /s/37p Date Called: Special Instructions: Date Wanted: 6 a.m. Requester: Phone No: --)& -35- ? s' ci) Lo 7336 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. Inspectrr: ' (Date: - $58.00 REINSPECTION FEE EQUIRED. Prior to inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. Receipt No.: 'Date: 1 r Sa. v 11=1. 101=re August 13, 2008 Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila a7an & ASSOCIATES, INC. GEOTECHNICAL EN NVIRONMENTAL ENGINEERING CONST -ING & INSPECTION Mr. Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 RE: In Process Inspection Report 4501 Detention Vault Project Tukwila, WA AUG 19 2008 cop KA No. 066 -08088 Permit No. D07 -366 Dear Mr. Jones, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08088 Break Template Krazan.8 Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA, 98371, (253) 939 -2500 Project No. 066 -08088 Cyl. Code 81015 Pour Date 7/8/2008 Report No. 8088CR070808 -bt1 Weather Clear Project 4501 Detention Vault Project Location 4501 S. 134th Place Tukwila Client Lakeridge Development Jurisdiction City of Tukwila Engineer Architect Contractor Lakeridge Development Field Data Concrete X Other Supplier Miles CYLINDER REPORT Plant No. 201 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 8:40am 134 208993 6 69 55 Placement Area Location Concrete was placed around the outside perimeter of vault. Remarks Placed by pump truck and conslidated w HF vibrator. Please refer to field report #8088DFR070808bt. Inspector Benjamin Thompson Laboratory Data Date Reviewed Permit No. D07 -366 Reported Batch Data Design Actual Weights Weights Mix No. 0160A Cem.lbs. 564 562 F. Ash lbs. C. agg. lbs. 1 1860 1880 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1270 1309 Water lbs. 362 1343 Air Ent. (oz) MBAE90 3.85oz 3.9oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) Field Test Methods ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 ASTM C172 OTHER ASTM C231 Design Strength 4,000 @ 28 days Date Specimens Rec'd. Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 81015 -1 7/15/2008 7 4.015 12.66 49895 3,940 1 MT 4 81015 -2 8/5/2008 28 4.011 12.63 64755 5,130 1 SS 81015 -3 8/5/2008 28 4.011 12.63 57565 4,560 1 SS 81015 -4 H 1 81015 -5 81015 -6 81015 -7 81015 -7 Remarks Results Reviewed By ittf., Codes for Break Types: 1: Cone 2: Cone & Split Measurement Uncertainties: ASTM C-39 +1- 8% Form 03101 RNYion 3 ElfeclM Data 3/1204 The idornmalbn provided on this report is primed for the exclusive us of the dent This report may not be reproduced in any format without the written permission of the client and Kazan & Associates. Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming 3: Cone & Shear 4: Shear 5: Columnar (Split) Krazan d Associates, Inc. 922 Valley Avenue NW, Suite 101, Puyallup, WA, 98371, (253) 939 -2500 Project No. 066 -08088 Cyl. Code 81013 Pour Date 7/8/2008 Report No. 8088CR070808 -bt2 Weather Clear Jurisdiction City of Tukwila Permit No. D07 -366 Project 4501 Detention Vault Project Location 4501 S. 134th Place Tukwila Client Lakeridge Development Field Data Concrete X Other Supplier Miles CYLINDER REPORT Plant No. 203 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 9:16am 19 126928 8 76 55 Placement Area Location Seam of panels Remarks Placed by pump truck, consolidated by HF vibrator. Please refer to field report #8088DFR070808bt. Inspector Benjamin Thompson Laboratory Data Engineer Architect Contractor Lakeridge Development Reported Batch Data Design Actual Weights Weights Mix No. 10650 Cem.lbs. 940 937 F. Ash lbs. C. agg. lbs. 1 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 2660 2708 Water lbs. 413 408 Air Ent. (oz) MB100XR 47oz 46.6oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 25 Field Test Methods ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 ASTM C172 OTHER ASTM C231 Design Strength 4,000 @ 28 days Date Specimens Rec'd. Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 81013 -1 7/15/2008 7 2.004 3.15 9380 2,980 1 MT 81013 -2 8/5/2008 28 2.013 3.17 24090 7,600 1 SS 81013 -3 8/5/2008 28 2.013 3.17 25805 8,140 1 SS 81013 -4 H 1 81013 -5 81013 -6 81013 -7 81013 -7 Remarks Results Reviewed By Vg4, Date Reviewed Laboratory Test Methods ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 X ASTM C1019 Test Results X Conforming Non - Conforming Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C-39 +1- 8% Roan 03101 Re`6ion 3 Efed a Data 3/12/04 The i brmation povided on IN. report is prepared for tie aadusive ass of the diem. This report may not be reproduced in any (smut wahad the saran permseion o( du dare and Kreran & Associate.. Ki' azan & ASSOCIATES, INC. July 14, 2008 Mr. Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 RE: Special Inspection 4501 Detention Vault Project Tukwila, WA Dear Mr. Jones, In accordance with your request and authorization, our firm.performed special inspections for the above - referenced project. The inspections were performed by our inspectors from July 7 through July 8, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION RECEIVED 'JUL 2 5 2008' DEVELOPMENT Offices Serving The Western United States 66 -08088 o. D07 -366 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08088 DFR Template I(ra_zaii.. & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 7 /7loF PROJECT #: ©66 • ota 8B PROJECT: VSm/ dE77s vr'c- 'r146LT Arrivreer LOCATION: Seri' .r , /J9'` p/acs KRAZAN PROJECT MANAGER: A614 FIELD REPORT NO: 8 2 2 4 4 CONTRACTOR: eAt ed /Zjbgt t•Epp /evowrtvr' JURISDICTION: C'rYo selre A we( PERMIT #: 15o7 -3G6 INSPECTOR: ",gyj Br ve WEATHER: C /eqg TEMP:7oo /AI,Mee OA/ die Gee'/t'EDUG8i) 'y y%'Z C'D.vT.e•ocreve Ao r J/ / / /I1/.r'A6G'Tedonj D # EF /•vfoee rfrEB/ ©.V 7Wt .be ,PSAIT /o d' 1444er e/el eP/SlYfe A9AP0os M/s.c, $3 Ai At A Drrovie t ,1//,27,9, /z /8 , /t y r/i�rs J e,, >so d' /Zt,, ceA4s Co' -v7, JAAC' , J'i»RSIbwzvvr .4rC'e f CpRw,,e "MAW 4 /Av.¢Alosie A.1' 0P0oveoV 'S /AA4,0 /.4e0 / G'` /F/fllAwtfJ'ACN/f/£D ,eerrsz/ ,r741 ''F.. vSivr ea.0 /•rAr t i Ae ,WE slivv o.2ovee .b' /as r p r' cer, / Equipment/Asset Number(s): To the best of my knowledge, the abo lSW/ WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. Superintendent /Representative: 1501 Field Report.doc Tech Serving the West 'rn United States Revision 1 Effective Date: 5/25/05 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. I( 8,ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 08 July 08 PROJECT #: 066-08088 PROJECT: 4501 Detention Vault LOCATION: 4501 S 134 PI 6) Resteel previously Inspected 7) Concrete and grot was placed IAW ASTM standards Superintendent/Representative: CONTRACTOR: Lakeridge Deve D07 -366 B. Thompson PERMIT NO: INSPECTOR: JURISDICTION: Tukwila KRAZAN PROJECT MANAGER: RGH WEATHER: Clear FIELD REPORT NO.: 8088DFR070808 1) Meet with contractor to verify placement and type of concrete and grout being placed. 2) Sampled concrete and cast 1 set of (4) 4 x 8 test cylinders reference cylinder report 8088CR0070808bt1 for test results. Sampled grout and cast 1 set of (4) 2 x 4 test cylinders reference; cylinder report 8088CR0070808bt2 for test results 3) Concrete was place around outside perimeter of vault and grout was placed at the seams of panels 4) Total fourteen cy of concrete of Miles mix number 0160A with a design strength of 4000 psi 5) Total of nine cy of grout Miles mix number 10650 with a design strength of 4000 psi To the best of my knowledge, the above WAS In / WAS NOT 0 performed in accordance with the approved plans, specifications, and regulatory requirements. Technician: Benjamin T`h6mpson Offices Serving the Western United States TEMP: 55 ° F Equipment/Asset Number(s): Form 1501 r.1 Effective Date: 5 -25-05 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. K azan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION ayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 RE: In Process Inspection Report 4501 Detention Vault Project Tukwila, WA ► o. 066 -08088 t No. D07 -366 Dear Mr. Jones, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC e6 07Dsalt- Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08088 Break Template ;Project No. 066 -08088 Weather Clear Project 4501 Detention Vault Project Location 4501 S. 134th Place Tukwila Client Lakeridge Development Field Data Concrete X Other Supplier Miles Time 8:40am Laboratory Data Cyl. Code Truck# Ticket # 134 208993 Inspector Benjamin Thompson Test Field Date Cure 81015 -1 7/15/2008 81015 -2 8/5/2008 81015 -3 8/5/2008 81015 -4 81015 -5 81015 -6 81015 -7 81015 -7 Remarks Results Reviewed By KO Cyl. Code 81015 Pour Date 7/8/2008 Report No. 8088CR070808 -bt1 Jurisdiction City of Tukwila Permit No. D07 -366 CYLINDER REPORT Plant No. 201 Slump % Air (in.) 6 Age Dim. Area C.F. 7 4.015 12.66 28 28 H Engineer Architect Contractor Lakeridge Development Site Mix Mix Air Temp. Temp. (F) (F) 69 55 Unit Wt. (pcf) Placement Area Location Concrete was placed around the outside perimeter of vault. Remarks Placed by pump truck and conslidated w HF vibrator. Please refer to field report #8088DFR070808bt. Reported Batch Data Design Weights Mix No. 0160A Cem. lbs. 564 F. Ash lbs. C. agg. lbs. 1 1860 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1270 Water lbs. 362 Air Ent. (oz) MBAE9O 3.85oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) Actual Weights 562 1880 1309 1343 3.9oz Design Strength 4,000 @ 28 days Date Specimens Rec'd. Field Test Methods ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 ASTM C172 OTHER ASTM C231 Max. Comp. Tested Break Load Str. (psi) Set # By Type 49895 3,940 1 MT 4 1 1 1 Date Reviewed Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +/- 8% Fonn 03101 Revision 3 Effective Date 9/12/04 The Monnaton provided on this report Is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the dierd and Kmzan a Assocb Test Results Conforming Non - Conforming Project No. 066 -08088 Cyl. Code 81013 Pour Date 7/8/2008 Report No. 8088CR070808 -bt2 Weather Clear Jurisdiction City of Tukwila Project 4501 Detention Vault Project Location 4501 S. 134th Place Tukwila Client Lakeridge Development Field Data Concrete X Other Supplier Miles Inspector Benjamin Thompson Laboratory Data CYLINDER REPORT Plant No. 203 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pct) 9:16am 19 126928 8 76 55 Engineer Architect Contractor Lakeridge Development Placement Area Location Seam of panels Remarks Placed by pump truck, consolidated by HF vibrator. Please refer to field report #8088DFR070808bt. Permit No. D07 - 366 Reported Batch Data Design Actual Weights Weights Mix No. 10650 Cem.lbs. 940 937 F. Ash lbs. C. agg. lbs. 1 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 2660 2708 Water lbs. 413 408 Air Ent. (oz) MB100XR 47oz 46.6oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 25 Design Strength 4,000 @ 28 days Date Specimens Rec'd. 3: Cone & Shear 4: Shear 5: Columnar (Split) Field Test Methods ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 ASTM C172 OTHER ASTM C231 Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 81013 -1 7/15/2008 7 2.004 3.15 9380 2,980 1 MT 81013 -2 8/5/2008 28 1 81013 -3 8/5/2008 28 1 81013 -4 H 1 81013 -5 81013 -6 81013 -7 81013 -7 Remarks Results Reviewed By Date Reviewed Codes for Break Types: 1: Cone 2: Cone & Split Measurement Uncertainties: ASTM C -39 +/- 8% Form 03101 Revision 3 Effective Date 5/12/04 The Mormdbn provided on this report is prepared for the exclusive use of the rent. This report may not be reproduced in any format without the written permission of the client and Krazan & Mooch Laboratory Test Methods ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 X ASTM C1019 Test Results Conforming Non - Conforming aw Aar & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION JUN 3 0 20081 a Mr. Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 RE: In Process Inspection Report 4501 Detention Vault Project Tukwila, WA Dear Mr. Jones, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila KA No. 066 -08088 Permit No. D07 -366 Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08088 Break Template Project No. 066 -08088 Cyl. Code 80667 Pour Date 5/19/2008 Report No. 21259 Weather Sunny Jurisdiction City of Tukwila Project 4501 Detention Vault Project Location 4501 S. 134th Place Tukwila Client Lakeridge Development Field Data CYLINDER REPORT Concrete X Other Supplier Miles Plant No. 201 • Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pct) 8:45am M019 206161 4.8 4 77 75 Placement Area Location Detention vault walls Remarks Placed by boom pump, consolidated by vibrator. Please refer to field report #82563. Inspector Mike A. Preciado Laboratory Data Codes for Break Types: Engineer Architect Contractor Lakeridge Development Design Strength 3,000 @ 28 days Date Specimens Rec'd. Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 80667 -1 5/27/2008 7 4.011 12.64 45960 3,640 TN 80667 -2 6/17/2008 28 4.012 12.64 55875 4,420 MT 80667 -3 6/17/2008 28 4.012 12.64 61320 4,850 MT 80667 -4 H 80667 -5 80667 -6 80667 -7 80667 -7 Remarks Results Reviewed By wt<gfe Date Reviewed 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +/- 8% Forth 03101 Revision 3 Effective Date 5/12/04 The YNormefbn provided on this report is prepared for the 'occlusive use of the dent This report may not be reproduced In any format without the written permission of the dent and Krazan & Assod Reported Batch Data Design Actual Weights Weights Mix No. 0155A 0155A Cem.lbs. 517 517 F. Ash lbs. C. agg. lbs. 1 1860 1861 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1370 1418 Water lbs. 254 189 Air Ent. (oz) 4.8 4.8 Admixture 4.7oz 4.6 Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 10 Field Test Methods X ASTM C143 ASTM C138 X ASTM C1064 ASTM C173 X ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION June 2, 2008 KA No. 066 -08088 Permit No. D07 -366 Mr. Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 RE: - In Process Inspection Report 4501 Detention Vault Project Tukwila, WA Dear Mr. Jones, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08088 Break Template 'Project No. 066 -08088 Cyl. Code 80554 Pour Date 4/30/2008 Report No. 8088CR043008 -gn Weather Partly Cloudy Jurisdiction City of Tukwila Permit No. D07 -366 Project 4501 Detention Vault Project Engineer Location 4501 S. 134th Place Tukwila Architect Client Lakeridge Development Inspector George Nail! Laboratory Data Contractor Lakeridge Development Field Data CYLINDER REPORT Concrete X Other Supplier Miles Plant No. 201 Site Mix Mix Air Unit Slump Temp. Temp. Wt. Time Truck# Ticket # % Air (in.) (F) (F) (pcf) 8:40am 92 205064 4 65 45 Placement Area Location SOG with thickened footings. Remarks Concrete placed by boom pump and mechanically consolidated by H -F vib. Sampled at 14 cubic yards. Please refer to field report #8088DFR043008 -gn Reported Batch Data Design Actual Weights Weights Mix No. 0155A 0155A Cem.lbs. 517 516 F. Ash lbs. C. agg. lbs. 1 1860 1868 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1370 1440 Water lbs. 254 239 Air Ent. (oz) 4.5oz 4.5oz Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) 0 Design Strength 3,000 @ 28 days Date Specimens Rec'd. Field Test Methods ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 ASTM C172 OTHER ASTM C231 Cyl. Test Field Max. Comp. Tested Break Code Date Cure Age Dim. Area C.F. Load Str. (psi) Set # By Type 80554 -1 5/7/2008 7 4.009 12.62 48210 3,820 1 MT 80554 -2 5/28/2008 28 4.011 12.64 66375 5,250 1 MT 80554 -3 5/28/2008 28 4.011 12.64 65275 5,160 1 MT 80554 -4 H 1 80554 -5 80554 -6 80554 -7 80554 -7 Remarks Results Reviewed By /) Date Reviewed Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results X Conforming Non - Conforming Codes for Break Types: 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear 5: Columnar (Split) Measurement Uncertainties: ASTM C -39 +/- 8% Fenn 03101 Rsvtobn 3 Effective Date 6/17/01 The Informetlon provided on the report b prepared fix the excgreNe use of the dent. Thk roped may not be reproduced In any foment %About the written permission of the dent and Kazan It Meech _moo �- May 27, 2008 RECEIVED azan & ASSOCIATES, INC. fll� 02 2008 COMMUNITY GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING DEVELOPMENT CONSTRUCTION TESTING & INSPECTION �- Mr. Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 RE: Special Inspection 4501 Detention Vault Project Tukwila, WA Dear Mr. Jones, KA No. 066 -08088 Permit No. D07 -366 In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors on May 19, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila Offices Serving The Wester n United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 ,,,t» DFR Tanplate IKi ' 21Z31Tl & Associates, Inc. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEER:NG CONSTRUCTION TESTING ANC INSPECT ON DATE: 5 CONTRACTOR: L.�44?i 'L-O 0c it-i- LoP4t " PROJECT #: O(n<' - DS O8 F, JURISDICTION: 4',7,. of T CJ/4 vt/A,Peir PROJECT: 45 Vere- A 7 4) L4WJC 7: 71'ERMIT #: V07- 3 6 !c., 1 LOCATION: ¢,SO / 5 e 1 1 /3 p L 46e' INSPECTOR: A. f e- /A-D C dE 5 UoI4V KRAZAN PROJECT MANAGER: ,L!Ey WEATHER: 5 U n 7 7 TEM : 70 o. S = 5 d '� 4+ _ 0Q ye-. c /4-C. /.i 5 Ec-pe. [J °f- 1.), , C oAJL,e tS r' IZ� • yy L. 74 Nv / cvA, prs 64-d -- rrI enti `` 1:)7-=--A.7 VA-vL.7- wA 4.6 5 j0 / 2 If G r � � //1 ' /.," /1 / f/ ± . L' 4u4-r Ag 5-7 /O r Ge }C 2 1 I /' 6 ( tv /7-, CC-r Al 7 c../ A -L L S 7 4) /� /4/ ?a €7 V / &`� � ..1 e o /lJ 6 729p S - GT D c) a...1 c •c.) a...1 r4a...1 S / 0&)4". yQ/ /0� v /7GL/A 4 A - P'erAt S l PPe -SfZa '5,A -e , ,v c, , v 7 s S G .d E` r, f—Zek S c Z i 4 xic- s . / / C 0 AJ 4 cAo r t ,1 a c e_ J --1- — Sj r1 ` 1 c ^.1 S o F. c o,,t cr e_ k-e. a -t G D o -f C�a �\o• -N 5, Sam w -r ekS -e- Ca.+ F CdvA•t -tz S eSS; it j4\ -k -VS . S' Qe. C fZ '2.1 a 6 a t Q e \S Equipment/Asset N umber(s): To the best of my knowledge, the above vVAS / WAS NOT performed In accordance with the approved picrs, specifications, and regulator/ requirements Superintendent /Representative: ;sru Technician: Serving the Western United States FIELD REPORT NO: Darr ^;r 1 :' m•na un nr. :L. i. 'hi, . ;cr r nt Cris rcpur ,nay :n[ `:e r•. n:<.r,. _ci - n .In - ornat , .u, :['he miur:. xr. _si :n �( h.. .:�r :[ .ire <:.rnn a A, >c<ia! May 27, 2008 Mr. Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 RE: In Process Inspection Report 4501 Detention Vault Project Tukwila, WA Dear Mr. Jones, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, IRtAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila 1 & ASSOCIATES, INC. CO... ' TTY° DEVELOPMENT GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION KA No. 066 -08088 Permit No. D07 -366 Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08088 Break Template riEaVseas�.b. TM 0 2 200$ Pruett No. 066 -08088 Cyl. Code 80667 Pour Date Weather Sunny Jurisdiction City of Tukwila Project 4501 Detention Vault Project Engineer Location 4501 S. 134th Place Tukwila Architect Client Lakeridge Development e�w,iapp(�['"eSa1�L'Z; • ..:7,. F r•411i a ']IALIZONSsaL.' ..11iS>' . .111~QL.4. M:: 4, "!Q]lORIMINEJ 3x'::1A•' ..' IMIM1.77 - "+NdA.'. _19016 , Field Data Concrete X Other Supplier Time Truck# 8:45am M019 Miles Laboratory Data Cyl. Test Code Date 80667 -1 5/27/2008 80667 -2 6/17/2008 80667 -3 6/17/2008 80667 -4 80667 -5 80667 -6 80667 -7 80667 -7 Remarks Results Reviewed By � Codes for Break Types: Ticket # 206161 Inspector Mike A. Preciado Field Cure CYLINDER REPORT 1: Cone Plant No. 201 Mix Slump Temp. % Air (in.) (F) 4.8 4 77 Contractor Lakeridge Development Site Mix Air Temp. (F) 75 5/19/2008 Unit Wt. (pcf) Placement Area Location Detention vault walls Remarks Placed by boom pump, consolidated by vibrator. Please refer to field report #82563. Design Strength 3,000 @ 28 days Date Specimens Rec'd. Max. Comp. Tested Break Age Dim. Area C.F. Load Str. (psi) Set # By Type 7 4.011 12.64 45960 3,640 TN 28 28 H Date Reviewed ,5 ..7,( 6 2: Cone & Split 3: Cone & Shear 4: Shear +1- 8% Reported Ei atch Data Measurement Uncertainties: ASTM C - 39 Form 03101 Revision 3 Effective Dale 5/12/0. The Information provided on this report is prepared for the oxclusive use of the client. This roprt may not be roproduced in any format without the mitten permission of the client and Krazan & A.ssocd: Permit No. D07 -366 Report 1 • . 1259 Design Weights Mix No. 0155A Cem. lbs. 517 F. Ash lbs. C. agg. lbs. 1 1860 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1370 Water lbs. 254 Air Ent. (oz) 4.8 Admixture 4.7oz Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) Actual Weights 0155A 517 1861 1418 189 4.8 4.6 10 X ASTM C143 X ASTM C1064 X ASTM C31 OTHER Field Test Methods ASTM C138 ASTM C173 ASTM C172 ASTM C231 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other 5: Columnar (Split) Test Results Conforming Non- Confor; ~:in Cornerstone i Geotechnical, Inc. 17625 130th Avenue NE C102 Woodinville, WA 98072 Phone: 425 -844 -1977 Fax: 425 -844 -1987 Project: Owner: Location: Weather: Purpose of Visit: FIELD REPORT Commercial Bulding Lakeridge Development Tukwila Sunny /Cool Subgrade evaluation for detention vault Rile No.: 2113.1 Date: 2008 -04 -09 Report No: 1 Page: 1 of 1 By: CPC I met Wayne Jones on site to evaluate the subgrade of the detention vault located in the northeastern portion of the site. At the time of my visit, the vault excavation was approximately one -third to one -half completed. The soils overlying the vault were observed in the sides of the excavation. We observed fill overlying peat overlying soft to medium stiff silts and organic silts. The silts appeared to be native valley alluvium deposits. Some ground water seepage was occurring. This was being routed around the periphery of the excavation to a sump located about midway along the northeast side of the excavation. The bottom of the excavation was probed using a half inch diameter steel probe rod. The soils were easily probed at first but meeting refusal at about 1 to 2 feet deep. This refusal was more friction than hard end bearing. The underlying native soils have had an overburden weight in excess of the weight of the vault removed. Therefore, there will be a total net negative total weight .on the soft soils after the vault is completed. This means that the underlying soft soils have been consolidated under more weight than what the vault will weigh. This should reduce post construction settlements. There will be some new higher loads due to the fact that the foundations will carry load from the vault roof and overlying fill to more concentrated areas. Therefore, some settlement of the underlying soils may occur. I discussed this with Wayne and he indicated that there are large interior foundations that will take much of this load which will spread the overall loading out. We also discussed that the walls of the vault will act as a beam and help transfer settlement around to reduce differential settlement. Another concern is the disturbance of the underlying soils due to construction traffic. The result is that we recommended at least 2 feet of overexcavation under the foundations to spread the load out and reduce differential settlement. This will also protect the subgrade from disturbance. In our opinion the subgrade prepared as described should provide the support of the vault. The backfill is expected to consist of crushed concrete or similar product. Wayne called me a few days later and informed me that the southeastern portion of the excavation encountered dense hard material. He stated that they overexcavated this area 1 foot only to provide protection against disturbance. This in our opinion should be sufficient, Attachment: Distribution: D 3 e Signed: CETCO Building Materials - WATERSTOP -RX BUILDING MATERIALS GROUP Home Products ► Applications ► Product Literature Architectural Specs CAD Details ► Technical Resources ► Applicator Program Warranty Program News & Events ► FAQ's ► Contact Us WATERPROOFING TECHNOLOGIES INNOVATIVE AND COST - EFFECTIVE SOLUTIONS VOLCLAY WATERSTOP - RX Expanding Waterstops for Concrete Construction Joints Do Page 1 of 3 Waterstop -RX is a flexible strip concrete construction joint waterstop that provides a positive seal by expanding upon contact with water. Waterstop -RX is an active waterstop t conventional passive PVC dumbbell waterstops. Waterstop -RX is designed • intermittent hydrostatic conditions and has been successfully tested to resist 231 pressure. The key to the effectiveness of Waterstop -RX is its 75% sodium bentonite conter expansion to seal cracks and fill small voids. Proven effective on projects wort Waterstop -RX is a reliable and cost- effective solution to preventing water infiltratior Waterstop -RX is certified by NSF International to conform with the requirement Drinking Water System Components — Health Effects, thus certifying that the prods water storage structures. Installation is fast and easy. Simply adhere Waterstop -RX to the concrete, steel, of WB- Adhesive and then pour the concrete. Waterstop -RX reduces labor c workmanship rigors of welding the joints or split- forming associated with traditi waterstops. Waterstop -RX can also be used to provide protection when convent been installed without the joints welded. Three different sizes and profiles are available to match to you specific project r and RX -102. Waterstop -RX 101 is the largest profile with a rectangular cross sec mm). Waterstop -RX 101T is a 1 -1/4" by'/" trapezoidal shape profile with a reinforc in the surface. The patented trapezoidal shape of RX -101T distributes the exp greater area and the reinforcing scrim provides additional product stability In Waterstop -RX 102 is a half -round profile measuring %" by 3/8 ". requiring only 2" c 102 is designed for concrete less than 8" (200 mm) thick. Waterstop -RX offers a low cost opportunity to enhance the performance of a sou system, by sealing the areas of highest probability of water infiltration through http: / /www.cetco.com/bmg/ Products /Waterstop/Waterstop - RX.htm 04/29/2008 CETCO Building Materials - WATERSTOP-RX Page 2 of 3 therefore be implemented as part of the waterproofing design. WATERSTOP -RX ADVANTAGES OVER PVC DUMBBELL WATEF • Easy to Install — Waterstop -RX can be installed by one person without split -1 roll ends. • Positive Seal — Waterstop -RX swells and forms a positive seal. • No Special Transition Parts — Waterstop -RX does not require special cross, transition from horizontal to vertical. • Safe — Waterstop -RX is non -toxic and requires no special handling. • Flexible — Waterstop -RX has excellent flexibility so it can be installed arounc like steel H- Piles. • NSF Standard 61 Certified - Use with potable water tanks • New -to- existing Concrete — Installs without chipping or saw - cutting existing TYPICAL APPLICATIONS • Construction joints in foundation slabs or below grade walls • Around pipes, steel H- piles, and other penetrations • New -to- existing concrete work • Septic tanks, sanitary and storm sewer manholes • Utility and burial vaults • Box culverts • Potable water tanks Limitations Waterstop -RX is not an expansion joint material and should not be used as such. / joint material must be used in expansion or any moving joint. A minimum of 3" (75 I must separate Waterstop -RX from the face of the concrete. FOOTING AND WALL JOINTS AROUND PIPES http: / /www.cetco.com/bmg/ Products /Waterstop/Waterstop- RX.htm SLAB EDGES 04/29/2008 CETCO Building Materials - W A 1 EKS 1 01-KX Page 3 of ©2008 CETCO Building Materials All rights reserved. CETCO is a International Corp. 1500 W. Shure Dr., Arlington Heights, Illinois 60004 USA / +1.801 +1.847.506.6195 Legal Terms and Conditions of Use I Privacy F http: / /www.cetco.com/bmg/ Products /Waterstop/Waterstop - RX.htm 04/29/2008 May 16, 2008 KA No. 066 -08088 RECEIVED Permit No. D07 -366 GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION COMMUNITY Mr. Wayne Jones DEVELOPMENT Lakeridge Development PO Box 146 Renton, WA 98057 RE: Special Inspection 4501 Detention Vault Project Tukwila, WA Dear Mr. Jones, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by our inspectors on May 13, 2008. Copies of our inspector's field reports are attached. Unless otherwise indicated, the structural activities noted on the attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila & ASSOCIATES, INC. MAY 22 2008! Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 118(188 OFR Template r IK1'21.ZaI1_ &ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING AND INSPECTION DATE: 13 May 2008 PROJECT tf: 066 -08088 PROJECT: 4501 Detention Vault Project LOCATION: 4501 S. 134 Place KRAZAN PROJECT MANAGER: RGH Superintendent/Representative: FIELD REPORT NO.: 8088DFR051308 -rh -1 CONTRACTOR: Lakeridge Development PERMIT NO: D07 -366 INSPECTOR Randy Hansen JURISDICTION: City of Tukwila WEATHER: Rain Showers TEMP: 50 F Preliminary Reinforcing Steel Inspection On site as requested by the contractor for a preliminary reinforcing steel inspection of the wall reinforcing steel for the entire detention vault. Checked the resteel for size, grade, spacing, location, count, and lap per details on sheets S3 and S4 of the approved plans. The main reinforcing steel for the walls was found to be in place. Once the form work is completed, the remaining reinforcing steel along the top of the walls will be tied in place. The remaining resteel and clearances to be checked prior to placement of concrete. To the best of my knowledge, the above WAS ® / WAS NOT 0 performed in accordance with the approved plans, specifications, and regulatory requirements. Technician: � Offices Serving the Western Unite States Equipment/Asset Number(s): Form 1501 r.2 Effective Date: 12- 20-07 The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the client and Krazan & Associates. ff 11\raZan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION May 13, 2008 KA No. 066 -08088 Permit No. D07 -366 !MAY 16 2006 Mr. Wayne Jones LAITY Lakeridge Deve���BENT PO Box 146 Renton, WA 98057 RE: In Process Inspection Report 4501 Detention Vault Project Tukwila, WA Dear Mr. Jones, Enclosed are copies of the compressive strength test results regarding the above referenced project. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 939 -2500. Respectfully submitted, KRAZAN & ASSOCIATES, INC Kathryn E. Gordon Project Manager Puyallup Division CC: City of Tukwila RECEIVED Offices Serving The Western United States 922 Valley Avenue NW Suite 101 • Puyallup, Washington 98371 • (253) 939 -2500 • Fax: (253) 939 -2556 08088 Break Template project No. 066 -08088 Cyl. Code Weather Partly Cloudy Jurisdiction City of Tukwila Project 4501 Detention Vault Project Location 4501 S. 134th Place Tukwila Client Lakeridge Development Field Data Concrete X Other Supplier Miles Time Truck# 8:40am 92 Ticket # 205064 CYLINDER REPORT Plant No. 201 Slump % Air (in.) 4 Mix Temp. (F) 65 Site Mix Air Temp. (F) 45 Unit Wt. (pcf) Placement Area Location SOG with thickened footings. Remarks Concrete placed by boom pump and mechanically consolidated by H -F vib. Sampled at 14 cubic yards. Please refer to field report #8088DFR043008 -gn Inspector George Nail! Laboratory Data Cyl. Code Test Field Date Cure 80554 -1 5/7/2008 80554 -2 5/28/2008 80554 -3 5/28/2008 80554 -4 80554 -5 80554 -6 80554 -7 80554 -7 Remarks Results Reviewed By «, Codes for Break Types: 80554 Pour Date 4/30/2008 Report No. 8088CR043008 -gn Permit No. D07 -366 Design Strength 3,000 @ 28 days Max. Age Dim. Area C.F. Load 7 4.009 12.62 48210 28 28 H Engineer Architect Contractor Lakeridge Development Comp. Str. (psi) 3,820 Date Reviewed 1 1: Cone 2: Cone & Split 3: Cone & Shear 4: Shear Date Specimens Rec'd. Tested Break Set # By Type 1 MT 1 1 Measurement Uncertainties: ASTM C -39 +1- 8% Form 03101 Revision 3 Effective Date 5/l2/0x The information provided on this report is prepared for the exclusive use of the client. This report may not be reproduced in any format without the written permission of the diem and Krazan & Assod: 5: Columnar (Split) Reported Batch Data Design Weights Mix No. 0155A Cem. lbs. 517 F. Ash lbs. C. agg. lbs. 1 1860 C. agg. lbs. 2 C. agg. lbs. 3 Sand lbs. 1370 Water lbs. 254 Air Ent. (oz) 4.5oz Other (oz) Other (oz) Other (oz) Other (oz) Water Added on Job (gals.) Actual Weights 0155A 516 1868 1440 239 4.5oz 0 Field Test Methods ASTM C143 ASTM C138 ASTM C1064 ASTM C173 ASTM C31 ASTM C172 OTHER ASTM C231 Laboratory Test Methods X ASTM C39 ASTM C109 ASTM C617 X ASTM C1231 ASTM C780 Other Test Results Conforming Non - Conforming collons + smith structural engineers 485 Front Steet N • Suite F•3 Issaquah, WA 98027 p: 425369.1101 • f 423.369.1157 Fil..S COP! ter' * ma y of Tukwila �Mr c ..W ayne Jones Lakeridge Developmen PO Box 146 Renton, WA 98057 4501 Building Vault 4501 South 134th Place Project 4501 Building Vault Structural David Wheeler, EIT Project Number 07 -105 Date July 29, 2007 i ECEIVED CIT TUKIMLA 1?Pvi po i APR 212008 PERMIT CENTER 41 8 /a EWE C COMP .' MAY 2 9 2O .it CitY Of T ;3, =° b i 4501 Vault Permit eieeoteef- Page 1 of 34 Received Fax : A.r 18 2008 8:54AM Fax Station : COLLONS & SMITH To 425- 369 -1157 2008/04/18 12'47'35 Page 1 of 1 Presented by: ATTN: HUMAN RESOURCES MANAGER AVVT; Make your reservations today! Limited Sealing! Name Company Addrms C,S,Z Phone ( ) lax Please make reservations for there additional people. (please check appropriate box (es)); hint Name Name • • Enclosed is a check for $ • • .Please charge my eredi card $ Please circle ove. VISA / MASTERCARD / AM EXPRESS Card It Exp. Date Verification Code: To opt out of future AWB faxes, pleame call 1.800- 521.9325 ext. 3001 Association of Washington Business In cooperation with the law firm: LANE POWELL c: Best Practices For The Human Resources File Cabinet: How to avoid fines, penalties, and litigation through adopting "best practices" and maintaining proper employment records. May 28, 2008 • 8:00 a.m. -12 p.m. Registration begins at 7:30 Red Lion Hotel, Bellevue 11211 Main Street Bellevue, WA 98004 Attendees will learn how to: develop "best practices" in handling all aspects of employment and recordkeeping; how to organize and administer employment records and safeguard employee privacy while meeting regulatory requirements; how federal and state requirements affect HR recordkeeping; and how to document employees' records from pre -hire considerations to termination. YES! I would like to attend (p/cay check all that apply): • • $199 per person - (price includes continental breakfast, break refreshments and a .Human Resources Pile Cabinet Resource book) • • AWE Member: $175 per person- (pricy, includes continental breakfast, break refreshments and a Human Resources Ede Cabinet Resource hook) • • Register 3 people and the 4th attends freell To Register: MAIL FORM & PAYMENT TO: Association of Washington Business P.Q. Box 658 Olympia WA 98507 -0658 MX: (360) 943 -5811 PHONY Call Jennifer Costello at 1-800-521-9325 ONLINE Secure online registration is available at www.awb.org r collons + smith - structural engineers 485 Front Steet N • Suite F -3 Issaquah, WA 98027 p: 425.369.1101 • t 425369.1157 Prefect 4501 Bolldtng Veit • Protect Do. 07 - 105 Date DY MIN 4501 Vault - Owner Revisions 4/16/2008 Page 2 of 34 Stetdr Stet r • Cover 1► r111 .46 4.44 1,,146 1 11 10 1 0 9 8 6 5 0 4 LL 0 3 I — W 2 CONCRETE TECHNOLOGY CORPORAT 1 m ?° 12 HOLLOW CORE SLAB 45 KIP OUTRIGGER ON 18 "x18" PADS @ 15` -0" O.C. 14 16 18 20 22 24 26 28 30 SIMPLE SPAN (ft) 4501 Vault - Owner Revisions 32 34 36 38 GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) Knee walls are required at all manhole and vent openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length - =14' -0" 3.) The values shown on this chart are in compliance with IBC 2003 & ACI 318 -05. 8/15 /06 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 11 Ilk 411 ■191 1 Q = N umber Fil Voids f fo 1 2' -0" of at each ed end of required each slab. ii. • 11 Strands 11 Strands (y,� 125 pcf) . ' ' ., ,� �■■■ ii IIiw ...e...-diestalm'op NI • 911 1 .. ilk 1 11 Strands (yam = 135 pcf) .............................. .. isismitg—gem • 4.44 1,,146 1 11 10 1 0 9 8 6 5 0 4 LL 0 3 I — W 2 CONCRETE TECHNOLOGY CORPORAT 1 m ?° 12 HOLLOW CORE SLAB 45 KIP OUTRIGGER ON 18 "x18" PADS @ 15` -0" O.C. 14 16 18 20 22 24 26 28 30 SIMPLE SPAN (ft) 4501 Vault - Owner Revisions 32 34 36 38 GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) Knee walls are required at all manhole and vent openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length - =14' -0" 3.) The values shown on this chart are in compliance with IBC 2003 & ACI 318 -05. 8/15 /06 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 11 David R. Wheeler From: Thor Christensen [ ThorC @comerstonegeotechnical.com] Sent: Thursday, August 16, 2007 5:19 PM To: David R. Wheeler Cc: Bryan Collons; Chuck Couvrette Subject: RE: Lakeridge Development Hi David. I looked through our file and found our calc sheet with different seismic lateral values, I don't know why the ones in the report are different. It'll be appropriate to use active seismic loading of 7.8H and passive loading of 24.5H. It may be possible to increase the bearing pressure for the vault, but we haven't seen a site plan showing where the vault will be. Can you send us one so we can check it out? Thanks, Thor Christensen From: David R. Wheeler [mailto:david @csseinc.com] Sent: Thursday, August 16, 2007 3:22 PM To: Thor Christensen Cc: Bryan Colions Subject: Lakeridge Development Thor, Page 1 of 1 4501 Vault - Owner Revisions 4/16/2008 Page 4 of 34 We are designing the detention vault located under the parking lot in the northeast corner of the property and had a few questions for you. The geotechnical report (CG File No. 2113) gives 45 pcf equivalent fluid pressure and 36H for seismic loading of at rest conditions which we use to design. I have not previously seen a seismic loading of greater than 17H for vault design and was curious whether this was a conservative number because of the fill. There is no proposed back slope around the vault. Is there room to lower the 36H to around 18H and still be safe? The vault walls are 10ft+/- Also the siol bearing pressure given in the report is 3000psf. This requires a 7ft footing for the vault. Considering the depth of the footings can this value be increase any to slim them up a bit? The elevation of the footing is 16.5ft which is 15ft below finish grade. Thank you for your time addressing this. David Wheeler, EIT Engineer Colons + Smith Structural Engineers 485 Front Street North, Suite F -3 Issaquah, WA 98027 p: 425.369.1101 ext 223 t 425.369.1157 e: david ©csseinc.com w: www.csseinc.com 8/17/2007 Cornerstone Geotechnical, Inc. 17625 -130 Avenue NE, Suite C102 ♦ Woodinville, WA 98072 Phone 425- 844 -1977 ♦ Fax 425- 844 -1987 DATE: August 20, 2007 MEMORANDUM TO: Mr. David Wheeler — Colons + Smith Structural Engineers Mr. Wayne Jones — Lakeridge Development FROM: Thor Christensen, PE RE: Lateral Load Memorandum Tukwila Warehouse 4501 South 134 Place Tukwila, Washington CG File No 2113 4501 Vault - Owner Revisions 4/16/2008 Page 5 of 34 We have prepared this memorandum at the request of Mr. David Wheeler with Colons + Smith Structural Engineers to provide clarification concerning recommended lateral loads for retaining walls for your Tukwila Warehouse project located at 4501 South 134 Place in Tukwila, Washington. We have prepared a geotechnical engineering report for the project dated July 13, 2006. In our report we provided recommended lateral loads for retaining walls. Those recommended loads were equivalent fluid densities for active and at -rest earth pressure of 45 pounds per cubic foot (pct) and 65 pcf, respectively, for design for a level backslope. Those values are higher than typical because of the nature of the on -site soils, which are primarily silt. If granular soils are used for wall backfill, it will be appropriate to use an active equivalent fluid pressure of 35 pcf and an at -rest equivalent fluid pressure of 55 pcf. To achieve these lower loads it will most likely be necessary to import wall backfill material. Both of the above drained active and at - rest values should be increased by a uniform pressure of 7.811 and 24.5H psf, respectively, when considering seismic conditions. H represents the wall height. We trust that this provides you with the requested information. If you have any questions concerning this memorandum, please contact me. `EXPIRES 04125 Og 1 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f. 425.369.1157 MI Inlerx. 717.:WE MINI EIM11111111111110W t 1 z .■ 1 R I L 2 47,104, w4/1 This Page Void 4/16/2008 Owner Revisions IA, 0 rib i fobS\ v a s ' ixv•■ Project 4501 Wang *Mt Project No. 01-105 Date etch By Skeet 4501 Vault - Owner Revisions 4/16/2008 Page 6 of 34 [ 1626t6, Project Information 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Geotechnial Report Reference Cornerstone Geotechnical, inc CG File No. 2113 dated July 13th, 2006 Vault Geometry Length Width Cell 1 Cell 2 Lid Thickness Soil grade over vault Max. Min. Under Side of Vault Lid Top of Vault Lid Vault Bottom Footing Drain Elevation Loading Criteria AASHTO Loading Surcharge Equivalent Loading Geotechnical Design Values Allowable Soil Bearing Native Soil 3,000 psf Struct'l Fill 3,000 psf EFP ve Drained EFP Saturated EFP passive EFP uniform - seismi EFP uniform - gravity Friction Coeff. Soil Density Lid Density Material Strengths Concrete Walls Footings Lid 65 85 200 155 3b_Detn Vault 2 -span Wall A.xls 1 8/23/2007 2:40 PM Pcf Pc Pcf psf psf 0.35 130 pcf 84 pcf 56.00 ft - 20.00 ft - 20.00 ft - 1.04 ft 32.51 ft Wall Height 10.14 ft 29.51 ft 27.01 ft Soil Cover 28.05 ft 16.87 ft 17.87 ft - Tie 4" perforated pipe to Pessure Relief Valves 45 kip firetruck outrigger [H20, H25, 45 kip] 288 psf - Equiv uniform LL that equals AASHTO Loading for Footing Design 260 psf - Wall Design (geotech's standard 2 ft fill for traffic load) 130 psf uniform thrust - Wall Design 2.00 ft of additional fill - Wall Design 3,000 psi 3,000 psi 3,000 psi Reinforcing Steel Rebar 60,000 psi WWM 40,000 psi Wall - A Interior Dimensions Interior Dimensions Interior Dimensions Project Number (85 pcf =HCP, 150 = Concrete) 4501 Vault - Owner Revisions 4/16/2008 Page 7 of 34 07 -105 4.46 ft - Maximum 1.46 ft - Minimum 45 45 kip wheel load 12.64 Depth 6 ft. wheel space 31.28 ft. load width 1,439 plf - out -rigger load 2,877 plf - where pressures overlap 288 psf - w equiv at out -rigger Vaults with 4" topping slabs are typically governed by 100 psf loading 24.5 Seismic load of 24.5 x wall height / 1.6. Actual seismic load fa Uniform pressure of 0 x wall height. Live load factor = 1.6 Project Information 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Exterior Walls Wall Thickness Concrete Strength Rebar Grade Soil Pressure Design Values Moment R top R bot Reinforcing top @ ftg lir base Vertical Reinforcing Options: Design Sol'n #5 © 6 rho #6 @ 9 #7 @ 12 #8 @ 16 Wall Shear Footing dowel Slab dowel Shear, Vn, at top of wall Shear, Vn, at base of wall 3b_Detn Vault 2 -span Wall A.xls 2 8/23/2007 2:40 PM 10.00 in 3,000 psi 60,000 psi 643 psf 1,237 psf 1,322 psf Service 12,513 lb -ft 4,373 lb 5,496 lb Horizontal Reinforcing Options: Rho Horiz #4 @ 10 #5 @ 15 #6 @ 22 #5 #5 in o/c in o/c in o/c in o/c Wall - A Soil grade over vault 32.51 ft Wall Height Wall ht bott to ftg drain Project Number 10.14 ft 10.14 ft 1.00 ft Factored 1.6 20,021 lb -ft good number 6,997 lb 8,794 lb in o/c rho = 0.0020 in o/c rho = 0.0020 in o/c rho = 0.0025 Crack Control z - limit to 145 k/in fs [ksi] dc [in] Ac [in2] 24 1.8125 21.75 24 1.8125 32.625 24 1.8125 43.5 24 1.8125 58 Wall top: One -way shear, Vc, with dowels 4 inches from inside wall face Wall Base: One -way shear, Vc, with dowels 4 inches from inside wall face Footing dowel shear with friction coefficient = 1.0 & #5 dowel Wall Top: Place #5 dowels 4 inches from inside wall face. Wall Base: Place #5 dowels 4 inches from inside wall face. 4501 Vault - Owner Revisions 4/16/2008 Page 8 of 34 07 -105 z [k/in] 82 OK 93 OK 103 OK 113 OK 9.33 kips/ft 11.73 kips/ft 7.89 7.89 18.60 Space dowels at 10 o/c max. Space dowels at 8 o/c max. kips/ft Check Dtl kips/ft Check DU kips/bar Project Information 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Exterior Footing - Under Plank Ends Footing Thickness Wall Thickness Tributary Width Concrete Strength Rebar Grade Design Loads Dead Live Width Soil Bearing Moment Shear 3b_Detn Vault 2 -span Wall A.xls 3 8/23/2007 2:40 PM 15.00 in 10.00 in 10 ft 3,000 psi 60,000 psi Service 580 psf 88 psf Soil Lid Wall Ftg weight Soil wedge at heel Surchai 288 psf 5.98 ft Use Service Factored Mu Vu Vn Vc Reinforcing Longitudinal Reinforcing Options: 10 #4 7 #5 5 #6 Transverse Reinforcing Options: #4 @ 6 #5 @ 10 #6 @ 14 #7 @ 19 14.5 kip -ft 8.5 kips 10.0 kips 15.8 kips - OK in o/c in o/c in o/c in o/c 6.00 ft 2,992 psf 4,344 psf Wall - A Project Number Wall Height 10.14 ft Service Factored 6,279 plf 8,790 plf 948 plf 1,327 plf 1,268 plf 1,775 plf 1,088 plf 1,523 plf 5,252 plf 7,353 plf 3,117 plf 5,299 plf 17,951 plf 26,067 plf 6.68 plf 7.301 plf < 7.51 plf 4501 Vault - Owner Revisions 4/16/2008 Page 9 of 34 07 -105 Soil grade over vault 32.51 ft Wall Load for Slender Desiqn DL 7,227 plf LL 3,117 plf - uniform load LL 2,877 plf - at 45 kip wheel overlap Use greater LL for slender wall design Exterior Footing - Side Wall Footing Thickness 10.00 in Wall Thickness 10.00 in Tributary Width 4 ft Concrete Strength 3,000 psi Rebar Grade 60,000 psi Design Loads Service Service Factored Dead Soil 580 psf 2,802 plf 3,923 pif Lid 87 psf 422 plf 591 plf Wall 1,268 plf 1,775 plf Ftg weight 393 plf 550 plf Soil wedge at heel 2,965 plf 4,151 plf Live Surchai 288 psf 1,392 plf 2,366 Of 9,242 plf 13,356 plf Width 3.08 ft Use 3.25 ft Wall Load for Slender Design Soil Bearing Service 2,844 psf DL 3,225 plf Factored 4,110 psf LL 1,392 plf Moment Mu 3.0 kip -ft Shear Vu 3.9 kips Vn 4.6 kips Vc 11.8 kips - OK Reinforcing Longitudinal Reinforcing Options: 4 #4 2.672 plf < 3 #5 3.129 plf 2 #6 3.004 plf 3c End wall footing.xis 4 8/29/2007 1:16 PM Transverse Reinforcing Options: #5 @ 28 in o/c #6@ 41 in o/c #7 @ 55 in o/c #8 @ 73 in o/c 4501 Vault - Owner Revisions Wall - A Soil grade over vap g 6 134 Project Information 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Interior Footing Wall - B Soil grade over vault 32.51 ft Footing Thickness 15.00 in Wall Height 10.14 ft Wall Thickness 10.00 in Tributary Width 20 ft Concrete Strength 3,000 psi Rebar Grade 60,000 psi Design Loads Service Service Factored Dead Soil 580 psf 12,075 plf 16,905 plf Lid 88 psf 1,823 plf 2,552 plf Wall 1,268 plf 1,775 plf Ftg weight 1,359 plf 1,903 plf Live Surchai 288 psf 5,994 plf 10,190 plf Reinforcing Longitudinal Reinforcing Options: 13 #4 8.684 plf 8 #5 8.344 plf < 6 #6 9.012 plf Transverse Reinforcing Options: #4@ 3 in o/c #5@ 5 in o/c #6 @ 8 in o/c < #7@ 11 in o/c 3b_Detn Vault 2 -span Wall A.xls 4 8/23/2007 2:40 PM 4501 Vault - Owner Revisions 4/16/2008 Page 11 of 34 Project Number 07 -105 22,519 plf 33,324 plf Width 7.51 ft Use 7.50 ft Wall Load for Slender Design Soil Bearing Service 3,002 psf DL 13,898 plf Factored 4,443 psf LL 5,994 plf - uniform load LL 2,877 plf - at 45 kip wheel overlap Moment Mu 24.7 kip -ft Use greater LL for slender wall design Shear Vu 12.0 kip Wall Compressive Stress at Mid - height Vn 14.2 kip P service 20,526 plf Vc 15.8 kips - OK fa 171 psi Fa 180 psi collons + smith structural engineers 485 Front Steet N • Suite F -3 Issaquah, WA 98027 p: 425.369.1101 • f 425.369.1157 INTERIOR WALL DESIGN - SLENDER WALL METHOD Pd = 134841$ lbs PI = 5-994 lbs 'e'= S in 'H' _ \0.14 ft TwaII = 10 in f'c = 1(000 psi Allowable Compressive Stress (Fa) 160 psi (0.06 Pc. Ref ACI 5lb- 02,14.82.6) Actual Compressive Stress (fa) iso,cuz psi WALL REINFORCING VERTICAL 4 v t $ HORIZONTAL a 8 13 4501 Vault - Owner Revisions 4/16/2008 Page 12 of 34 Project 4501 Budding Vault Project No. 07 -105 Date Sketch BY DRPt Sheet a c H PAC E L J Description Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight 4501 Bldg Vault Wall B - Interior Wall 10.140 It 0.000 ft 10.000 in 4 18.000 in 8.000 in 150.0 145.00 pcf fc Fy Phi Width Title: Dsgnr. Description : Scope : 4,000.0 psi 60,000.0 psi 0.900 12.000 in Using: ACI Eq. 9-7 for leff with Defl. calc'd at Mn Parapet Weight Counteracts Middle Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Lateral Loads Wind Load psf Point Load lbs ...height ft ...load type Seismic Lateral Load #/ft ...distance to top ft ...distance to bot ft Seismic "I" Magnifier 1.000 ...load type Seismic Wind "I" Magnifier 1.000 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 4501 Vault - Owner Revisions Job # Date:Pa�f' AUG 07 Rev. 580000 Use KW-0605983, Ver5.8.0,1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Tilt -Up Wall Panel Design Page 1 4501 bldg vaultecw:Calwlations General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 II Seismic Zone 4 Min Vert Steel % 0.0020 Min Horiz Steel % 0.0012 Base Fixity 0 % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Not Combined Loads 13898.00 #/ft 5,994.00 #/ft 5.000 in lbs lbs Wall Analysis L Summary Basic Dell w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses Seismic Wind 0.069 97,286.0 34,041.2 0.468 97,286.7 10.000 in 16.667 in Using: ACI Eq. 9 - 7 for leff with Defl. calc'd at Mn Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 97,286.74 in-# Moment Capacity 195,024.41 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 0.027 in 72,964.5 in-# 9,719.6 in-# 0.550 in 72,965.2 in For Service Load Seismic 0.026 69,490.0 6,244.6 0.115 69,490.1 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Service Load Deflection : Seismic Load Governs Maximum Iterated Deflection 0.115 in Deflection Limit 0.811 in Seismic Wind 195,024.41 in4 120,207.69 in4t 97,286.74 in-# 72,965.16 in-# 139,243.94 in-# 72,964.47 in-# 0.12 in 0.07 in 1,054 : 1 1,694 : 1 0.0014 0.0014 0.0171 0.0171 120.92 psi 120.92 psi 160.00 psi 160.00 psi Deflections -Wind 0.023 in 69,490.0 in 6,244.5 in 0.072 in 69,490.1 in-# 10.000 in 10.000 in Wall Design OK 10.14ft clear height, 0.00ft parapet, 10.00in thick with #4 bars at 18.00in on center, d= 8.00in, fc = 4,000.0ps Title : Dsgnr. Description : Scope : 4501 Vault - Owner Revisions 4/1 g lob # Date:pa fytAUG 07 Rev.. 580000 User. KW-0805983, Ver 5.8.0, 1-Nov -2008 (c)1983.2006 ENERCALC Engineering Software Tilt -Up Wall Panel Design Page 2 11 4501 bldg vaulteow:Celculations Description 4501 Bldg Vault Wall B - Interior Wall Analysis Data 3,604,996.5 psi 8.04 5.000 12.17 E n =Es /Ec Fr Multiplier for sgrt(fc) Ht / Thk Ratio Values for Mn Calculation... As:eff= [Pu:tot + AsFyyFy a : (AsFy + Pu) /(.85 fc b) c =a /.85 (gross (cracked 1 -eff (ACI methods only) Phi: Capacity Reduction Mn= As:eff Fy(d -a/2) - Pu (WallThk/2 -Bar Depth) Sgross 200.000 in3 Mcr = S • Fr 63,245.6 in-# Fr = 316.23 psi Rho: Bar Reinf Pct 0.0285 Seismic Wind 0.472 in 0.387 in 0.694 in 0.570 in 0.816 in 0.670 in 1,000.000 in4 1,000.00 in4 198.08 in4 168.59 in4 802.66 in4 795.40 in4 0.900 0.900 216,693.79 in4 133,564.10 in4t 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 1.700 1.100 120.833 psf 36.250 psf 36.250 psf 13,897.99 #/ft 612.62 #/ft 14,510.62 #/ft ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads Seismic 19,457.19 857.67 20,314.87 Wind 14,592.89 #/ft 643.26 #/ft 15,236.15 #/ft 0.750 Add'! "1.4" Factor for Seismic 1.400 0.900 Add"! "0.9" Factor for Seismic 0.900 1.300 Roof DL = 13898., LL = 5994.Ibs, Ecc = 5.in 4501 Vault - Owner Revisions 4/16/2008 Page 15 of 34 10.14 ft Eff. Width = 12.0in Seismic Factor = 0.300 Seismic Zone = 4 Fy = 60000.psi Pc = 4000. psi Using: #4 © 18.00in Thick = 10.00in Project Information 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Geotechnial Report Reference Cornerstone Geotechnical, inc CG File No. 2113 dated July 13th, 2006 Vault Geometry Length Width Cell 1 Cell 2 Lid Thickness Soil grade over vault Max. Min. Under Side of Vault Lid Top of Vault Lid Vault Bottom Footing Drain Elevation Loading Criteria AASHTO Loading Surcharge Equivalent Loading Geotechnical Design Values Allowable Soil Bearing Native Soil 3,000 psf Struct'l Fill 3,000 psf EFP„ Drained 65 EFP Saturated 85 EFP passive 200 EFP uniform - seismi 155 EFP uniform - gravity Friction Coeff. Soil Density Lid Density Material Strengths Concrete Walls Footings Lid Reinforcing Steel Rebar WWM 5a_Buoyancy.xls 1 8/23/2007 2:40 PM 45 kip firetruck outrigger [H20, H25, 45 kip] 288 psf - Equiv uniform LL that equals AASHTO Loading for Footing Design 260 psf - Wall Design (geotech's standard 2 ft fill for traffic load) 130 psf uniform thrust - Wall Design 2.00 ft of additional fill - Wall Design Pcf Pcf Pcf psf psf 0.35 130 pcf 84 pcf Buoyancy 56.00 ft - Interior Dimensions 20.00 ft - Interior Dimensions 20.00 ft - Interior Dimensions 1.04 ft 32.51 ft Wall Height 10.14 ft 28.05 ft 27.01 ft Soil Cover 28.05 ft 16.87 ft 17.87 ft Tie 4" perforated pipe to Pessure Relief Valves 3,000 psi 3,000 psi 3,000 psi 60,000 psi 40,000 psi Project Number 4501 Vault - Owner Revisions 4/162008 Page 16 of 34 07 -105 4.46 ft - Maximum (0.00) ft - Minimum 45 45 kip wheel load 11.18 Depth 6 ft. wheel space 31.28 ft. load width 1,439 plf - out -rigger load 2,877 plf - where pressures overlap 288 psf - w equiv at out -rigger Vaults with 4" topping slabs are typically governed by 100 psf loading 24.5 Seismic load of 24.5 x wall height / 1.6. Actual seismic load fa Uniform pressure of 0 x wall height. Live load factor = 1.6 (85 pcf =HCP, 150 = Concrete) Project Information 4501 Building Vault 4501 South 134th Place City of Tukwila Buoyancy Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Vault Geometry Length Width Lid Thickness 1.04 ft Soil grade over vault Under Side of Vault Lid Vault Bottom Soil Cover Wall Height Walls Lid Soil Cover Footings Floor Soil Column 62.00 in proj 1,804,412 lb Ratio 20.96 Max.footing drain Elev. Floor Slab Design Shear Vu = -0.2 klf V n = -0.23 klf Vc = 3.94 klf 5a_Buoyancy.xls 5 8/23/2007 2:40 PM 6 in thick Gross Uplift Slab Weight Net Uplift 57.7 ft - outside dim. 42.5 ft - outside dim. 30.28 ft - Average 27.01 ft 16.87 ft 2.23 ft - Average 10.1 ft Project Number Allowable Water Table 17.9 ft Potential uplift 152,442 lb - per foot of vault length 253,923 lb perimeter only 17,871 lb 709,966 lb 225,375 lb perimeter only 183,813 lb 1,390,946 lb 17.87 ft < 4501 Vault - Owner Revisions 4/16/2008 Page 17 of 34 07 -105 Total am'nt of ftg that ext'ds beyond the ext wall face. Accounts for both sides of the vault. Accounts for dry soil above ftg drain only. 62.2 psf 75.0 psf -12.8 psf No net uplift on floor slab Flexure Mu = -1.024 k -ft/ft d = 3 in As (transverse) #4 @ -24 in MD OR #5 @ -37 in MD Transverse As (long) #4 @ 18 in MD Transverse Alternate: 6x6- W2.9XW2.9 WWM (dia = 0.192 in, area = 0.058 in2/ft) at MD Slab Shear capacity adequate. collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f. 425.369.1157 1 2 Project 4501 Building Vault Project No. 01-105 Date Sketch By ORA Sheet or 4501 Vault - Owner Revisions 4/16/2008 Page 18 of 34 Project Information 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Geotechnial Report Reference Cornerstone Geotechnical, inc CG File No. 2113 dated July 13th, 2006 Vault Geometry Length Width Cell 1 Cell 2 Lid Thickness Soil grade over vault Max. Min. Under Side of Vault Lid Top of Vault Lid Vault Bottom Footing Drain Elevation Loading Criteria AASHTO Loading Surcharge Equivalent Loading Geotechnical Design Values Allowable Soil Bearing Native Soil 3,000 psf Struct'l Fill 3,000 psf EFPactive Drained EFP Saturated EFP passive EFP uniform - seismi EFP uniform - gravity Friction Coeff. Soil Density Lid Density Material Strengths Concrete Walls Footings Lid Reinforcing Steel Rebar VWVM 6_Beam Loads.xls 1 8/23/2007 2:41 PM 65 85 200 155 Pcf pcf pcf psf psf 0.35 130 pcf 84 pcf Project Number Geometry for beam loads 56.00 ft - Interior Dimensions 20.00 ft - Interior Dimensions 20.00 ft - Interior Dimensions 1.04 ft 31.01 ft Wall Height 10.14 ft 29.51 ft 27.01 ft Soil Cover 28.05 ft 16.87 ft 17.87 ft - Tie 4" perforated pipe to Pessure Relief Valves 4501 Vauft - Owner Revisions 4/16/2008 Page 19 of 34 07 -105 2.96 ft - Maximum 1.46 ft - Minimum 45 kip firetruck outrigger [H20, H25, 45 kip] 318 psf - Equiv uniform LL that equals AASHTO Loading for Footing Design 260 psf - Wall Design (geotech's standard 2 ft fill for traffic load) 130 psf uniform thrust - Wall Design 2.00 ft of additional fill - Wall Design 3,000 psi 3,000 psi 3,000 psi 60,000 psi 40,000 psi 24.5 Seismic load of 24.5 x wall height / 1.6. Actual seismic load fa Uniform pressure of 0 x wall height. Live load factor = 1.6 (85 pcf =HCP, 150 = Concrete) 45 45 kip wheel load 12.64 Depth 6 ft. wheel space 28.28 ft. load width 1,591 plf - out - rigger load 3,182 plf - where pressures overlap 318 psf - w equiv at out - rigger Vaults with 4" topping slabs are typically governed by 100 psf loading Project Information 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Interior Footing Loading Footing Thickness Wall Thickness Tributary Width Concrete Strength Rebar Grade Design Loads Dead Soil Lid Wall Ftg weight Live Surchai Width Soil Bearing Moment Shear 6_Beam Loads.xls 4 8/23/2007 2:41 PM 6.36 ft Use Service Factored Mu Vu Vn Vc 15.00 in 10.00 in 20 ft 3,000 psi 60,000 psi Service 385 psf 88 psf 318 psf Reinforcing Longitudinal Reinforcing Options: 13 #4 8 #5 6 #6 Transverse Reinforcing Options: #4 @ 4 #5 @ 6 #6 @ 9 #7 @ 13 21.3 kip -ft 10.4 kip 12.2 kip 15.8 kips - OK in o/c in o/c in o/c in o/c > Loads for beam 7.50 ft 2,546 psf 3,829 psf 8.684 plf 8.344 plf 9.012 plf Wall Height Service 8,012 1,823 1,268 1,359 6,630 19,092 Project Number plf plf Plf plf plf Plf Factored 11,217 plf 2,552 plf 1,775 plf 1,903 plf 11,271 plf 28,718 plf Wall Load for Beam Design DL 9,835 plf LL 6,630 plf - uniform load LL 3,182 plf - at 45 kip wheel overlap Use greater LL for slender wall design Wall Compressive Stress at Mid - height P service 17,099 plf fa 142 psi Fa 180 psi 4501 Vault - Owner Revisions 4/16/2008 Page 20 of 34 07 -105 Soil grade over vault 31.01 ft 10.14 ft Project 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 10 ft Beam at Interior Wall Beam Data Width 12.00 in Depth 60.00 in Concrete 3,000 psi Shear Reinf #4 Length 10.00 ft Reinforcing 60,000 psi Loading Uniform DL = 9.835 klf LL = 6.630 klf Concentrated Load PI = kips at mid -span Design Shear Vu = 116.6 kips Vn = 137.1 kips Vc = 74.9 kips Vs = 62.2 kips Av = 0.4 in Legs 2 Cover = 3in s = Minimum of ( Av *Fy *dNs or d/2 ) —> #4 Stirrup @ 21 in Flexure wu Uniform 23.3 klf Pu Point 0.0 kips Mu = 291.4 kip -ft 4 /3 *As = 1.55 in Options: (8) #4, (5) #5, (4) #6, 4/3 rho 4501 Vault - Owner Revisions 4/16/2008 Page 21 of 34 collons + smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • t425.369.1157 Seam. Project 4501 Wang *Mt Project No. 01-105 Date By ORA 4501 Vault - Owner Revisions 4/16/2008 Page 22 of 34 Sketch Sheet et • MIN 111111 1 111111 • MR_ 1111111=1 IMO t_s. 11111111111 ' 1111111111 IMO Pla r n ra • 1 CO ['UNA cif*,3514 620 t2) 1 IlIliluui 11111"1111111111111MIMMEM1 ,74_, 5, , L,_, Li j Description Width 12.000 in Depth 24.000 in Rebar. 2- # 6 d = 3.000 in 2 - 6 d= 9.000 in 2 - 6 d= 15.000 in 2 - # 6 d = 21.000 in Axial Loads Summary Actual k Lu / r 0.000 Elastic Modulus ACI Ea. C-1 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 Slenderness per ACI 318 - 95 SecA`on 10.12 & 10.13 ACI C-1 & C-2 DL ACI C -1 & C-2 LL ACI C -1 & C-2 ST ....seismic = ST : 4501 Bldg Vault 10ft Beam Support Column 1.400 1.700 1.700 1.100 16.1800 in 0.6500 34.0000 0.5458 1.0000 0.00 0.00 0.0000 1.0000 6.000 6.000 ACI C-2 Group Factor ACI C-3 Dead Load Factor ACI C-3 Short Term Factor Title : Dsgnr. Description : Scope : Total Height Unbraced Length Eft. Length Factor Column is BRACED 4501 Vault - Owner Revisions Date P�i 23'bf2 Job It AUG 07 Rev. 580003 User KW-0605983, Ver 5.8.0, 1-Nov -2008 (c)1983 -2006 ENERCALC Engineering Software Rectangular Concrete Column Page 1 4501 bldg vault ecw:Calculations General Information Code Ref: ACI 318 -02,1997 UBC, 2003 IBC, 2003 NFPA 5000 fc 3,000.0 psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separately 10.140 it 0.000 ft 1.000 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 108.000 k 74.000 k k 12.00 x 24.00in Column, Rebar. 2-#6 @ 3.00in, 246 @ 9.00in, 246 @ 15.00in, 246 @ 21.00in ACI C -1 ACI C -2 ACI C-3 Applied : Pu : Max Factored 277.00 k 151.20 k 97.20 k Allowable : Pn' Phi Design Ecc. 314.38 k 314.38 k 314.38 k M- critical 138.50 k -ft 75.60 k -ft 48.60 k -ft Combined Eccentricity 6.000 in 6.000 in 6.000 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 6.000 in 6.000 in 6.000 in Magnified Design Moment 138.50 k -ft 75.60 k -ft 48.60 k -ft Po' .80 749.30 k 749.30 k 749.30 k P : Balanced 324.06 k 324.06 k 324.06 k Ecc : Balanced 9.893 in 9.893 in 9.893 in 3,122.0 ksi ACI Eq. C 16.1800 in 0.6500 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 6.000 6.000 Beta ACI Ea. C - 3 16.1800 in 0.6500 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 6.000 in 6.000 in Eccentricity 6.000 in Column is OK 0.850 ACI Factors (per ACI 318 -02, applied internally to entered loads) N 0.750 Add'' "1.4" Factor for Seismic 1.400 0.900 Add"! "0.9" Factor for Seismic 0.900 1.300 6.00 in DL= 108.0, LL =74.0, ST =0.0 k 0.00 ft 4501 Vault - Owner Revisions 4/16/2008 Page 24 of 34 24.00 in • • • • • • • • 10.00 in 608.805 547.925 487.044 426.163 365.283 304.402 243.522 182.641 121.781 60.880 47.0 Axial : Pn•phi (k) • • 17.3 34.7 52.0 69.4 86.7 104.1 Moment : Mn*pni (k-ft) 121.4 4501 Vault - Owner Revisions 4/16/2008 Page 25 of 34 138.8 Pu,Mu (Eaq 9-11: 277.0k, 138.4k -R Pu,Mu (E 9-2): 151.2k 75.5k -1[• Pu,Mu (Eq 9-3) : 97.2k, 48.5k -ft 156.1 175.5 Description Width 12.000 in Depth 12.000 in Rebar. 2- # 6 d = 2.000 in 2- # 6 d = 10.000 in 4501 Bldg Vault Beam support wall column Title : Dsgnr. Description : Scope : fc 3,000.0 psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separately Total Height Unbraced Length Eff. Length Factor Column is BRACED Rev: 580003 User KW-0605983, Ver 5.8.0, 1-Nov -2006 (e)1963 -2006 ENERCALC Engineering Software Rectangular Concrete Column Page 1 4501 bldg vault.eoe:Calculations General Information Code Ref: ACI 318 -02,1997 UBC, 2003 IBC, 2003 NFPA 5000 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 54.000 k 37.000 k k Axial Loads L Summary 12.00 x 12.00in Column, Rebar. 246 @ 2.00in, 246 @ 10.00in I Applied : Pu : Max Factored Allowable : Pn Phi Design Ecc. M- critical 46.17 k -ft 25.20 k -ft 16.20 k -ft Combined Eccentricity 4.000 in 4.000 in 4.000 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 4.000 in 4.000 in 4.000 in Magnified Design Moment 46.17 k -ft 25.20 k -ft 16.20 k -ft Po' .80 P : Balanced Ecc : Balanced Slenderness per AC1 318 Section 10.12 & 10.13 374.65 k 149.58 k 6.294 in Actual k Lu / r 0.000 Elastic Modulus Neutral Axis Distance Phi Max Limit kUr Beta = M:sustainedlM: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 1.700 1.100 ACI C -1 ACI C -2 138.50 k 75.60 k 139.96 k 139.96 k ACI Ea. C-1 7.3800 in 0.6500 34.0000 0.5458 1.0000 0.00 0.00 0.0000 1.0000 4.000 4.000 ACI C-2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor 374.65 k 149.58 k 6.294 in 3,122.0 ksi ACI Ea. C-2 7.3800 in 0.6500 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 4.000 4.000 0.750 0.900 1.300 4501 Vault oOO wner Revisions 4/1 /2 Date:pa f2 AUG 07 ACI C-3 48.60 k 139.96 k 374.65 k 149.58 k 6.294 in Beta ACI Ea. C -3 7.3800 in 0.6500 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 4.000 in 4.000 in Add"! "0.9" Factor for Seismic 10.140 ft 0.000 ft 1.000 Eccentricity 4.000 in Column is OK 0.850 ACI Factors (per ACI 318 -02, applied internally to entered loads) I Add "l "1.4" Factor for Seismic 1.400 0.900 • 4.00 in T:l DL =54.0, LL=37.0, ST =0.0 k 0.00 ft 4501 Vault - Owner Revisions 4/16/2008 Page 27 of 34 12.00 in • • • • 0 12.00 in • 304.402 273.962 243.522 213.081 182.641 152.201 121.761 91.320 60.880 30.440 0:1.0 Axial : Pn•phi (k) 4501 Vault - Owner Revisions 4/16/2008 Page 28 of 34 Pu,Mu (E 9-1) 138.5k, 46.1k-ft Pu,Mu (Eq 9-2 : 75.6k, 25.1k -ft• Pu,Mu (Eq 9-3) : 48.6k, 16.1k-1t • • 5.1 10.2 15.3 20.4 25.5 30.6 Moment : Mn'pni (k-ft) 35.7 40.8 45.9 51.0 collons + smith structuzal extgbaeors 485 Front Steet N • Suite F-3 Issaquah, WA 98027 F 425.369.1101 t 425.369.1157 Footing Design Vault Column Footing L O A D S S O L S C O N C R E T E D E S G N Project: 4501 Bldg Number. 07 -105 Date: Page: Dead Load (DL): Live Load (LL): Snow Load (SL): 108,000 lbs. 74,000 lbs. 0 lbs. Total Load = TL = DL +LL +SL = 182,000 lbs. Ultimate Load = U = 1.2DL + 1.6LL = 248,000 lbs. or U = 1.2DL + 1.OLL + 1.6SL = 203,600 lbs. Assumed Allowable Soil Bearing Pressure, P = 3,000 psf Required Bearing Area = TUP = Provide footing with side length, L = side length, L2 = Actual Soil Bearing, w = TU(L = Ultimate Soil Bearing, wu = U /L "2 = 60.67 sq.ft. 8.09 feet 7.50 feet 3,000 psf 4,088 psf Concrete Strength, f(' = 3,000 psi Depth of Footing, h = Depth to Reinforcement, d = 15 inches 11.5 inches Base Plate Dimensions: dl = d2 = Beam Shear, V„ = Punching Shear, V„ = Maximum Footing Moment, L2 span, M„ = F = LdA2/12000 = = M„/F= 12 inches 24 inches 79.3 kips 224.3 kips Beam Shear Strength, 4) V„ = 85.0 kips > 79.3 kips - ok Punching Shear Strength, 4) V„ = 223.0 kips > 224.3 kips - N.G. Maximum Footing Moment, L, span, M„ = 270.4 kip -feet F = Ld ^2/12000 = 1.1 = M„/F = 252.8 p(req) = 0.005442 As(re9) = pA = 5.63 sq.in. 215.6 kip -feet 1.0 217.3 p(req) = 0.004395 As(req) = pA = 4.905489 sq.in. Provide: 8.1 foot by 7.5 foot by 15 inch thick footing with Option (29) #4 bars in the long direction, and or (14) #6 short = 6B5 (25) #4 bars in the short direction. (12) #6 long = 6B5 Use 4501 Vault - Owner Revisions 4/16/2008 Page 29 of 34 collons + smith stru.t engineers 485 Fran Steet N • Suite F•3 Issaquah, WA 98027 F 425.369.1101 t 425.369.1157 Footing Design Vault Wall Column Footing L 0 A D S S O L S C 0 N C R E T E D E S G N Project: 4501 Bldg Number. 07 - 105 Date: Page: Dead Load (DL): Live Load (LL): Snow Load (SL): 54,000 lbs. 37,000 lbs. 0 lbs. Total Load = TL = DL +LL +SL = 91,000 lbs. Ultimate Load = U = 1.2DL + 1.6LL = 124,000 lbs. or U = 1.2DL + 1.OLL + 1.6SL = 101,800 lbs. Assumed Allowable Soil Bearing Pressure, P. = 3,000 psf Required Bearing Area = TUP = Provide footing with side length, L = side length, L2 = Actual Soil Bearing, w = TU(L *L = Ultimate Soil Bearing, wu = U /L"2 = 30.33 sq.ft. 7.50 feet 4.04 feet 3,000 psf 4,088 psf Concrete Strength, ff = 3,000 psi Depth of Footing, h = Depth to Reinforcement, d = 15 inches 11.5 inches Base Plate Dimensions: dl = d2 = Beam Shear, V„ = Punching Shear, V„ = Punching Shear Strength, ( 1 ) V„ = Maximum Footing Moment, L, span, M„ = F = Ld "2/12000 = K„ = M„/F= Maximum Footing Moment, 12 span, M„ = F = Ld ^2/12000 = K =M 12 inches 12 inches 37.9 kips 108.3 kips Beam Shear Strength, 0 V„ = 45.9 kips > 37.9 kips - ok 215.6 kip -feet 1.0 217.3 p(req) = 0.004395 A = pA, = 2.45 sq.in. 33.8 kip -feet 0.5 63.2 p(req) = 0.001894 A = PA = 1.960486 sq.in. 177.6 kips > 108.3 kips - ok Provide: 7.5 foot by 4.0 foot by 15 inch thick footing with Option (13) #4 bars in the long direction, and or (7) #6 short (10) #4 bars in the short direction. (6) #6 long = 6B5 = 6B5 Use 4501 Vault - Owner Revisions 4/16/2008 Page 30 of 34 Project Riser Property Detention Vault City of Redmond Dave Hartley ARH & Associates 8811 South 218th Street Kent, WA 98031 (253) 479-9505 10ft x 5ft Slab at East end of vault Soil depth Soil density Soil weight Slab thickness Minimum Reber Cover (bottom) Slab density Slab weight Live Loads Point Load 2 kips Tire contact area 18 inch square Pressure area a top of slab 2.3 sq ft Pressure 889 psf Beam span 10 ft Uniform Loads Slab 150 Of Live 50 plf Total Dead Load 200 Of 2 kip 889 plf A-m 4.3 ft B-m 1.5 ft Total Live Load 667 lb - reaction at A to caculat: oment Flexure Moment - uniform Moment - 45 kip Moment - total Shear Oft 130 pcf 0 psf 12 in 1.5 in 150 pcf 150 psf 2,500 lb-ft 3,083 lb-ft 5,583 lb-ft A -v 1.0 ft B 1.5 ft Shear - uniform 1,000 lb Shear -45 kip 1,100 1 Shear - Total 2,100 - - service Concrete Design design - width 2.0 in Design - depth 10.5 in Concrete strength 4,000 psi Flexure Reinforceme 60,000 psi Shear Reinforce • t #3 legs 0 (beams only) hear Vu = Vn = Vc = Vs = This Page Void 4/16/2008 Owner Revisions Live Load Flexure Mu = 8.9 kip-ft Depth OK 4/3 "As = 0.26 in Options: (2) #4, (1) #5, (1) #6, 4/3 rho Span Point load = 2k Pressure Area 3.4 kips/ft 4.5 kips/ft 15.9 kips/ft OK -11.5 kips/ft For slab design this value must be less than 0. 4501 Vault - Owner Revisions 4/16/2008 Page 31 of 34 P collons + smith structural engineers 485 Front Steet N • Suite F -3 Issaquah, WA 98027 p: 425.369.1 101 • f: 425.369. 1 157 Sou .I._ Crate Pt? Ca - C. G, (3,. S' tea 2bd t_.>5a s. , C c 0.i4tm (s )t'i Stzl vR' 4,C Pcs 3000 k 2.0 Seer 3set. iZ.. )2aS ,elieM)t c)7 4.000 T 5z- i 1 Z. � -t 1z o�p J 4- 2 Sr. t,o 23 AS= �•tTh 3 = •3� SI( ID This Page Void 4/16/2008 Owner Revisions Project Project No. 01-034 Date By 4501 Vault - Owner Revisions 4/16/2008 Arbor a 3 0� Partitat - structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 e 0 0 • e1 This Page Void 4/16/2008 Owner Revisions ; 0 • s4r 1 I I 4 j 0; r 5 Prelect No. 01-105 Date By DR)1 hvv . ei0y4. - ti i it It I —4- 1.1 • --- :.-- : 3 1 I . 1 i . , ,. • I I 1 I I Ii.top-it. I I , I 1 1 etch Sheet at E collons + smith I I ' Project 4501 EutIclIng Vault 4501 Vault - Owner Revisions 4/16/2008 Page 33 of 34 P collons 4. smith structural engineers 485 Front Steet N - Suite F-3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 "ryplcdfit, / 0 IE. ( vr2i-e I ca07.ec) I 0 ) ?Mx' et — St A. )c. ipopsp= zgc)fxr : PL. Ix ID 6 1L, tv1 2, 5 C,, ;ObDp‹. INt N PS7"..F r2LN L.7027 Er Nib La-7z) ( Nb) Project 6 44e- (3144- Project No. Date By 4501 Vault - Owner Revisions 4/16/2008 Page 34 of 34 I, S S r2.0 4. — e s / i 24#* As!= s' 3) Sketch Sheet d 1 1 2S L L 7 collons + smith structural engineers 485 Front Steet N • Suite F•3 Issaquah, WA 98027 p 425.369.1101 • 425.369.1157 4501 Building Vault 4501 South 134th Place. • Project Location Contractor Structural Project Number 07-105 Date FILE COPY Permit No. Plar review- approval b subject to crrc7, c c' cnstelIct:crii docurnI3 C.: .^..• 1";•;;;.::. C. t..kpic2 cr C L. -, 71rovu.. (:c;lttitior:3 4501 Building Vault City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 David Wheeler, EIT July 29, 2007 RECEIVED CITY OF TUKWILA SEP 17 2007 PERMIT CENTER CODE COMPLIANCE APPRO - 5 TV 4501 V - Permit 8/29/2007 Page 1 of 34 collons + smith structural engineers 485 Front Steet N • Suite F -3 Issaquah, WA 98027 p: 425.369.1101 • E 425.369.1157 Paled 4501 Budding Vault Protect k 07105 late Sv PRA 4501 Vault - Permit, 8/29/2007 Page 2 of 34 Sketch Sheet it MIME. 1111 11. 11■1101111111011111111 111111111111111111 111111111111=111111111111111111 i inimss 16mminummigradimmil • 4 .■ 3:1_.... iStcfe . . 1--i Down - I. hG 12 11 4.46 i Q 4 u. 0 I— 3 U w 2 1 0 14 CONCRETE TECHNOLOGY CORPORATION 2 : 7 f Pageof34� 12 HOLLOW CORE SLAB 45 KIP OUTRIGGER ON 18 "x18" PADS @ 15' -0" O.C. = Number of Fil ed Voids required for 2' -0" at each end of each slab. 11 Strands 11 Strands (y = 125 pcf) 11 Strands (r =135 pcf) I 16 18. 20 22 24 26 SIMPLE SPAN (ft) 28 30 32 34 36 GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three Inch thick cast In place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) Knee wails are required at all manhole and vent openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 1.) The values shown on this chart are in compliance with IBC 2003 & ACI 318-05. 4501 Vault - Permit 38 8/15/06 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 11 David R. Wheeler Subject: RE: Lakeridge Development Hi David. I looked through our file and found our caic sheet with different seismic lateral values, the ones in the report are different. It'll be appropriate to use active seismic loading of 7.8H and of 24.5H. It may be possible to increase the bearing pressure for the vault, but we haven't seen a site plan the vault will be. Can you send us one so we can check it out? Thanks, Thor Christensen From: David R. Wheeler [mailto:david @csseinc.com] Sent: Thursday, August 16, 2007 3:22 PM To: Thor Christensen Cc: Bryan Collons Subject: Lakeridge Development Thor, From: Sent: To: Cc: We are designing the detention vault located under the parking lot in the northeast corner of the property and had a few questions for you. The geotechnical report (CG File No. 2113) gives 45 pcf equivalent fluid pressure and 36H for seismic loading of at rest conditions which we use to design. I have not previously seen a seismic loading of greater than 17H for vault design and was curious whether this was a conservative number because of the fill. There is no proposed back slope around the vault. Is there room to lower the 36H to around 18H and still be safe? The vault walls are 10ft +/- Also the siol bearing pressure given in the report is 3000psf. This requires a 7ft footing for the vault. Considering the depth of the footings can this value be increase any to slim them up a bit? The elevation of the footing is 16.5ft which is 15ft below finish grade. Thank you for your time addressing this. David Wheeler, EIT I Engineer Calkins + Smith Structural Engineers 485 Front Street North, Suite F -3 Issaquah, WA 98027 p: 425.369.1901 ec.' 223 f 425.369 1157 e: Cav,/ 5)Cssernc corn f . Www.c.ssetnr,. 8/17/2007 Thor Christensen [ ThorC @cornerstonegeotechnical.com] Thursday, August 16, 2007 5:19 PM David R. Wheeler Bryan Collons; Chuck Couvrette Page 1 of 1 4501 Vault - Permit, 8/29/2007 Page 4 of 34 I don't know why passive loading showing where Cornerstone Geotechnical, Inc. DATE: August 20, 2007 17625 - 130 th Avenue NE, Suite C102 • Woodinville, WA 98072 Phone 425 - 844 -1977 ♦ Fax 425 - 844-1987 MEMORANDUM TO: Mr. David Wheeler — Colions + Smith Structural Engineers Mr. Wayne Jones -- Lakeridge Development FROM: Thor Christensen, PE RE: Lateral Load Memorandum Tukwila Warehouse 4501 South 134 Place Tukwila, Washington CO File No 2113 We have prepared this memorandum at the request of Mr. David Wheeler with Collons + Smith Structural Engineers to provide clarification concerning recommended lateral loads for retaining walls for your Tukwila Warehouse project located at 4501 South 134' Place in Tukwila, Washington. We have prepared a geotechnical engineering report for the project dated July 13, 2006. In our report we provided recommended lateral loads for retaining walls. Those recommended loads were equivalent fluid densities for active and at -rest earth pressure of 45 pounds per cubic foot (pct) and 65 pcf respectively, for design for a level backslope. Those values are higher than typical because of the nature of the on -site soils, which are primarily silt. If granular soils are used for wall backfill, it will be appropriate to use an active equivalent fluid pressure of 35 pcf and an at -rest equivalent fluid pressure of 55 pcf. To achieve these lower loads it will most likely be necessary to import wall backfill material. Both of the above drained active and at -rest values should be increased by a uniform pressure of 7.8H and 24.5H psf, respectively, when considering seismic conditions. H represents the wall height. We trust that this provides you with the requested information. If you have any questions concerning this memorandum, please contact me. 4501 Vault - Permit 8/29/2007 Page 5of34 `EXPIRES 0412510$ 1 coilons + smith structural engineers 485 Front Steet N - Suite F -3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 4501 Vault - Permit 8/29/2007 Page6of34 Pralect 4501 Building Vault Prcled Ma 01-105 Date Sketch By DWI Sheet et i 1111111111511M. 11111111INIMMIMIIIR1111111111 ■� 111111M111 ', c IM11111111•111111 1111111111111111 NMI' Project Information 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Geotechnial Report Reference Cornerstone Geotechnical, inc CG File No. 2113 dated July 13th, 2006 Vault Geometry Length Width Cell 1 Cell 2 Lid Thickness Soil grade over vault Max. Min. Under Side of Vault Lid Top of Vault Lid Vault Bottom Footing Drain Elevation Loading Criteria AASHTO Loading Surcharge Equivalent Loading Geotechnical Design Values Allowable Soil Bearing Native Soil 3,000 psf Struct'I Fill 3,000 psf EFP„ Drained EFP WO Saturated EFP passive EFP uniform - seismi EFP uniform - gravity Friction Coeff. Soil Density Lid Density Material Strengths Concrete Walls Footings Lid 65 85 200 155 3b_Detn Vault 2 -span Wall A.xls 1 8/23/2007 2:40 PM pcf Paf Pcf psf psf 0.35 130 pcf 84 pcf Wall - A 56.00 ft - Interior Dimensions 20.00 ft - Interior Dimensions 20.00 ft - Interior Dimensions 1.04 ft 32.51 ft Wall Height 10.14 ft 29.51 ft 27.01 ft Soil Cover 28.05 ft 16.87 ft 17.87 ft Tie 4" perforated pipe to Pessure Relief Valves 45 kip firetruck outrigger [H20, H25, 45 kip] 288 psf - Equiv uniform LL that equals AASHTO Loading for Footing Design 260 psf - Wall Design (geotech's standard 2 ft fill for traffic load) 130 psf uniform thrust - Wall Design 2.00 ft of additional fill - Wall Design 3,000 psi 3,000 psi 3,000 psi Reinforcing Steel Rebar 60,000 psi WWM 40,000 psi Project Number (85 pcf =HCP, 150 = Concrete) 07 -105 4.46 ft - Maximum 1.46 ft - Minimum 4501 Vault - Permit 8/29/2007 Page 7 of 34 45 45 kip wheel load 12.64 Depth 6 ft. wheel space 31.28 ft. load width 1,439 plf - out - rigger load 2,877 plf - where pressures overlap 288 psf - w equiv at out - rigger Vaults with 4" topping slabs are typically governed by 100 psf loading 24.5 Seismic load of 24.5 x wall height / 1.6. Actual seismic load fa Uniform pressure of 0 x wall height. Live load factor = 1.6 Project Information 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Exterior Walls Wall Thickness Concrete Strength Rebar Grade Soil Pressure Design Values Moment R top R bot Reinforcing top ftg lir base Vertical Reinforcing Options: Design Sol'n #5 @ 6 rho #6 @ 9 #7@ 12 #8 @ 16 Wall Shear Footing dowel Slab dowel Shear, Vn, at top of wall Shear, Vn, at base of wall 3b_Detn Vault 2 -span Wall A.xls 2 8/23/2007 2:40 PM 10.00 in 3,000 psi 60,000 psi 643 psf 1,237 psf 1,322 psf Service 12,513 lb-ft 4,373 lb 5,496 lb Horizontal Reinforcing Options: Rho Horiz #4 @ 10 #5c@D 15 #6 c@ 22 #5 #5 Wall - A Soil grade over vault 32.51 ft Wall Height 10.14 ft Wall ht bott to ftg drain Wall Top: Place #5 dowels 4 inches from inside wall face. Wall Base: Place #5 dowels 4 inches from inside wall face. Project Number 07 -105 10.14 ft 1.00 ft Factored 1.6 20,021 lb-ft good number 6,997 lb 8,794 lb in o/c rho = 0.0020 in o/c rho = 0.0020 in o/c rho = 0.0025 Crack Control z - limit to 145 Win fs [ksi] dc [in] Ac [in2] z [Win] in o/c 24 1.8125 21.75 82 OK in o/c 24 1.8125 32.625 93 OK in o/c 24 1.8125 43.5 103 OK in o/c 24 1.8125 58 113 OK Wall top: One -way shear, Vc, with dowels 4 inches from inside wall face Wall Base: One -way shear, Vc, with dowels 4 inches from inside wall face Footing dowel shear with friction coefficient = 1.0 & #5 dowel 9.33 kips/ft 11.73 kips /ft 7.89 kips /ft Check Dtl 7.89 kips /ft Check Dtl 18.60 kips /bar Space dowels at 10 o/c max. Space dowels at 8 o/c max. 4501 Vault - Permit 8/29/2007 Page 8 of 34 Project Information 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Exterior Footing - Under Plank Ends Footing Thickness Wall Thickness Tributary Width Concrete Strength Rebar Grade Design Loads Dead Live Width Soil Bearing Moment Shear Soil Lid Wall Ftg weight Soil wedge at heel Surchar 288 psf 5.98 ft Use Service Factored Mu Vu Vn Vc 15.00 in 10.00 in 10 ft 3,000 psi 60,000 psi Service 580 psf 88 psf Reinforcing Longitudinal Reinforcing Options: 10 #4 7 #5 5 #6 Transverse Reinforcina Options: #4 © 6 #5 @ 10 #6 @ 14 #7@ 19 3b Detn Vault 2 -span Wall A.xls 3 8/23/2007 2:40 PM 14.5 kip-ft 8.5 kips 10.0 kips 15.8 kips - OK in o/c in o/c in o/c in o/c 6.00 ft 2,992 psf 4,344 psf Wall - A Wall Height 10.14 ft 6.68 plf 7.301 plf < 7.51 plf Project Number 07 -105 Service Factored 6,279 plf 8,790 plf 948 plf 1,327 plf 1,268 plf 1,775 plf 1,088 plf 1,523 plf 5,252 plf 7,353 plf 3,117 plf 5,299 plf 17,951 plf 26,067 plf Soil grade over vault 32.51 ft 4501 Vault - Permit 8/29/2007 Page 9 of 34 Wall Load for Slender Design DL 7,227 plf LL 3,117 plf - uniform load LL 2,877 plf - at 45 kip wheel overlap Use greater LL for slender wall design Exterior Footing - Side Wall Wall - A Footing Thickness 10.00 in Wall Thickness 10.00 in Tributary Width 4 ft Concrete Strength 3,000 psi Rebar Grade 60,000 psi Design Loads Service • Service Factored Dead Soil 580 psf 2,802 plf 3,923 plf Lid 87 psf 422 plf 591 plf Wall 1,268 plf 1,775 plf Ftg weight 393 plf 550 plf Soil wedge at heel 2,965 plf 4,151 plf Live Surchar 288 psf 1,392 plf 2,366 plf Width 3.08 ft Use 3.25 ft Wall Load for Slender Design Soil Bearing Service 2,844 psf DL 3,225 plf Factored 4,110 psf LL 1,392 plf Moment Mu 3.0 kip-ft Shear Vu 3.9 kips Vn 4.6 kips Vc 11.8 kips - OK Reinforcing Longitudinal Reinforcing Options: 4 #4 2.672 plf 3 #5 3.129 plf 2 #6 3.004 plf 3c End wall footing.xls 4 8/29/2007 1:16 PM Transverse Reinforcing Options: #5 @ 28 in o/c #6 @ 41 in o/c #7 @ 55 in o/c #8 @ 73 in o/c 9,242 plf 13,356 plf 4501 Vault - Permit, 9/2007 Soil grade over vault 32.5 10 of 34 Project information 4501 Building Vault Project Number 07 -105 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Interior Footing Footing Thickness 15.00 in Wall Thickness 10.00 in Tributary Width 20 ft Concrete Strength 3,000 psi Rebar Grade 60,000 psi Design Loads Service Dead Soil 580 psf Lid 88 psf Wall Ftg weight Live Surchar 288 psf Width 7.51 ft Use 7.50 ft Wall Load for Slender Design Soil Bearing Service 3,002 psf DL 13,898 plf Factored 4,443 psf LL 5,994 plf - uniform load LL 2,877 plf - at 45 kip wheel overlap Moment Mu 24.7 kip-ft Use greater LL for slender wall design Shear Vu 12.0 kip Wall Compressive Stress at Mid - height Vn 14.2 kip P service 20,526 plf Vc 15.8 kips - OK fa 171 psi Fa 180 psi Reinforcing Longitudinal Reinforcing Options: 13 #4 8.684 plf 8 #5 8.344 plf 6 #6 9.012 plf Transverse Reinforcing Options: #4@ 3 in o/c #5@ 5 in o/c #6@ 8 in o/c #7@ 11 in o/c 3b_Detn Vault 2 -span Wall A.xls 4 8/23/2007 2:40 PM Wall - B Soil grade over vault 32.51 ft Wall Height 10.14 ft Service Factored 12,075 plf 16,905 plf 1,823 plf 2,552 plf 1,268 plf 1,775 plf 1,359 plf 1,903 plf 5,994 plf 10,190 plf 22,519 plf 33,324 plf 4501 Vault - Permit 8/29/2007 Page 11 of 34 L E collons + smith structural engineers 485 Front Steet N - Suite F -3 Issaquah, WA 98027 p: 425.369.1101 - f: 425.369.1157 INTERIOR WALL DE5I6N - SLENDER WALL METHOD WALL: Pd = t 345RE lbs PI = 5994 lbs ' = .S i = \O. 14 ft Twali = 0 in f'c = 4000 psi Allowable Compressive Stress (Po) i 6■ psi (0.06 M. Ref AGI 3I8- 02 Actual Compressive Stress (fa) A O AZ psi WALL REINFORCING VERTICAL 4 v t e HORIZONTAL A N I g 4501 Vault - Permit 8/29/2007 Page 12 of 34 Pro]ect 4501 Butlding Vault Prefect Ka 01 -105 Bate ev EAc FAcE Sketch Sheet Rev: 580000 User. KW -0605983, Ver 5.8.0, 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Tilt -Up Wall Panel Design Page 1 4501 bldg vaulLecwCalculatlons Description Clear Height Parapet Height Thickness Bar Size Bar Spacing Bar Depth Min Defl. Ratio Concrete Weight 4501 Bldg Vault Wall B - Interior Wall 10.140 ft 0.000 ft 10.000 in 4 18.000 in 8.000 in 150.0 145.00 pcf fc Fy Phi Width Title : Dsgnr: Description : Scope: 41 1 Vault - Permit Date: 1:02PM, z ».�%: uivaoiia visa. General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 4,000.0 psi Seismic Zone 4 60,000.0 psi Min Vert Steel % 0.0020 0.900 Min Horiz Steel % 0.0012 12.000 in Base Fixity 0 % Wall Seismic Factor 0.3000 Parapet Seismic Factor 0.3000 LL & ST Not Combined Using: ACI Eq. 9-7 for leff with Defl. caldd at Mn Parapet Weight Counteracts Middle H G Y ll Loads Lateral Loads Wind Load Point Load ...height ...load type Note: Wall Analysis psf lbs ft Seismic Vertical Loads Uniform DL Uniform LL ...eccentricity Concentric DL Concentric LL Lateral Load #/ft ...distance to top ft ...distance to bot ft Seismic "I" Magnifier ...load type Seismic Wind 'T Magnifier 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 Basic Defl w/o P -Delta Basic M w/o P -Delta Moment Excess of Mcr Max. P -Delta Deflection Max P -Delta Moment Maximum Allow Vertical Bar Spacing Maximum Allow Horizontal Bar Spacing For Factored Load Stresses Seismic Wind 0.069 97,286.0 34,041.2 0.468 97,286.7 10.000 in 16.667 in 0.027 in 72,964.5 in-# 9,719.6 in-# 0.550 in 72,966.2 in 13898.00 #/ft 5,994.00 #/ft 5.000 in lbs lbs 1.000 1.000 For Service Load Seismic 0.026 69,490.0 6,244.6 0.115 69,490.1 Parapet Bar Spacing Req'd : SEISMIC Parapet Bar Spacing Req'd : WIND Deflections Wind 0.023 in 69,490.0 in-# 6,244.5 in-# 0.072 in 69,490.1 in-# 10.000 in 10.000 in 10.14ft clear height, O.00ft parapet, 10.00in thick with Using: ACI Eq. 9-7 for leff with Defl. calc'd at Mn Factored Load Bending : Seismic Load Governs Maximum Iterated Moment : Mu 97,286.74 in-# Moment Capacity 195,024.41 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 • RhoBai Actual Axial Stress : (Pw + Po ) / Ag Allowable Axial Stress = 0.04 fc Wall Design OK #4 bars at 18.00in on center, d= 8.00in, Pc = 4,000.0ps Service Load Deflection Maximum Iterated Deflection Deflection Limit Seismic 195,024.41 97,286.74 139,243.94 0.12 1,054 0.0014 0.0171 120.92 psi 160.00 psi in-# in-I in-# in :1 Seismic Load Governs 0.115 in 0.811 in Wind 120,207.69 in-# 72,965.16 in -# 72,964.47 in-# 0.07 in 1,694 : 1 0.0014 0.0171 120.92 psi 160.00 psi Rev: 580000 User: KW -0605983, Ver 5.8.0, 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Description Analysis Data 4501 Bldg Vault Wall B - Interior Wall E 3,604,996.5 psi n = Es / Ec 8.04 Fr Multiplier for sgrt(fc) 5.000 Ht / Thk Ratio 12.17 Values for Mn Calculation... As:eff= [Pu:tot + AsFyj/Fy a : (AsFy + Pu) /(.85 fc 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) 'Additional Values Loads used for analysis Wall Weight Wall Wt " Wall Seismic Factor Wall V11t * Parapet Seismic Factor Service Applied Axial Load Service Wt @ Max Mom Total Service Axial Loads 120.833 psf 36.250 psf 36.250 psf 13,897.99 #/ft 612.62 #/ft 14,510.62 #/ft 'ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor ACI C-1 & C-2 LL 1.700 ACI C -3 Dead Load Factor ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor ....seismic = ST " : 1.100 Title : Dsgnr. Description : Scope : Tilt -Up Wall Panel Design Sgross Mcr =S "Fr Fr = Rho: Bar Reinf Pd Seismic 0.472 in 0.694 in 0.816 in 1,000.000 in4 198.08 in4 802.66 in4 0.900 216,693.79 in Factored Loads Applied Axial Load Lateral Wall Weight Total Lateral Loads 0.750 0.900 1.300 i 501 Vault - Permit Date: 1:02PM, ggt7 Wind 0.387 in 0.570 in 0.670 in 1,000.00 in4 168.59 in4 795.40 in4 0.900 133,664.10 in Seismic Wind Add'' "1.4" Factor for Seismic Add"! "0.9" Factor for Seismic Page 2 4501 bldg vautt.ecwCalculabons 200.000 in3 63,245.6 in-# 316.23 psi 0.0285 19,457.19 14,592.89 #/ft 857.67 643.26 #/ft 20,314.87 15,236.15 #/ft 1.400 0.900 Design Method : ACI Eq. 9-7 & Maximum Deflections 4501 Vault - Permit 8/29/2007 Page 15 of 34 Roof DL = 13898., LL = 5994.Ibs, Ecc = 5.in 10.14 ft Eff. Width = 12.0in Seismic Factor = 0.300 Seismic Zone = 4 Fy = 60000.psi fc = 4000.psi Using: #4 @ 18.00in Thick = 10.00in Project information 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakerldge Development PO Box 146 Renton, WA 98057 Geotechnlal Report Reference Cornerstone Geotechnical, inc CG File No. 2113 dated July 13th, 2006 Vault Geometry Length Width Cell 1 Cell 2 Lid Thickness Soil grade over vault Max. Min. Under Side of Vault Lid Top of Vault Lid Vault Bottom Footing Drain Elevation Loading Criteria AASHTO Loading Surcharge Equivalent Loading Geotechnical Design Values Allowable Soil Bearing Native Soil 3,000 psf Struct'l Fill 3,000 psf EFPadive Drained EFP active Saturated EFP passive EFP uniform - seismi EFP uniform - gravity Friction Coeff. Soil Density Lid Density Material Strengths Concrete Walls Footings Lid 65 85 200 155 0.35 130 84 Reinforcing Steel Rebar WWM 5a_Buoyancy.xls 1 8/23/2007 2:40 PM Buoyancy 56.00 ft - Interior Dimensions 20.00 ft - Interior Dimensions 20.00 ft - Interior Dimensions 1.04 ft Project Number Poi pcf pcf psf psf 32.51 ft Wall Height 10.14 ft 28.05 ft 27.01 ft Soil Cover 28.05 ft 16.87 ft 17.87 ft - Tie 4" perforated pipe to Pessure Relief Valves 45 kip firetruck outrigger [H20, H25, 45 kip] 288 psf - Equiv uniform LL that equals AASHTO Loading for Footing Design 260 psf - Wall Design (geotech's standard 2 ft fill for traffic load) 130 psf uniform thrust - Wall Design 2.00 ft of additional fill - Wall Design 24.5 Seismic load of 24.5 x wall height / 1.6. Actual seismic load fa Uniform pressure of 0 x wall height. Live load factor = 1.6 Pcf pcf (85 pcf =HCP, 150 = Concrete) 3,000 psi 3,000 psi 3,000 psi 60,000 psi 40,000 psi 07 -105 4.46 ft - Maximum (0.00) ft - Minimum 4501 Vault - Permit 8/29/2007 Page 16 of 34 45 45 kip wheel load 11.18 Depth 6 ft. wheel space 31.28 ft. load width 1,439 plf - out - rigger load 2,877 plf - where pressures overlap 288 psf - w equiv at out - rigger Vaults with 4" topping slabs are typically governed by 100 psf loading Project Information 4501 Building Vault Project Number 07 -105 4501 South 134th Place City of Tukwila Buoyancy Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Vault Geometry Length Width Lid Thickness 1.04 ft Soil grade over vault Under Side of Vault Lid Vault Bottom Soil Cover Wall Height Walls Lid Soil Cover Footings Floor 6 in thick Soil Column 62.00 in proj 1,804,412 lb Ratio 20.96 Max.footing drain Elev. Floor Slab Design Gross Uplift Slab Weight Net Uplift Shear Vu = -0.2 klf Vn= -0.23 klf Vc = 3.94 klf 5a_Buoyancy.xls 5 8/23/2007 2:40 PM 57.7 ft - outside dim. 42.5 ft - outside dim. 30.28 ft - Average 27.01 ft 16.87 ft 2.23 ft - Average 10.1 ft Allowable Water Table 17.9 ft Potential uplift 152,442 lb - per foot of vault length 253,923 lb 17,871 lb 709,966 lb 225,375 lb 183,813 lb 1,390,946 lb 17.87 ft perimeter only perimeter only 4501 Vault - Permit 8/29/2007 Page 17 of 34 Total am'nt of ftg that ext'ds beyond the ext wall face. Accounts for both sides of the vault. Accounts for dry soil above ftg drain only. 62.2 psf 75.0 psf -12.8 psf No net uplift on floor slab Flexure Mu = -1.024 k -ft/ft d = 3 in As (transverse) #4 © -24 in MD OR #5 @ -37 in MD Transverse As (long) #4 c 18 in MD Transverse Alternate: 6x6 WWM (dia = 0.192 In, area = 0.058 In2ift) at MD Slab Shear capacity adequate. E collons + smith structural engineers 485 Front Steet N - Suite F -3 Issaquah, WA 98027 p: 425.369.1101 • f: 425.369.1157 Project 4501Eutldtng Vault Project k . 01-105 Bate By PRW . 4501 Vault - Permit 8/29/2007 Page 18 of 34 Sketch Sheet ti Project Information 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Geotechnial Report Reference Cornerstone Geotechnical, inc CG File No. 2113 dated July 13th, 2006 Vault Geometry Length Width Cell 1 Cell 2 Lid Thickness Soil grade over vault Max. Min. Under Side of Vault Lid Top of Vault Lid Vault Bottom Footing Drain Elevation Loading Criteria AASHTO Loading Surcharge Equivalent Loading Geotechnical Design Values Allowable Soil Bearing Native Soil 3,000 psf Struct'l Fill 3,000 psf EFP actve Drained EFP we Saturated EFP passive EFP uniform - seismi EFP uniform - gravity Friction Coeff. Soil Density Lid Density Material Strengths Concrete Walls Footings Lid 6_Beam Loads.xls 1 8/23/2007 2:41 PM 45 kip firetruck outrigger [H20, H25, 45 kip] 318 psf - Equiv uniform LL that equals AASHTO Loading for Footing Design 260 psf - Wall Design (geotech's standard 2 ft fill for traffic load) 130 psf uniform thrust - Wall Design 2.00 ft of additional fill - Wall Design 65 85 200 155 0.35 130 84 Reinforcing Steel Rebar WWM pcf Pcf Pcf psf psf Geometry for beam loads 56.00 ft - Interior Dimensions 20.00 ft - Interior Dimensions 20.00 ft - Interior Dimensions 1.04 ft Poi pcf (85 pcf =HCP, 150 = Concrete) 3,000 psi 3,000 psi 3,000 psi 60,000 psi 40,000 psi Project Number 07 -105 31.01 ft Wall Height 10.14 ft 29.51 ft 27.01 ft Soil Cover 28.05 ft 16.87 ft 17.87 ft - Tie 4" perforated pipe to Pessure Relief Valves 2.96 ft - Maximum 1.46 ft - Minimum 4501 Vault - Permit 8/29/2007 Page 19 of 34 45 45 kip wheel load 12.64 Depth 6 ft. wheel space 28.28 ft. load width 1,591 plf - out - rigger load 3,182 plf - where pressures overlap 318 psf - w equiv at out - rigger Vaults with 4" topping slabs are typically governed by 100 psf loading 24.5 Seismic load of 24.5 x wall height / 1.6. Actual seismic load fa Uniform pressure of 0 x wall height. Live load factor = 1.6 Project information 4501 Building Vault Project Number 07 -105 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 Interior Footing Loading > Loads for beam Footing Thickness 15.00 in Wall Thickness 10.00 in Tributary Width 20 ft Concrete Strength 3,000 psi Rebar Grade 60,000 psi Design Loads Service Dead Soil 385 psf Lid 88 psf Wall Ftg weight Live Surchar 318 psf Width 6.36 ft Use 7.50 ft Wall Load for Beam Design Soil Bearing Service 2,546 psf DL 9,835 plf Factored 3,829 psf LL 6,630 plf - uniform load LL 3,182 plf - at 45 kip wheel overlap Moment Mu 21.3 kip-ft Use greater LL for slender wall design Shear Vu 10.4 kip Wall Compressive Stress at Mid - height Vn 12.2 kip P service 17,099 plf Vc 15.8 kips - OK fa 142 psi Fa 180 psi Reinforcing Longitudinal Reinforcing Options: 13 #4 8.684 plf 8 #5 8.344 plf 6 #6 9.012 plf 6 Beam Loads.xls 4 8/23/2007 2:41 PM Transverse Reinforcing Options: #4 @ 4 in o/c #5 @ 6 in o/c #6 @ 9 in o/c #7 @ 13 in o/c Soil grade over vault 31.01 ft Wall Height 10.14 ft Service Factored 8,012 plf 11,217 plf 1,823 plf 2,552 plf 1,268 plf 1,775 plf 1,359 plf 1,903 plf 6,630 plf 11,271 plf 19,092 plf 28,718 plf 4501 Vault - Permit, 8/29/2007 Page 20 of 34 Project 4501 Building Vault 4501 South 134th Place City of Tukwila Wayne Jones Lakeridge Development PO Box 146 Renton, WA 98057 10 ft Beam at Interior Wall Beam Data Width 12.00 in Depth 60.00 in Concrete 3,000 psi Shear Reinf #4 Length 10.00 ft Reinforcing 60,000 psi Loading Uniform DL = 9.835 klf LL = 6.630 klf Concentrated Load PI = kips at mid -span Design Shear Vu = 116.6 kips Vn = 137.1 kips Vc = 74.9 kips Vs = 62.2 kips Av = 0.4 in Flexure Legs 2 Cover = 3in s= Minimum of(Av*Fy"dNsord/2) — > #4 Stirrup @21 In wu Uniform 23.3 klf Pu Point 0.0 kips Mu = 291.4 kip-ft 4 /3 *As = 1.55 in Options: (8) #4, (5) #5, (4) #6, 4/3 rho 4501 Vault - Permit 8/29/2007 Page 21 of 34 collons + smith structural engineers 485 Front Steet N - Suite F -3 Issaquah, WA 98027 p: 425,369.1101 • f: 425.369.1157 • Prokct 4501 Budding Vault Protect Ia 01-105 Bete Iv DWI 4501 Vault - Permit 8/29/2007 Page22of34 Sketch Sheet at EnudirMW NM= Ell IRRP MIN= _ u v1111I9REN UM' 1111111111 111111•111111 611 MINIM 1111111111111111111111111111 111111111•11111 • 1111111%WW1-. NM. yvv1/41 MIME ■II I j , 1 Ell 1 IIIMMIMMINOMMIAKII IIMIIII l mom 1111111111111 MI ammumnimmim t2 ±c ►t'' _ ££%V) -, , ,,, ,,, ,, • ,,, •••••••v• hH / - /% !/ H /! %/%H /H/% H /f!% %//%% 1J!///// H///%/ 1H1. �1H/ 1% 1 ! /. + % /A. + /.'l /lh)/J1111f%%1.. 4 Rev: 580003 User. KW -0605983, Ver5.8.0, 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Software Description General Information MaSt Width 12.000 in Depth 24.000 in Rebar: 2- # 6 d = 3.000 in 2 -# 6 d= 9.000 in 2 -# 6 d= 15.000 in 2 -# 6 d= 21.000 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 peed Load jive Load Short Term 108.000 k 74.000 k k Axial Loads Summary 12.00 x 24.00in Column, Rebar: Applied : Pu : Max Factored Allowable : Pn • Phl Q 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 ActualkLu /r ACI C -1 & C-2 DL ACI C -1 & C-2 LL ACI C -1 & C -2 ST ....seismic = ST • : 4501 Bldg Vault 10ft Beam Support Column 0.000 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 1.400 1.700 1.700 1.100 Rectangular Concrete Column Pc 3,000.0 psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separately 246 @ 3.00in, 246 @ 9.00in, 246 @ 15.00in, 246 © 21.00in ACI C -1 ACI C -2 ACI C-3 277.00 k 161.20 k 97.20 k 314.38 k 314.38 k 314.38 k 138.50 k -ft 6.000 in 1.00 6.000 in 138.50 k -ft 749.30 k 324.06 k 9.893 in Elastic Modulus ACI Eq. C - 1 16.1800 in 0.6500 34.0000 0.5458 1.0000 0.00 0.00 0.0000 1.0000 6.000 6.000 ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C -2 Group Factor ACI C-3 Dead Load Factor ACI C -3 Short Term Factor Title : Dsgnr: Description : Scope: Code Ref: ACI 318 -02,1997 UBC, 2003 IBC, 2003 NFPA 5000 75.60 k -ft 6.000 in 1.00 6.000 in 75.60 k -ft 749.30 k 324.06 k 9.893 in 3,122.0 ksi ACI Eq. C 16.1800 in 0.6500 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 6.000 6.000 0.750 0.900 1.300 Total Height Unbraced Length Eff. Length Factor Column is BRACED 5 1 Vault - Permit 007 Date: 1:58PM, 97 Page 1 4501 bldg vau8.ecvr.Calculabons Column is OK 48.60 k -ft 6.000 in 1.00 6.000 in 48.60 k -ft 749.30 k 324.06 k 9.893 in Beta ACI Eq. C -3 16.1800 in 0.6500 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 6.000 in 6.000 in Add'! "0.9" Factor for Seismic 10.140 ft 0.000 ft 1.000 Eccentricity 6.000 in :Hdd %%1x.xcx :4,,, :%%1%/ %4%%%N//%: %fii% /% ///Nh /'%///7 AV / %:£Ye4£" 0.850 Add'! "1 Factor for Seismic 1.400 0.900 4501 Vault - Permit 8/29/2007 Page 24 of 34 608.805 547.925 487.044 426.163 365.283 304.402 243.522 182.641 121.761 60.880 00. Axial : Pn•phi (k) 4501 Vault - Permit 8/29/2007 Page 25 of 34 Pu,Mu uu(E 9-2) :15 .2k,755kft0 Pu,Mu (Eq 9.3) : 97.2k, 48.5k-ft 0 • 17.3 34.7 52.0 69.4 86.7 104.1 Moment : Mn•pni (k-ft) 121.4 138.8 156.1 173.5 Rev: 580003 User. KW -0605983, Ver 5.8.0, 1- Nov -2006 (c)1983 -2006 ENERCALC Engineering Softvare Description 4501 Bldg Vault Beam support wall column General Information Code Ref: ACI 318 -02,1997 UBC, 2003 IBC, 2003 NFPA 5000 Width Depth Rebar: 2- # 6 d = 2.000 in 2- # 6 d = 10.000 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 jive Load Short Term 54.000 k 37.000 k k Axial Loads 12.00 x 12.00in Column, Rebar: 2-#6 @ 2.00in, 246 @ 10.00in ACI C -1 ACI C-2 Applied : Pu : Max Factored 138.50 k 75.60 k Allowable : Pn *Phi @ Design Ecc. 139.96 k 139.96 k 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 Rectangular Concrete Column 0.000 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El /1000 Pc: pi "2EI /(kLu) "2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta 12.000 in fc 3,000.0 psi 12.000 in Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separately 46.17 k -ft 4.000 in 1.00 4.000 in 46.17 k -ft 374.65 k 149.58 k 6.294 in Elastic Modulus 3,122.0 ksi ACI Ea. C -1 ACI Ea. C -2 7.3800 in 7.3800 in 0.6500 0.6500 34.0000 34.0000 0.5458 1.0000 1.0000 1.0000 0.00 0.00 0.00 0.00 0.0000 0.0000 1.0000 1.0000 4.000 4.000 4.000 4.000 LACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C -2 Group Factor ACI C -3 Dead Load Factor ACI C -3 Short Term Factor 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 Title : Dsgnr: Description : Scope: 25.20 k -ft 4.000 in 1.00 4.000 in 25.20 k -ft 374.65 k 149.58 k 6.294 in Total Height Unbraced Length Eff. Length Factor Column is BRACED fk Vault - Permit . Date: 1:57PM, 007 A e 9734 ACI C-3 48.60 k 139.96 k 16.20 k -ft 4.000 in 1.00 4.000 in 16.20 k -ft 374.65 k 149.58 k 6.294 in Beta ACI Ea. C -3 7.3800 in 0.6500 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 4.000 in 4.000 in Page 1 4501 bldg vautt.ecw:Calculations 10.140 ft 0.000 ft 1.000 Eccentricity 4.000 in Column is OK 0.850 Add "I "1.4" Factor for Seismic 0.750 0.900 Add"! "0.9" Factor for Seismic 0.900 1.300 1.400 4501 Vault - Permit 8/29/2007 Page 27 of 34 4501 Vault - Permit 8/29/2007 Page 28 of 34 304.402 273.962 243.522 213.081 182.641 152.201 121.761 91.320 60.880 30.440 • Pu, M u (E 9-1i: 138.5k, 46.1 k -ft • Pu,Mu (Eq 9.2) : 75.6k, 25.1k -ft Pu,Mu (Eq 9 -333) : 48.6k, 16.1k -ft 0011 5.1 10.2 15.3 26.4 25.5 30.6 - 35.7 40.8 45:9 5 .0 Axial : Pn•phi (k) Moment : Mn`pni (k -ft) collons .s. smith structure =Onset 485 Front Sleet N > Suite F -3 Issaquah, WA 98627 in 425.369.1 101 ,. E 425.369.1157 Footing Design Vault Column Footing L 0 A D S S O L S C 0 N C R E T E D E S G N Project: 4501 Bldg Number. 07-1 05 Date: Page: Dead Load (DL): Live Load (LL): Snow Load (SL): 108,000 lbs. 74,0g) lbs. 0 lbs. Total Load = TL = DL +LL +SL = 182,000 lbs. Ultimate Load = U = 1.2DL + 1.6LL = 248,000 lbs. or U = 1.2DL + 1.OLL + 1.6SL = 203,600 lbs. Assumed Allowable Soil Bearing Pressure, P = 3.000 psf Required Bearing Area = TL/P = Provide footing with side length, L = side length, L2 = Actual Soil Bearing, w = TU(Li1L2) = Ultimate Soil Bearing, wu = U /L ^2 = 60.67 sq.ft. 3.09 feet 7.'50 feet 3,000 psf 4,088 psf Concrete Strength, f = 3,000 psi Depth of Footing, h = Depth to Reinforcement, d = 1 5 inches 11.5 inches Base Plate Dimensions: dl = d2 = Beam Shear, V„ = Punching Shear, V„ = Maximum Footing Moment, L2 span, M„ = F = Ld^2/12000 = K„ =M„/F= 12 inches 24 inches 79.3 kips 224.3 kips Beam Shear Strength, 4) V„ = 85.0 kips > 79.3 kips - ok Punching Shear Strength, 0 V„ = 223.0 kips > 224.3 kips - N.G. Maximum Fooling Moment, L1 span, M„ = 270.4 kip-feet F = Ld ^2/12000 = 1.1 K„ = M„ /F = 252.8 p(req) = 0.005442 A s(fee = pA = 5.63 sq.in. 215.6 kip -feet 1.0 217.3 p(req) = 0.00439: A 8(fe4) = pA = 4.905489 sq.in. Provide: 8.1 foot by 7.5 foot by 15 inch thick footing with O Use (29) #4 bars in the long direction, and or (14) #6 short = 6B5 (25) #4 bars in the short direction. (12) #6 long = 6B5 i 4501 Vault - Permit 8/29/2007 Page 29 of 34 collons « smith structural engineers 485 Front Steel N > Suite F-3 bsaguah, WA 98027 In 425.359.1101 E 425.369.1157 Footing Design C 0 N C R E T E D E S G N Vault Wall Column Footing L 0 A D S S O L S Project: 4501 8k1;1 Number. 07••105 Date: Page: Dead Load (DL): Live Load (LL): Snow Load (SL): 54,000 lbs. 37,000 lbs. 0 lbs. Total Load = TL = DL +LL +SL = 91,000 lbs. Ultimate Load = U = 1.2DL + 1.6LL = 124,000 lbs. or U = 1.2DL + 1.OLL + 1.6SL = 101,800 lbs. Assumed Allowable Soil Bearing Pressure, P = 3.000 psf Required Bearing Area = TL/P = Provide footing with side length, L = side length, L2 = Actual Soil Bearing, w = TU(L = Ultimate Soil Bearing, wu = U /LA2 = 30.33 sq.ft 7.50 feet 4.04 feet 3,000 psf 4,088 psf Concrete Strength, fc' = Depth of Footing, h = Depth to Reinforcement, d = 3,000 psi 15 inches 11.5 inches Base Plate Dimensions: dl = d2 = Beam Shear, V„ = Punching Shear, V„ = Beam Shear Strength, cp V„ = Maximum Footing Moment, L1 span, M. _ F = LdA2/1 2000 = K„ =M„/F= Maximum Footing Moment, L2 span, M„ = F = L&'2/12000 = K„ = M„/F = 12 inches 12 inches 37.9 kips 108.3 kips p(req) = 0.004395 A wes) = PAc = 2.45 sq.in. P(req) = 0.001894 A s(req) = pA = 1.960486 sq.in. 45.9 kips > 37.9 kips - ok Punching Shear Strength, 4> V„ = 177.6 kips > 108.3 kips - ok 215.6 kip -feet 1.0 217.3 33.8 kip -feet 0.5 63.2 Provide: 7.5 foot by 4.0 foot by 15 inch thick footing with Option Use (13) #4 bars in the long direction, and or (7) #6 short = 685 (10) #4 bars in the short direction. (6) #6 long = 6B5 i 4501 Vault - Permit 8/29/2007 Page 30 of 34 4501 Vault - Permit 8/29/2007 Project Page 31 of 34 Riser Property Detention Vault City of Redmond Dave Hartley ARH & Associates 8811 South 218th Street Kent, WA 98031 (253) 479-9505 10ft x 6ft Slab at East end of vault Soil depth Soil density Soil weight Slab thickness Minimum Rebar Cover (bottom) Slab density Slab weight Live Loads Point Load 2 kips Tire contact area 18 inch square Pressure area a top of slab 2.3 sq ft Pressure 889 psf Beam span 10 ft Uniform Loads Slab 150 plf Live 50 plf Total Dead Load 200 plf 2 kip 889 plf A-rn 4.3 ft B-m 1.5 ft Total Uve Load 667 lb - reaction at A to caculate moment Flexure Moment - uniform Moment - 45 kip Moment - total Shear Oft 130 pcf 0 psf 12 in 1.5 in 150 pcf 150 psf 2,500 lb -ft 3,083 lb -ft 5,583 lb -ft A-v 1.0 ft B-v 1.5 ft Shear - uniform 1,000 lb Shear -45 kip 1,100 lb Shear - Total 2,100 lb - service Live Load Span Point load = 2k Concrete Design design - width 12.0 in Design - depth 10.5 in Concrete strength 4,000 psi Flexure Reinforcement 60,000 psi Shear Reinforcement #3 legs 0 (beams only) Shear Vu = Vn = Vc = Vs = Flexure Mu = 8.9 kip -ft 4/3 *As = 0.26 in 4/3 rho Pressure Area 3.4 kips/ft 4.5 kips/ft 15.9 kips /ft OK -11.5 kips/ft For slab design this value must be less than 0. Depth OK Options: (2) #4, (1) #5, (1) #6, E collons 4 smith structural engineers 485 Front Steet N - Suite F -3 Issaquah, WA 98027 p: 425.369.1101 • f. 425.369.1157 O L0071.S ._. Dg l fs0 CGC.*. S Qcor Gar►Titot. 4SSC -1E L ZI r u ca-A �L- ? r• c Cam. �- d.14r ( s 10 Z ) tA3 r pm s - - - Z � t \tG t,._...... I_t __..... 34 6=34 ,,r &X ) z, r /t �)? �vr Project Project No. 01 Date By 4501 Vault - Permit, 7 8/29/2007 kber Law ocr agg r 32 of 34 tiIccp) Z sS', tp Z Sketch Sheet d collons + smith structural engineers 485 Front Steet N • Suite F -3 Issaquah, WA 98027 p:425.369.1101 • f:425.369.1 157 Protect 450f 8utidtng Vault Protect to. 01-105 Date By 4501 Vault - Permit 8/29/2007 Page 33 of 34 Sketch Sheet X 41 by L,/ collons 4. smith structural engineers 485 Front Steet N • Suite F-3 Issaquah, WA 98027 p: 425.369.1101 f: 425.369.1157 : I : , 1 • _ 1.....H„.Z.4.?•........WftD........ . , P4 t%' TA tteer7;.6) v\? s4t-F7 * i p"op4f• r- 2.1)( Zir" p Dopif S A Y. 00 psp= zroifor AN):!t_ IXlO 4i 2.1" p p4, 7 z SitE/t4 1 +: 2 -C I 2..)4 ( Z77,27 vo Pglitir ; o■ • Project Prolect Date BY if;' k L , L iS: 174) c c42 Asi= 1 6: 4 ' O _ 3 ) .• 4501 Vault - Permit 8/29/2007 Page 34 of 34 67. Sketch Sheet s 12 -03 -2008 WAYNE JONES PO BOX 146 RENTON WA 98057 RE: Permit No. D07 -366 4501 S 134 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 Codes, Uniform Plumbing/Fuel Gas Code and/or the National Electrical Code, every permit issued by the Building Division under the provisions of the 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 issuance, 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 International Codes, Uniform Plumbing/Fuel Gas Code and/or the National Electrical Code does allow the Building Official to approve one extension of time for an additional period not exceeding 180 days. 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 01/03/2009 , your permit will become null and void and any further work on the project will require a new permit application and associated fees: Thank you for your cooperation in this matter. Sincerely, xc: er Marshall Technician Permit File No. D07 -366 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 02 -12 -2008 WAYNE JONES PO BOX 146 RENTON WA 98057 RE: Permit Application No. D07 -366 4501 S 134 PL TUKW Dear Permit Applicant: In reviewing our current permit application files, it appears that your permit application applied for on 09/17/2007 , has not been issued by the City of Tukwila Permit Center. Per the International Codes, Uniform Plumbing Code and/or the National Electrical Code, every permit application not issued within 180 days from the date of application shall expire by limitation and become null and void. Your permit application expires on 03/15/2008 . If you choose to pursue your project, a written request for extension of your application addressed to the Building Official, demonstrating justifiable cause, will need to be received at the Permit Center prior to your expiration date of 03/15/2008. If it is determined that an extension is granted, your application will be extended for an additional 90 days from the expiration date. In the event we do not receive your written request for extension, your permit application will become null and void and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, 4, x c: 'fer Marshall t Technician Permit File No. D07 -366 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 collons 4- smith f' structural engineers September 27, 2007 Ms. Jennifer Marshall City of Tukwila Department of Community Development 6300 Southcenter Blvd Suite 100 Tukwila, WA 98188 RE: Letter of Incomplete Application #1 Development Permit Application D07 -366 4501 Building — 4501 S 1 34th PI Dear Ms. Marshall, 485 Front Street North, Suite F -3 Issaquah, WA 98027 Below is our response to the letter you wrote to Wayne Jones dated September 19, 2007 regarding the proposed detention vault at 4501 S 1 34th Place, Tukwila, Washington. Your letter to Mr. Jones included a Determination of Completeness Memo from Allen Johannessen dated September 18, 2003. The item numbers below correspond to those in the referenced letters. Public Works Department Comments I. Cut and fill information is not normally shown on the structural drawings. Refer to the civil engineers drawings for this information. 2. Copies of the geotechnical report and subsequent memoranda from Thor Christensen of Cornerstone Geotechnical, Inc. are attached. If you require additional information or clarification contact Cornerstone Geotechnical at (425) 844 -1977. 3. A footing drain system tied to pressure relief valves (PRV) was used in lieu of a footing drain system tied to a down - stream pipe because the invert elevation of the down- stream pipe was too high and would result in a net uplift force on the floor slab. PRV's allow water collected by the footing drain system to drain into the vault when the water level inside the vault is below the invert of the PRV. The PRV's were set at an elevation so the net uplift on the slab was minimal and easily resisted by the slab reinforcing. A cut sheet for the PRV used is attached to this document. 4. A modified version of the Standard Construction Plan Note noted in Bulletin B2 was added to sheet S2. We modified the wording to comply with language in the geotechnical report and to limit our exposure to unfounded claims against our Errors & Omissions insurance policy. RECEIVED CITY OF TUKWILA SEP28Zi PERMIT CENTER tel: 425.369.1101 fax: 425.369.1157 INCOMPLETE 6p04 4 .4511 ■100 D07 -366 2 September 27, 2007 Determination of Completeness Memo I. On sheet S2, the reference to the 2003 IBC was changed to 2006 IBC. The calculations and plans did not change. If there are any question regarding these responses please contact me Sincerely, Collons + Smith Structural Engineers, Inc. Bryan L. Collons, PE, SE End. EY.PIRES 11/2:171(Y, VALVES AND GATES R- 5000 -2 Series Pressure Relief Valves Pressure relief valves are suitable for sub -grade concrete tanks of all kinds. Outside water pressure forces the relief valve open and allows water to enter the tank. This tends to control buoyancy of tank and prevents floating. All valves furnished standard with neoprene seat mountings unless otherwise specified. Alternate bronze seat mounting available on special order. Specify: 1. Catalog number. 2. "L" dimension. 3. Standard neoprene seat mounting. 4. Bronze seat mounting at extra charge. Dimensions in inches Catalog Flange Lid Length No. Type I.D. Dia. Dia. L R -5000 C 4 6 6 10,12,14,16,18,25 R -5001 A 4 6 6 3 /4 12 R- 5001 -1 A 6 8 8 12,26 R -5002 B 4 9 5 12,24 TYPE A UNDERORAIN R- 5001 -1 Type A Valve 288 M .'11: R -5002 Type B Valve sow F-41 Type C R -5000 Type C Self- contained lock, neo- prene seating and removable grate. September 19, 2007 Wayne Jones PO Box 146 Renton WA 98057 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # I Development Permit Application D07 -366 4501 Building — 4501 S 134 P1 Dear Mr. Jones: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on September 17, 2007 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions concerning the attached comments. Public Works Department: Joanna Spencer at 206 431 -2440 if you have any questions concerning the following comments. 1. Show cubic yards of cut and fill on plan for vault installation. 2. Submit copy of geotech report referenced on Sheet Sl, it should include recommendations for underground vault construction. Is a leveling pad needed? 3. Footing drains on Sheet S4 — where do they tie in? 4. Add geotech note and contacts per attached. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenzer service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, arshall hnician Enclosures File: D07 -366 P tPermit Center\Incomplete Letters \2007\D07 -366 Incomplete Ltr #1.DOC wer `r ' Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Determination of Completeness Memo Date: September 18, 2007 Project Name: 4501 Building Detention Vault Permit #: 007 -366 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. The plans provided reference compliance with the 2003 International Building Code. The 2006 building codes became effective as of July 1 2007. Review construction plans and documents for compliance with 2006 building codes. Make changes to the code specifications shown on the cover page induding any other code specifications within the plan set to show plans comply with current 2006 building codes. Engineer's calculations shall show current code compliance consistent with the plan set. Should there be questions concerning the above requirements, contact the Building Division at 206431 -3670. No further comments at this time. CITY OF TUKWILA Public Works Department 206 - 433-0179 BULLETIN B2 STANDARD CONSTRUCTION PLAN NOTES Locations shown for existing utilities are approximate. Prior to starting construction, Contact ONE -CALL (1- 800 - 424-5555) for utility locations. CONTACTS 1. Project Manager Provide Name and Contact Number 2. Design Engineer Provide Name and Contact Number 3. Owner. Provide Name and Contact Number 4. Other: Provide Name and Contact Number GEOTECHNICAL NOTE I, , the architect/structural engineer, reviewed the geotechnical report, titled , prepared by and dated . I understand the report's recommendations, I explained to the Owner the risks due to slides and I incorporated the recommendations into the design. I established measures to reduce potential risk of injury or damage that might be caused by any earth movement predicted in the report. Signature Approved 05.16.02 Revised 02.21.03 Revised 06.09.04 1 Date The following standard notes should be modified to fit the project, before they are included on the plans. ACTIVITY NUMBER: D07 -366 DATE: 04 -17 -08 PROJECT NAME: 4501 BUILDING DETENTION VAULT SITE ADDRESS: 4501 S 134 PL Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENTS: ° 41t I d i : ivi ion Public Works Complete Comments: Documents/routing slip.doc 2 -28-02 �--' PERMIT COORD COPY �- PLAN REVIEW /ROUTING SLIP APPROVALS OR CORRECTIONS: Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: Planning Division ❑ Permit Coordinator DUE DATE: 04-22-08 Not Applicable ❑ No further Review Required DATE: DATE: n n DUE DATE: 05-20-08 Approved n Approved with Conditions ❑ Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 - 366 DATE: 09 -28 -07 PROJECT NAME: 4501 BUILDING DETENTION VAULT SITE ADDRESS: 4501 S 134 PL Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: 1 ui • mg Division Public Works 1Z no w\ l0 -6171 Complete Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 ' PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP hf(. 10 -1-01 Fire Prevention LAI Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ TUES/THURS ROU NG: Please Route Structural Review Required REVIEWER'S INITIALS: 13 iivu AP 10' Planning Division ❑ Permit Coordinator DUE DATE: 10 -02-07 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: No further Review Required DATE: DUE DATE: 10-30-07 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Li Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D07 -366 DATE: 09 -17 -07 PROJECT NAME: 4501 BUILDING DETENTION VAULT SITE ADDRESS: 4501 S 134 PL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: ��01 Build] g Publi Wp '♦ ETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Dl I ( i t ' LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bld Fire ❑ Ping ❑ P45 Staff Initials: i TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28-02 PERMIT COORD COPY �. PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Planning Division ❑ Permit Coordinator DUE DATE: 09 -18-07 Not Applicable ❑ No further Review Required DATE: DATE: DUE DATE: 10-16-07 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS STAFF INITIALS 4 - a K Summary of Revision: 7— (0( Received by: REVISION NO. DATE RECEIVED STAFF INITIALS STAFF INITIALS ISSUED DATE STAFF INITIALS 4 - a K J &P1 7— (0( Received by: wit Summ of Revision: ` v;s_e. I ■1 04-t.€ 41 I he 6 IA) e0 re. G,LS aver_ V Pf rtAte t v ; {te\ IMALI .1k o k it u h `` Received by: \Af, y � h izug REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: PROJECT NAME: L ISD 1 1:,t J . )at (t PERMIT NO: D6 r 3 �D ORIGINAL ISSUE DATE: a SITE ADDRESS: L0 1 S ( 4 �I REVISION LOG (please print) (please print) (please print) (please print) (please print) C§ Date: 7i1 (a S \r' City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http : //www.ci.tukwila.wa.us 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 # ❑ Revision # after Permit is Issued APR 212008 ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 4Cd \ T3U 1 L)I'11iN (, — Mrti.3T1tM 11/9 - ul r- Project Address: 4b( Sox1 ?t 36 PL Contact Person: "' r - S Phone Number: -S 7 9 7 Summary of Revision: R+. !Li 1 )i- ° No L Hw>uts Sheet Number(s): 1 S2 l S 3 S 4 SS "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 ji ( ?-1 applicationslfom s- applications on linclrevision submittal Created: 8 -13 -2004 Revised: Plan Check/Permit Number: t) CD Stse. Steven M. Mullet, Mayor Steve Lancaster, Director RECEIVED CITv OF TT itom A PERMIT CENTER Received at the City of Tukwila Permit Center by: iii( A E ntered in Permits Plus on ‘applicationslfornu- applications on lincrevision submittal Created: 8 -13 -2004 Revised: 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: Y//-7 9 Plan Check/Permit Number: ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # l after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Project Name: 4 J 1T Project Address: I-/S0 I S. / 34 L Contact Person: e , -1/✓6 v r- Phone Number: 206- 39 —7 ei Summary of Revision: Re(-1s L- l t, j A V T1 L l be ,4 Ha LGoG --402& ' A-4 /`�O�r hprGL p�e�ilrti4 , Sheet Number(s): ` S' 5 "Cloud" or highlig t all areas of revision including date of revision .r) o 34 G Steven M Mullet, Mayor Steve Lancaster, Director RECEIVED CITY OF TUKwu APR 17 2008 PERMIT CENTER Se• 262007 1. •••M Fax 'Station 1 Sev.26. 2007 12:32PM LAKERIDGE DEV INC 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: hrrr: /h+ww.ci.tuk.witn.wa_ Received at the City of Tukwila Permit Center by: Entered in Permits Plus on en` 2 Sheet Number(s): _.. "Cloud" or highlight all areas o rev i ncluding date of revision ',applicutionv Itwills - app i wliona on Ii11C\ivvisiu11 n01111lul (muted: >< -(3 -2004 rc�w +sec +: S!. No.2693 P. 5 Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be subinitted in person at the Permit Center.' Revision owill He' twee fi thrqugh the mail, fax, etc. A; t 1 / l Date: a( �` 2W 1 Plan Check/Permit Number: D07 -366 s Response to Incomplete Letter # I _ RECEIVED CITY OF TuKWR.A ❑ Response to Correction 1.ettcsr # ❑ Revision # after Permit is Tssucd ❑ Revision requested by it City Building Inspector or Plans Examiner SEP 28 2007! PERMIT CENTER Project Name: 4501 Building Detention Vault Project Address: 4501 S 134 P1 i J L f� t Phone Number: as . 50 it / Contact Tcrson: ' Summary of Revision: _ _ 1. A• iS eolecA e 2. ved %8G rr eir.".ce. Business Owner Information Name Role Effective Date Expiration Date JONES, WM WAYNE JR 01/01/1980 FERGUSON- JONES, DEBRA 01/01/1980 FERGUSON, DEBRA 01/01/1980 01/01/1980 Look Up a Contractor, Electrir 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. License Information License Licensee Name Licensee Type UBI Ind. Ins. Account Id Business Type Address 1 Address 2 City County State Zip Phone Status Specialty 1 Specialty 2 Effective Date Expiration Date Suspend Date Separation Date Parent Company Previous License Next License Associated License LAKERDI099NF LAKERIDGE DEVELOPMENT INC CONSTRUCTION CONTRACTOR 601177065 CORPORATION PO BOX 146 RENTON KING WA 980570146 4252289750 ACTIVE GENERAL UNUSED 8/6/1991 2/11/2010 LAKERDI930QA Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date DEVELOPERS SURETY & Until https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= LAKERDI099NF 02/12/2008 P L_ General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS.) CRITERIA ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2006 EDITION. n DESIGN LOADING CRITERIA: LIVE LOAD - PLANK 4 CLOSURE DESIGN LIVE LOAD - MANHOLE 4 GRATE DESI6N DEAD LOAD - HGP DEAD LOAD - SOLID SLAB H525 -44 or 45 KIP (}ORST CASE) H520 -44 1 - 6 " to 4' -8" OF DIRT 0" OF DIRT STRUCTURAL DRAWIN65 SHALL BE USED IN CONJUNCTION WITH CIVIL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY CIVIL ENGINEER OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. CONTRACTOR- INITIATED GHAN6E5 SHALL BE SUBMITTED IN WRITIN6 TO THE CIVL AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWIN65 ONLY WILL NOT SATISFY THIS REQUIREMENT. 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 CIVIL AND THE STRUCTURAL ENGINEER. ALL STRUCTURAL SYSTEMS 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. SHOP DRAWIN65 FOR REINFORGIN6 STEEL SHALL BE SUBMITTED TO THE CIVIL AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THEX ITEMS. CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1 /S" = 1' -0° SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRAWINGS. SHOP DRAWIN6 REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE DOPY. THE REPRODUCIBLE SHALL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT BY INDICATING WHICH MATERIAL I5 INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWIN6 SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED, EITHER PRIOR TO OR AFTER, SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. SHOP DRAWINGS OF DE5I6N BUILD COMPONENTS, INGLUDIN6 UTILITY VAULT LIDS AND MANHOLES SHALL INCLUDE THE DE5I6NIN6 PROFESSIONAL EN6INEER'5 STAMP, STATE OF WASHINGTON, AND SHALL BE APPROVED BY THE COMPONENT DE5I6NER PRIOR TO CURSORY REVIEW BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER I5 RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON CIVIL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST. INSPECTION: CONCRETE CONSTRUCTION, STRUCTURAL STEEL FABRICATION AND ERECTION (INGLUDIN6 FIELD WELDING AND HIGH- STRENGTH FIELD BOLTING), EXPANSION BOLTS, THREADED EXPANSION INSERTS, AND EPDXY GROUTED INSTALLATION SHALL BE SUPERVISED IN ACCORDANCE WITH SECTION 1101 OF THE UBG AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTIN6 AGENCY DESIGNATED BY THE CIVIL. THE CIVIL AND STRUCTURAL ENGINEER SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS. GEOTEGHN I GAL FOUNDATION NOTE5: SUB6RADE PREPARATION INGLUDIN6 DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE 6EOTECHNICAL ENGINEER. FOOTINGS SHALL BEAR ON FIRMM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL, AT LEAST 15" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ ELEVATIONS SHOWN ON THE DRAWINGS ARE MINIMUM AND FOR 6UIDANCE ONLY THE ACTUAL ELEVATIONS OF FOOTIN65 SHALL BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND 6EOTECHNICAL ENGINEER. BACKFILL BEHIND ALL RETAININ6 WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE 6EOTEGHNICAL REPORT. ALLOWABLE SOIL PRESSURE - NATIVE SOIL DENSITY GOEFFICENT OF FRICTION LATERAL EARTH PRESSURE - PASSIVE: ACTIVE: RESTRAINED WALLS - DENTENTION VAULT WALLS - ACTIVE (DRAINED - LEVEL BACKFILL): - ACTIVE (SEISMIC) : - ACTIVE (SATURATED) : 6E0TECHNICAL REPORT SCE: CONERSTONE 6EOTECHNICAL, INC. REPORT NO. C6 FILE NO. 2113 DATED: JULY 13, 2006 3,000 P5F 150 PCF 0.35 200 PCF 65 PCF 24.5 H 85 PCF COLLONS 4 SMITH STRUCTURAL ENGINEERS HAS REVIEWED THE 6EOTECHNIGAL REPORT TITLED GS FILE NO. 2115 PREPARED BY CORNERSTONE 6EOTECCHNICAL, ING DATED JULY 13, 2006. THE REPORTS RECOMMENDATIONS HERE INCORPORATED INTO THE DESIGN. General Notes 17 CONCRETE CONCRETE SHALL BE MIXED, SECTION 1105 AND AGI 301 TYPE OF CONSTRUCTION A. FOOTIN65 B. EXTERIOR WALLS C. INTERIOR WALLS D. GROUT E. CLOSURE SLABS, BEAMS 4 CURBS F. VOID FILL PROPORTIONED, CONVEYED AND . STREN6TH5 AT 28 DAYS AND 28 PAY STREN6TH ( 3,000 PSI 3,000 PSI 3,000 PSI 3,000 PSI 5,000 P5I 3,000 PSI REVISIONS No changes shall be made to the scope' of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal , and may include additional plan review fees. j PLACED IN ACCORDANCE WITH IBC MIX CRITERIA SHALL BE AS FOLLOWS: MINIMUM CEMENT CONTENT MAX. W/C PER CUBIC YARD RATIO 4 SACKS 4 SACKS 4 SACKS 4 SACKS 0.53 0.53 0.53 0.44 0.53 4 SACKS 0.53 THE MINIMUM AMOUNTS OF GEMENTITIOUS MATERIAL MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX I5 SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACIN6 ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE A66RE6ATE, WATER AND ADMIXTURES, AS WELL AS THE WATER - GEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH AGI 3I6 -11, CHAPTER 5. REVIEW OF MIX SUBMITTALS BY THE EN6INEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS 6ENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO FREEZE -THAW CYCLE SHALL BE AIR- ENTRAINED WITH AN AIR - CONTENT CONFORMIN6 TO IBC TABLE 1104.2.1. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT 51), GRADE 60, fy = 60,000 PSI. EXCEPTIONS: BARS SPECIFICALLY NOTED AS SUCH ON THE DRAWINGS SHALL BE GRADE 40, fy = 40,000 PSI. 6RADE 60 REINFORGIN6 BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM A106. REINFORCEMENT COMPLYIN6 WITH ASTM A615(51) MAY BE WELDED ONLY IF THE CONTRACTOR SUBMITS MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. D1 4. REINFORCING STEEL SHALL BE DETAILED (INGLUDIN6 HOOKS AND BENDS) IN ACCORDANCE WITH AGI 315 -12 AND 318 -qq. LAP ALL CONTINUOUS REINFORCEMENT ( #5 AND SMALLER) 40 BAR DIAMETERS OR 2' -0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND Fh00TIN6 INTERSECTIONS. LAP CORNER BARS ( #5 AND SMALLER) 40 BAR DIAMETERS OR 2' -0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH AGI 31b-qq, CLASS B. LAP ADJACENT MATS OF MELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWIN65 OR APPROVED BY THE STRUCTURAL EN6INEER. CONCRETE PROTECTION (COVER) FOR REINFORCIN6 STEEL SHALL BE AS FOLLOWS: FOOTIN65 AND OTHER UNFORMED SURFACES CAST A6AINST AND PERMANENTLY EXPOSED TO EARTH: 3" FORMED SURFACES EXPOSED TO EARTH (1.e. WALLS BELOW GROUND) OR TO WEATHER ( #6 BARS OR LARGER) ( #5 BARS OR SMALLER) COLUMN TIES (OR SPIRALS) AND BEAM STIRRUPS SLABS AND WALLS (INTERIOR FACE) GREATER OF (BAR DIAMETER PLUS 1 /S') or 3 " 4 CAST -IN- PLACE CONCRETE: SEE CIVIL DRAWIN65 FOR EXACT LOCATIONS AND DIMENSIONS OF PIPE PENETRATIONS AND OPENINGS IN CONCRETE WALLS AND VAULT LID. (206 x TOP $ BOT OUTSIDE CELLS (2) #4 x I INSIDE CELLS GROUT DAM 0 Z- I I • • DOWELS PER 5 /5I I (5) #4 x ((5) #4 ® SIM) 6" #5 x )(1.tx TOP 4 BOT (4)PLACES A 5 /5I Manhole Opening wl Knee Wall 1 \ REINF PER 11/54 48 (7)#4 x ° (� @ 6" + ( x 4S BOTTOM. TRIM HORIZ LEG M.H. OPENING 1 II I II 3 " CLR 11= II=II1E1III =11 =11 DOWEL PER IS /5I (2)#4 CONT CORNER BARS TO MATCH EXTERIOR HORIZ REINF Ls ADDITIONAL VERT BARS SINGLE CURTAIN CORNER BARS W/ STD HOOK TO MATCH CROSS WALL HORIZ REINF (ALT HOOKS) (• CR055 WALL Corner Bars 9 MINIMUM STRAIGHT DEVELOPMENT LENGTH ( ) BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS #3 #4 #5 # #3 #4 #5 #6 # #4 # 5 #6 f 'c = 3000 PSI f'c = 4000 to 5000 P5I 16" 22" 21" 35 " 21" 25" 35" 46" 65" I3" IT" 21" 21" "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER 15 LESS THAN 2x THE DIAMETER OF THE BAR OR THE CENTER -TO- CENTER SPACING 15 LESS THAN (4) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 43 %. MINIMUM LAP SPLICE LENGTHS ( L (CLASS B) f 'c = 3000 PSI f'c = 4000 to 5000 P51 BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS 16" 22" 21" 35" 45" "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS LESS THAN 2x THE DIAMETER OF THE BAR OR THE CENTER -TO- CENTER SPACING 15 LESS THAN (4) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 43%. MINIMUM EMBEDMENT LENGTHS (Ldh) FOR STANDARD END HOOKS A. for general uses: BAR SIZE f'c = 3000 PSI f'c = 4000 to 5000 PSI 6 „ 6" S II 10" 14" II" 23" 31" IS" 24 " 30" 54 11 ?R Q" 12" 10" I. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2I". 2. END COVER FOR 10° HOOKS MUST BE EQUAL TO OR GREATER THAN 2 ". 12" 15" IS" 24" 16" II" 23" 31" 42" Reinforcement Development Length and Splice Schedule 19 (2)ADD'L #5 x I2' -O" @ OPENING WALL PER 52 m 11= II III =11 ID JAN 0 3 2009 0 #'1 GALY SMOOTH STEEL #5 GALV DEFORMED REBAR Cr) I 9 SEE KING COUNTY ROAD STANDARDS (KCRS) DWG 2 -011 TO INSTALL 4 FOR INFORMATION NOT SHOWN HERE Prefabricated Ladder 10 VERT. REINF. PER WALL SECTIONS WITH ADD'L VERT. BAR EACH SIDE OF OPENING HORIZ. REINF. PER WALL SECTIONS acute: 44" = 1' -0", u.on. Typical Wall Penetration 1 5 90 ny Permit Rio, MAW./ RECEIVED CITY OF TUKWILA APR 2 1 2008 PERMIT CENTER Plar review approval is subject to errors not and omissions. AP Pr pr' t' .� 1 C(}r1 ` (: ►; H' �I' :., ocuments does not authorize the vi ► f = do code or ordinance. Receipt o± app = ; _ Id conditions is acknowledged: By Date: City of Tukwila BUILDING DIVISION RBJISION N0, DO1-,5 APPROVED FOR CONSTRUCTION BY: DATE: CITY ENGINEER Typical Manhole 0 enin 5 0 0 z } z J W 0 a i O I- 0 0 U 0 J 0 0 V) W w V) Lai z W J 0 I- w z O 0 0 EXPIRES 11/02/2008 collons smith structural engineers 485 Front Steet N ° Suite F -3 Issaquah, WA 98027 p: 425.369.1101 f: 425.369.1157 SHEET TITLE 01 -105 JOB NO.: KLS DRAWN: BLC DESIGNED: 5/21/01 DATE: SHEET NUMBER: LA LA CO Q 0 NO. DATE REVISION 8/24/O1 Permit Submitted I '1/21/01 Permit Comments 2 4/18/08 Owner Revisions General Structural Notes Details SI WALL SCHEDULE WALL GALLDUT THICKNESS REINFORCING INSIDE FACE OUTSIDE FACE CENTER VERT HORIZ VERT HORIZ VERT HORIZ 3 1_ 3 11 10" 6VS 4H10 -- -- -- -- I W -A I 10" 4VI8 4HI8 4VI8 4HI8 -- -- I IN-5 I FOOTING SCHEDULE PLAN CALLOUT WIDTH DEPTH REINFORCING LONG TRANS 7' -6" 15" SEE PLAN 6' -0'I 15" (7)#5 5510 3 1_ 3 11 1 (404 -- P 0 0 0 in 0 \ 0 16.65' 16.65' W -A 18/54 A), 3 1_ 3 11 16.65' 10 11 1' - • L 1 4' -0" 10/54 J OFF 3/55 S/S5 , z 4 -0" f 4 1_ 0 " 4 1_ 0 11 10' -0" L 0 4 2 1_ 0 " 25' -6" 5/54 (2)PLACES M LEGEND X' (8) 5 B 15 0 6B5 I -O" D3 CD 0 15/55 30" LAP A TOP OF CONCRETE W -A l '_ 0 " IW - A I WALL PER SCHEDULE THIS SHEET O. ACCESS LADDER. SEE 10/51 PRV PER NOTE 6 xxx INVERT ELEVATION QUANTITY (WHERE SPECIFIED) BAR SIZE "T" TOP, "M" MIDDLE OR "B" BOTTOM 1 '� @ SPACING oc (EQ. SPACE IF NOT SPECIFIED) SLOPE co m CD SLOPE 40 1_ 0 11 FOUNDATION PLAN NOTES I. SLAB ON GRADE ELEVATION VARIES SEE PLAN AND CIVIL PLAN. SLAB SHALL BE 4" THICK WITH 6x6- 1.12.1x1N2.q WWF @ MID -DEPTH OF SLAB. 2. HORIZONTAL CONTROL BY OTHERS. 3. SEE I5 /SI FOR REINFORCING REQUIREMENTS AT WALL PENETRATIONS. 4. OWNER TO VERIFY GEOTECHNICAL INFORMATION SHOWN ON SHEET 51 PRIOR TO PLACING CONCRETE 5. CONTRACTOR $ VAULT BUILDER COORDINATE STRUCTURAL DRAWINGS WITH CIVIL DRAWINGS PRIOR TO SURVEYING OR SETTING FORM WORK TO CONFIRM DATA ON DRAWINGS 6. PRESSURE RELIEF VALVE SHALL BE NEENAH 'R -5002 TYPE B' VALVE. TIE TO DRAIN TILE WITH TEE FITTINGS. Foundation Plan Scale: i" = 1' -0" 5B10 0 SLAB -ON -GRADE PER NOTE I 33'-0" PERFORATED DRAIN TILE. SEE 11/54 TIE TO PRY lei/54 0 0 (4)PLACES 17/54 - -J 4/54 L 4 1 L IQ 1 I T • 41_011 I — 12 ' rP OUTLET, I.F.2016' o 3 1_ 3 11 A IS/54 16.37' I W -A I 16.37' 0 0 I. EQUALLY SPACE LONGITUDINAL BARS ACROSS FOOTING WIDTH JAN 0 3 2000 n NO CHANGES THIS SHEET. RECEIVED CITY OF TUKWILA APR 21 2008 PERMIT CENTER APPROVED FOR CONSTRUCTION BY: CITY ENGINEER DATE: EXPIRES 11/02/2008 collons smith structural engineers 485 Front Steet N Suite F -3 Issaquah, WA 98027 p: 425.369,1101 f: 425.369.1157 E a) Q Lel `n ‘ Crs L 0 ce eCI SHEET TITLE CO c 0 C cv a.+ NO. DATE REVISION 8/2c1 /o7 Permit Submittal I 4/21/01 Permit Gomments 2 4/18/08 Owner Revisions Foundation Plan 07 -105 JOB NO.: KLS DRAWN: BLC DESIGNED: S/2q/07 DATE: SHEET NUMBER: S 2 P 4 1/54 5x10 OPENING W/ VENTED REMOVABLE GRATE. RIM EL = 241.46' MH RIM EL = 315' : IS /51 5IM \SS °.,,.. ••.,.... •``-- - - - -.. ` ....-"\........ 2/54 /(4)PLACES 3.45't 19/54 Soil Cover Plan Scale: N.T.S. • CONFIRM DEPTH OF SOIL COVER WITH CIVIL DRAWINGS PRIOR TO DESIGNING PLANKS • • 4.66'± 4.66'± NORTH LID PLAN NOTES I. SEE GENERAL NOTES FOR LOADING CRITERIA 2. PLANKS ARE 12/2" THICK PRECAST, PRESTRESSED, MANUFACTURED BY CONCRETE TECHNOLOGY, INC. TACOMA, WASHINGTON. CONTACT: RON BRU55EAU AT (206) 254 - 3. VERIFIY ELEVATIONS AND DESIGN SOIL DEPTHS SHOWN WITH CURRENT CIVIL GRADING PLAN. BAR LEGEND (8) 5 B 15 QUANTITY (WHERE SPECIFIED) BAR SIZE "T" TOP, "M" MIDDLE OR "B" BOTTOM @ SPACING oc (EQ. SPACE T IF NOT SPECIFIED) H.C.P. Lid Plan Scale: %" = I' -0" 11/54 NORTH 18/51 24"4) OPENING (3)PLACES MH RIM EL = 3211' 15/54 MH RIM EL = 32.1I't IS /5I SIM S A S 5' P s (ete JAN 0 3 2009 n NO CHANGES THIS SHEET. RECEIVED CITY OF TUKWIL A APR 21 2008 PERMIT CENTER APPROVED FOR CONSTRUCTION BY: CITY ENGINEER DATE: 1) U EXPIRES 11/02/2008 collons smith structural engineers 485 Front Steet N Suite F -3 Issaquah, WA 98027 p: 425.369.1101 f: 425.369.1157 I NO. DATE REVISION 6/2q /0T Permit Submittal I 4/27/01 Permit Comments 2 4/15/0S Owner Revisions SHEET TITLE H.G.P. Lid Plan 01 -I05 JOB NO.: ICS DRAWN: BLC DESIGNED: 8/21/01 DATE: SHEET NUMBER: S3 AND OR FINAL DESIGN CONTENT AND USE OF SAME WITHIN THESE DRAWINGS OR PLANS. NO PORTION OF THE DESfGN OR PLANS ARE TO BE REPRODUCED, CHANGED, OR ASSIGNED TO A THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION FROM COLLONS + SMITH STRUCTURAL ENGINEERS C) 200B COLLONS + SMITH STRUCTURAL ENGINEERS RESERVES ITS COMMONLAW COPYRIGHT TO THE PRELIMINARY ---' I r �rHhIHI .- 1 - i i ( -- - ---, 4 II, IIIIIII i i •Sx2S, GR 50 5555- - -T -- i i i i i i - --r- - < 18/55 -- -- < - 12/S4 7 ___1 I I .� - . f ,.. \....;.. \... ,. y y,.._ i t �„ ,,�„ ,,i,,,, ..,�,,.���,,., „� °�•�' • °ter' 1 [I HOLLOW CORE PLANK PER NOTE 2, U.O.N. T.O. PLANK = 28.05' 1- A - 15/54, TIT P 4 1/54 5x10 OPENING W/ VENTED REMOVABLE GRATE. RIM EL = 241.46' MH RIM EL = 315' : IS /51 5IM \SS °.,,.. ••.,.... •``-- - - - -.. ` ....-"\........ 2/54 /(4)PLACES 3.45't 19/54 Soil Cover Plan Scale: N.T.S. • CONFIRM DEPTH OF SOIL COVER WITH CIVIL DRAWINGS PRIOR TO DESIGNING PLANKS • • 4.66'± 4.66'± NORTH LID PLAN NOTES I. SEE GENERAL NOTES FOR LOADING CRITERIA 2. PLANKS ARE 12/2" THICK PRECAST, PRESTRESSED, MANUFACTURED BY CONCRETE TECHNOLOGY, INC. TACOMA, WASHINGTON. CONTACT: RON BRU55EAU AT (206) 254 - 3. VERIFIY ELEVATIONS AND DESIGN SOIL DEPTHS SHOWN WITH CURRENT CIVIL GRADING PLAN. BAR LEGEND (8) 5 B 15 QUANTITY (WHERE SPECIFIED) BAR SIZE "T" TOP, "M" MIDDLE OR "B" BOTTOM @ SPACING oc (EQ. SPACE T IF NOT SPECIFIED) H.C.P. Lid Plan Scale: %" = I' -0" 11/54 NORTH 18/51 24"4) OPENING (3)PLACES MH RIM EL = 3211' 15/54 MH RIM EL = 32.1I't IS /5I SIM S A S 5' P s (ete JAN 0 3 2009 n NO CHANGES THIS SHEET. RECEIVED CITY OF TUKWIL A APR 21 2008 PERMIT CENTER APPROVED FOR CONSTRUCTION BY: CITY ENGINEER DATE: 1) U EXPIRES 11/02/2008 collons smith structural engineers 485 Front Steet N Suite F -3 Issaquah, WA 98027 p: 425.369.1101 f: 425.369.1157 I NO. DATE REVISION 6/2q /0T Permit Submittal I 4/27/01 Permit Comments 2 4/15/0S Owner Revisions SHEET TITLE H.G.P. Lid Plan 01 -I05 JOB NO.: ICS DRAWN: BLC DESIGNED: 8/21/01 DATE: SHEET NUMBER: S3 AND OR FINAL DESIGN CONTENT AND USE OF SAME WITHIN THESE DRAWINGS OR PLANS. NO PORTION OF THE DESfGN OR PLANS ARE TO BE REPRODUCED, CHANGED, OR ASSIGNED TO A THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION FROM COLLONS + SMITH STRUCTURAL ENGINEERS C) 200B COLLONS + SMITH STRUCTURAL ENGINEERS RESERVES ITS COMMONLAW COPYRIGHT TO THE PRELIMINARY P #4 x 24 LEG HORIZ EACH CELL - 11 =11= 11=-11=11 0 cv EMBED ANGLE AND GRATE PER GRATE SUPPLIER. BEAM PER PLAN )][ #4 @ 12" #4 @ 12" 211 WALL THICKNESS $ REINF PER 52 16 11 < #4 @ 12" BEAM PER PLAN W/ L5L HOLES TO RECEIVE WELDED THREADED STUDS ADD'L (605 @ 3" INSIDE FACE WALL THICKNESS 4 REINF PER 52 EXTEND VERT REINF TO TOP OF WALL POUR SLOT BY CTC # x fl @ 18" 10' -S /" 10 -0" 2 1 -0 " WALL THICKNESS $ REINF PER 52 WALL THICKNESS $ REINF PER 52 DOWEL PER Ici/54 CENTER IN NALL x 11 x II = 1 I II 11= CONTRACTOR'S OPTION 11 II � II • TILIII (2) #4 WIDTH PER PLAN (2) #4 #4 x 48" IN ALL CELLS W/ POUR SLOTS . v A • 4, • #5x30 "@ IS" "TRANS" REINF PER 52 "LONG" REINF PER 52 (2) x 6" NHS @ 3" L 5x5x% x bf +I W/ (2) W.T.S. AT BEAM GAUGE Scale: = 1' -O : Beam Seat ` L x F-- EL ILI ❑ 12 CY tn EE in 7 Interior Wall 1 E o 1 GROUT KEY SLAB -ON -GRADE PER PLAN i 1111E111 WALL THICKNESS $ REINF PER 52 EXTEND VERT REINF TO TOP OF WALL 1 BEVELED KEY VOLCLAY INATERSTOP RXIOIT. INSTALL PER MFR'S SPECIFICATIONS OR 4” PVC NATERSTOP x o o 2" CLR x II #3 x r l @ 12 "oc HORIZ ALT HOOKS (10) # ADD'L #5 @ OPENINGS 4 1 -0 " Support Wall Reinforcement ? 3 pp , 2 1 -0 " WIDTH PER PLAN 0 GRATE (2)#5 (2) #5 CV #5 x @ 12" ALT HOOK "LONG" REINF PER 52 #4 x© @ 10" CLOSURE POUR TO FILL HCP KEY OR GROUT ADD'L #4 ABOVE COLD JOINT. COLD JOINT DOES NOT NEED TO ALIGN W/ BOTTOM OF PLANK � — DRAINAGE MAT OR FREE DRAINING BACKFILL. CONTRACTOR'S OPTION. REFER TO GEOTECHNICAL ENGINEER'S REPORT FOOTING DRAIN: % el 11.81' MAX iibTIETOPRV Exterior Wall 18 BEAM PER PLAN 1w2 0 #4x I @ 12" HORIZ EA FACE (505 EA FACE ((605 EA FACE @ SIM) #4 @ 12" ADD'L (605 @ 3" INSIDE FACE WALL THICKNESS 4 REINF PER 52 EXTEND VERT REINF TO TOP OF WALL #4 x 24 LEG HORIZ IN ALL CELLS W/ POUR SLOTS POUR SLOT BY GIG WALL THICKNESS $ REINF PER 52 VOLCLAY WATERSTOP RXIOIT. INSTALL PER MFR'S SPECIFICATIONS OR 4" PVC WATERSTOP I %x3 BEVELED KEY SLAB-ON-GRADE PER PLAN x x x 4 1 -0 " ADD'L #5 @ OPENINGS • • • • • 2" CLR x x JI Support Wall Reinforcement 4 11 11 CONTRACTOR'S OPTION II II WIDTH PER PLAN 11 111E1111 (2)#4 CONT #5x13 @ 12" #5x @12" ALT HOOK FOOTING DRAIN: S el 11.87' MAX I TIE TO PRY "TRANS" REINF PER 52 "LONG" REINF PER 52 x x x 2" GLR • Scale: 44' = I' -0', u.on. I Exterior Wall 9 � — DRAINAGE MAT OR FREE DRAINING BACKFILL. CONTRACTOR'S OPTION. REFER TO GEOTECHNICAL ENGINEER'S REPORT (2)#5 #4 @ I2 "oc HORIZ EA FACE 4' -0" (505 EA FACE 3/54 V 00 II 1� I 0000 1111E111 4' -0" —11 11= 12' -0" 0000 = 11 =11= 11111 11 =11 11 ADD'L #5 @ OPENINGS DOWEL PER cf/SI 41 -0" 4' -O" (405 EA FACE (5)#5 EA FACE j i z z 4 U m U Scale, "- ' -0" ( Support Wall Reinforcement .( 1 , 3 a 0000 4 1 -0" 4' -0" JAN 0 3 2009 5/54 V (2)#5 DOWEL PER Q /SI (2) #5 4/54 ? V w U Q Scale: y' - I'-0 ) m Support Wall I 0 FILL VOID WITH HIGH STRENGTH GROUT Typ. Grouted Joint 15 n NO CHANGES THIS SHEET. RECEIVED CITY OF TUKWILA APR 21 2008 PERMIT CENTER 2" GLR APPROVED FOR CONSTRUCTION BY: CITY ENGINEER DATE: U w w z c� 1Y U 0 w z z U U) Z J d Q Z C7 N W a 0 1 0 4 0 z z a. a re 0 0 C7 a U, L g 1 W 0 w U] a 1- z W F- z 0 U 0 0 a } z U) a. Lu a 0 0 U z 0 0 U tn U) a LA U) 1n U) W z Z w J a 0 F- U] C" C" 0 0 0 U EXPIRES 11/02/2008 collons .... smith structural engineers 485 Front Steet N Suite F -3 Issaquah, WA 98027 p: 425.369.1101 f: 425.369.1157 vlso b�A • • > e Es ±:; D Ln Qo C 0 C oe NO. DATE REVISION 8 /2G /o7 Permit submittal I 0 1/27/01 Permit Comments 2 4/18/08 Owner Revisions SHEET TITLE Details O1-105 JOB Na: KLS DRAWN: BLC DESIGNED: S/21/D7 DATE: SHEET NUMBER: S4 \� 1 ......,•�� ,. 2 (6) #6 r • its X ID 8" * /' - O 0 (6)R0115 OF 111 11= (2)#5 x � 11= 11 =11= 111111 (204 PER 12/54 11- 11 =11 -11 BEAM WALL v 1 r ` I' -0" ' LAP WITH BEAM REINF IS/ (2)#5 x I0' -0" I � /S5 (2)5 x 25' -6" LAP 56" PER 52 (205 PER Iq /55 e121.01' f a 00 \ 00 3 0 0 0 0 0 010 0 0 0 O el 22.01' r 10" 1, 1. Pilaster 3 , , r (3)#5 x II' -6" (305 x II' -q" (3)#5 x 23' 6" : co i ( 7 1 #3 x © +C @ 8 " L _S STOP PILASTER REINF ® BOTTOM OF BEAM EXTEND (405 x 6' _ 15/55 I- STOP PILASTER REINF =•TTOM OF BEAM DOWELS INTO GNTR - OF BEAM pm 3/55 8/55 EXTEND (2) #5 x 6' DOWELS INTO CENTER riii ®I ¥ DOWELS TO MATC COLUMN VERTS Y .I ,I A *e116.81' . �' • :i: (4) #5 x 60" INTO BEAM SEE 11/55 1 -10" 11_O" q' -0" 2 -0" G11-0" 21_0:: (8) #6 1 1, ....■ 3 f Interior Scale: y" - I' -0" Elevation i 0 4 Column 8 1 1 • 1 2 I ° JAN 0 3 200 #5x© POUR SLOT CTC EVERY OTHER CELL el 21.01' 1111E111=11=11=11=11LIIII BY 1111 =11 -11 (2)#4 #4 x OTHER 48" EVERY CELL 111L111= II= II =II =11 111 11..-11 =11 =11 21.01' @8" C •a 4. _ �. • • v. ,. . • v • '• � 4 d • F -0 ; a 0. — _ o . -0. _ o . d , a • 4 _ • - v - d : a d m • d. a• n d v b . d y . S d a d .. ° s d' a.. d .. ck BEAM _� 11.11: el 20 ;\ � + el 22.01' 11_011 WALL PER PLAN o 4t5 12" r -_ s • • : (4)* TERMINATE HORIZ REINF IN PILASTER W/ 0 10° HOOKS x 28" @ #4x0@12" r r �_ : _. (205 @ 12" < BEAM PER 18/55 Pilaster @ Wall End 15 1 V t , ... NO CHANGES THIS SHEET. /N RECEIVED CITY OF Tl3K ILA APR 21 2008 PERMIT CENTER el 22.01' REINF PER 11/55 1 1_ 0 11 `'n 0 (405 x 6' DOWELS CENTER IN COLUMN. TIE TO BEAM ABOVE Beam COL 4 REINF 6/55 PER APPROVED FOR CONSTRUCTION BY: FOR CALL -OUTS IN COMMON SEE DETAIL 18 55 / Scale: 44 = I' -0', uon. Beam At Column cur ENGINEER DATE: EXPIRES 11/02/2008 collons .;. smith structural engineers 485 Front Steet N Suite F -3 Issaquah, WA 98027 p: 425369.1101 f: 425.369.1157 a CtS NO. DATE REVISION 8/2q/07 Permit Submittal I q/21/01 Permit Comments 2 4/18/08 Owner Revisions SHEET TITLE Details 01 -105 JOB NO.: KL5 DRAWN: BLC DESIGNED: 8 /2q /01 DATE: SHEET NUMBER: S5 // r � � �$� / ��l5HEII7 • - 5 / ▪ 777- 6/���- 7 6 ,6 4 60 �o A .6 1 AG PAYINCsN ::46.5 • RE ISER 6 - - ;_2t Por SS C.O. RIM =45.32 I.E. -37.38 MAX. PER C.O.T. DTL. S5 -03 (SEE SHT. 14) STA: 2+ 3 2.91, 28.06' RT. D.D.C.V. R C.O.T. DTL. WS-15 (SEE SHT. 14) STA: 2+76.89, 8.93' LT. 1-12" 90" BEND (MJ) W/ CONC. THRUST BLOCKING 1" DOMESTIC WATER SERVICE METER STA: 3 +52.61, 79.21' LT. 1 -2" 90` BEND (MJ) W/ CONC. THRUST BLOCKING i i i Ex. SSMH Rim - =19.11 I.E.=6.63 (SE) TEMPORARY BENCH I.E. =6.69 (SW) I.E. =6.40 (NW) I.E. =6.90 (NE 5' COMMUNICATIONS EASEMENT ♦ ♦ (REC. No. 8609151461) Ex. Curb /7 e e STA: 5 +46.29, '10.13' LT -12"x 6" EDUCER (FLxMJ) co 1 - 1 H ' TEE (FL) 1 -6 GA - ; VE (FL) 7LF 6" D.I. PIPE 1-FIRE HYDRANT ASS 1 -12" CAP (FL) (PER C.O.T. DM. WS -13) EX. INGREJSS` yGeORt. EIMMIT3LOCKING REC. No. 8855 STA: 3 1 -2" 9 Wi N 'call before you Dig. 1- 800 - 424 -5555 UNDERGROUND SERVICE (USA) AVOID CUTTING UNDERGROUND UTILITY LINES. IT°S COSTLY Ex. SS C.O. Rim =19.03 1 12.91 LT. ND (MJ) THRUST BLOCKING Ex. SS C.O. Rim =19.23 ♦ 2 a- 22- 30.41F\2" 2" D.I. (FIRE PRO CTION) Ex. SS C.O. Rim =30.11 NOTE: 27, 8 TEE (MJx STA: 2+32.85, 8.93' LT. 1 -12 "x 4" TEE (MJxFL) 1 -4" GATE VALVE (FLxFL) 1 -4 "x 2" REDUCER (FL AJ) W/ CONC. THRUST B7CKING 11 • LF 12" D.I. STA: 1-12"x 1-6" GATE 48LF 6" D.I \ 1' FIRE H / CON 32.6LF LT. (FLXMJ) PE (MJ) ANT ASSY. THRUST BLOCKING D.I. +75.53;\6 : ►, ' LT. 90` BEND J) CONC. THRUST LOCKING Ex. SS C.O. im�19.20 SAWCUT AND RESTORE PER C.O.T. DTL. RS -03 SEE SHT. 14) SS C.O. & TEST E RIM =19.79 PER C.O.T. DTL. SS 4 03 (SEE SHT. 14) Ex. SSMH Rim =19.35 I.E. =7.22 (SE) I.E. =7.03 (NW) EXISTING UTILITY LOCATIONS SHOWN HEREON ARE APPROXIMATE ONLY. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE EXACT VERTICAL AND HORIZONTAL LOCATION OF ALL EXISTING UNDER- GROUND UTILITIES PRIOR TO COMMENCING CONSTRUCTION. NO REPRESENTATION IS MADE THAT ALL EXISTING UTIUTIES ARE SHOWN HEREON. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR UTIUTIES NOT SHOWN OR UT1LJ11ES NOT SHOWN IN THEIR PROPER LOCATION. CALL BEFORE YOU DIG: 11-- 800- 424 -5555. NOTE: THRUST BLOCKING PER C.O.T. DTL. WS-12A 1 & 2 (SEE SHT. 14) ♦ ♦ ♦ S. ♦ WATER PIPE NOTE: ALL WATER PIPE SHALL BE DUCTILE IRON PIPE, CEMENT LINED, STANDARD THICKNESS, CLASS 52 MINIMUM, CONFORMING TO THE STANDARDS OF AWWA C -151. SEPARATE E4 IT REQUIRE C3 Mechanical O Electrical O plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION REVISIONS No chain , :, shall e rude to the of work WIYlout prior approval o e Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review I EXPIRES: I Ex. SSN H Rim= 22. 44 I.E.= 14.62 (SE) I.E. =14.44 (SW) I.E. =14.11 (NW) Ex. SSMH Rim =21.32 I.E. =8.52 (SE) I.E.= 8.46 (SW) I.E.= 8.13 (NW) I.E.= 8.32 (NE) N JAN 0 3 2009 ♦ City of Tukwila BUILDING DIVISION DALEY - -MORROW- POBLErE, INC. 726 AUBURN WAY NORTH AUBURN, WASHINGTON 98002 PHONE: (253)333 -2200 (FAX)333-2206 ENGINEERING - SURVEYING LAND PLANNING S! SS GAS PWR W REV. NO. ♦ DRAWN BY H.D.O. APPROVE .L.D. B: \Projects \06 -205 0 20 40 SCALE: 1 " =40' FOUND MON IN CASE a E P b Ee N LEGEND DATE EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. EX. SANITARY SEWER MANHOLE CATCH BASIN STORM DRAIN MANHOLE MAILBOX UTILITY POLE GUY ANCHOR POWER VAULT POWER CABINET TELEPHONE RISER STREET SIGN FIRE HYDRANT WATER METER WATER VALVE CYCLONE FENCE STORM DRAIN PIPE SANITARY SEWER PIPE GAS MAIN POWER UNE WATERMAIN C.O.T. = CITY OF TUKWILA REVIEWED FOR CODE COMPUANC PP_ .` VE NOV 5 2097 i SCALE 1 40' Of Tukwila QTYISITil \ N FILE COPY ` , Permit No, 1 N \ \\\// Plan renew �� ro : • \ � I � the viol =.1 • •TM �F e oT01lr. Aeq o f r.,�... i l' ". � _ t.'I. '.. ... • �._.� / CIT OF T SEP 1 7 2007 PtHMIT CENTE DESCRIPTION DRAWING 06205enq DATE 5/25/07 JOB# 06 -205 Lai=e Yard \dwq 06205enq.dwq 6/20/2007 11:28:11 AM PDT APPROVED CLIENT LAKERIDGE DEVELOPMENT, INC. P.O. BOX 146, RENTON, WA. 98055 PHONE No. (425) 228 -9750 PROJECT 4501 BUILDING WATER AND SANITARY SEWER PLAN SHEET C-12 OF 14 P General Structural Notes (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS) CRITERIA ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO, . ...., v .„ \ . . "., DRAWIN65, SPEGIFIGATIONS, AND THE INTERNATIONAL BUILDING CODE (IBG),('2006 EDITION DESIGN LOADING GRITERIA: LIVE LOAD - PLANK 4 CLOSURE DESI6N H525 -44 or 45 KIP (WORST CASE) LIVE LOAD - MANHOLE 4 GRATE DESIGN H520 -44 DEAD LOAD - HOP I' -6" to 4' -8" OF DIRT DEAD LOAD - SOLID SLAB 0" OF DIRT STRUCTURAL DRAWIN65 SHALL BE USED IN CONJUNCTION WITH CIVIL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY CIVIL EN6INLLR OF ALL DISCREPANCIES PRIOR TO CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE WORK. CONTRACTOR- INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE GIVE AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. GHAN6E5 SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE 6ENEiRAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDIGATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE CIVIL AND THE STRUCTURAL ENGINEER. ALL STRUCTURAL SYSTEMS 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. SHOP DRAWINGS FOR REINFORCING STEEL SHALL BE SUBMITTED TO THE CIVIL AND STRUCTURAL EN6INEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1 /8" = 1' -0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OFENIN65 FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP DRAWINGS. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD AND THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWIN65 PRIOR TO REVIEW BY ENGINEER OF RECORD. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY. THE REPRODUCIBLE SHALL BE MARKED AND RETURNED. SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE FABRICATION AND INSTALLATION METHODS. Ir BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED, EITHER PRIOR TO OR AFTER, SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE EN&INEER, THE DESI6N DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. SHOP DRAWINGS OF DE5I6N BUILD COMPONENTS, INGLUDIN6 UTILITY VAULT LIDS AND MANHOLES SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHIN6TON, AND 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 AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON CIVIL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST. INSPECTION: CONCRETE CONSTRUCTION, STRUCTURAL STEEL FABRICATION AND ERECTION (INGLUDIN6 FIELD WELDING AND HIGH- STRENGTH FIELD BOLTING), EXPANSION BOLTS, THREADED EXPANSION INSERTS, AND EPDXY &ROUTED INSTALLATION SHALL BE SUPERVISED IN ACCORDANCE WITH SECTION 1101 OF THE UBC AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTIN6 AGENCY DESIGNATED BY THE CIVIL. THE CIVIL AND STRUCTURAL ENGINEER SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION REPORTS AND TEST RESULTS. GEOTECHNICAL FOUNDATION NOTES: SUB6RADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE GEOTECHNICAL ENGINEER. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR CONTROLLED, COMPACTED STRUCTURAL FILL, AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS/ ELEVATIONS SHOWN ON THE DRAWINGS ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS SHALL BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND 6EOTEGHNIGAL ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE 6EOTECHNIGAL REPORT. ALLOWABLE SOIL PRESSURE - NATIVE SOIL DENSITY COEFFICENT OF FRICTION LATERAL EARTH PRESSURE - PASSIVE: ACTIVE: RESTRAINED WALLS - DENTENTION VAULT WALLS - ACTIVE (DRAINED - LEVEL BACKFILL): - ACTIVE (SEISMIC) : - ACTIVE (SATURATED) : 6EOTECHNICAL REPORT ICE: CONERSTONE 6EOTEGHNIGAL, INC. REPORT NO. C6 FILE NO. 2113 DATED: JULY 13, 2006 3,000 PSF 130 PCF 0.35 200 PCP 65 PCP 24.5 H 85 PGF COLLONS 4 SMITH STRUCTURAL EN6INEE i HAS REVIEWED THE 6EOTEGHNICAL REPORT TITLED G5 FILE NO. 2113 PREPARED BY CORNERSTONE 6EOTEGHNICAL, INC DATED JULY 13, 2006. THE REPORTS RECOMMENDATIONS WERE INCORPORATED INTO THE DESIGN. CONCRETE CONCRETE SHALL BE MIXED, SECTION I/05 AND AGI 301 TYPE OF CONSTRUCTION A. FOOTINGS B. EXTERIOR WALLS C. INTERIOR WALLS D. GROUT E. CLOSURE SLABS, BEAMS $ CURBS F. VOID FILL (2) #6 x TOP 4 SOT OUTSIDE CELLS (2) #4 x INSIDE CELLS GROUT DAM PROPORTIONED, CONVEYED AND . STRENGTHS AT 28 DAYS AND 28 DAY STRENGTH (fIc) 3,000 PSI 3,000 PSI 3,000 PSI 3,000 PSI 5,000 PSI PLACED IN ACCORDANCE WITH IBC MIX CRITERIA SHALL BE AS FOLLOWS: 4 SACKS 4 SACKS 4 SACKS 4 SACKS 3,000 PSI 4 SACKS CONCRETE PROTECTION (COVER) FOR REINFORGIN6 STEEL SHALL BE AS FOLLOWS: FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR TO WEATHER ( #6 BARS OR LARGER) ( #5 BARS OR SMALLER) COLUMN TIES (OR SPIRALS) AND BEAM STIRRUPS SLABS AND WALLS (INTERIOR FACE) GREATER OF (BAR DIAMETER PLUS 1 /8') or #5 x � �� TOP $ BOT (4)PLACES MINIMUM CEMENT CONTENT MAX. W/C PER CUBIC YARD RATIO 0.53 0.53 0.53 0.44 0.53 0.53 THE MINIMUM AMOUNTS OF CEMENTITIOUS MATERIAL MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF GENENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES, AS WELL AS THE WATER - CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318 -11, CHAPTER 5. REVIEW OF MIX SUBMITTALS BY THE ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL RESPONSIBILITY FOR SPECIFIED PERFORMANCE. ALL CONCRETE WITH SURFACES EXPOSED TO FROZE -THAN CYCLE SHALL BE AIR - ENTRAINED WITH AN AIR - CONTENT CONFORMING TO IBC TABLE 1104.2.1. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT 51), GRADE 60, fy = 60,000 PSI. EXCEPTIONS: BARS SPECIFICALLY NOTED AS SUCH ON THE DRAWINGS SHALL BE GRADE 40, fy = 40,000 PSI. GRADE 60 REINFORCING BARS WHICH ARE TO BE WELDED SHALL CONFORM TO ASTM A106. REINFORCEMENT COMPLYING WITH ASTM A6I5(51) MAY BE WELDED ONLY IF THE CONTRACTOR SUBMITS MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A.W.S. DI 4. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH AGI 315 -q2 AND 318 -11. LAP ALL CONTINUOUS REINFORCEMENT ( #5 AND SMALLER) 40 BAR DIAMETERS OR 2' -0" MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS ( #5 AND SMALLER) 40 BAR DIAMETERS OR 2' -0" MINIMUM. LAPS OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH AGI 318 -1q, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS OTHERWISE NOTED ON THE DRAWINGS OR APPROVED BY THE STRUCTURAL ENGINEER. FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" 2" I" 1y" 3" 4 CAST -IN -PLACE CONCRETE: SEE CIVIL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF PIPE PENETRATIONS AND OPENINGS IN CONCRETE WALLS AND VAULT LID. 5/SI REINF PER 19/54 Manhole Opening wl Knee Wall 18 E JAN 0 3 2009 4 CORNER BARS TO MATCH EXTERIOR HORIZ REINF L5 ADDITIONAL VERT BARS SINGLE CURTAIN CORNER BARS W/ STD HOOK TO MATCH CROSS WALL HORIZ REINF (ALT HOOKS) I GROSS WALL Corner Bars 9 MINIMUM STRAIGHT DEVELOPMENT LENGTH ( Ld ) #3 #4 #5 #5 # 7 BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS #3 #4 #5 #5 # 3 #4 #5 #6 f 'c = 3000 PSI f'c = 4000 to 5000 PSI I6" 22" 27" 35" "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER 15 LESS THAN 2x THE DIAMETER OF THE BAR OR THE CENTER -TO- CENTER SPACING IS LESS THAN (4) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 43%. MINIMUM LAP SPLICE LENGTHS ( L ) (CLASS B) f 'c = 3000 PSI f'c = 4000 to 5000 PSI BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS 21" 2S" 35" 45 " 63" 13" 11" 21" 21" 16" 22" 21" 35 " 4S" "TOP BARS" ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER 15 LESS THAN 2x THE DIAMETER OF THE BAR OR THE CENTER -TO- CENTER SPACING 15 LESS THAN (4) BAR DIAMETERS, THEN VALUES SHALL BE INCREASED BY 43%. MINIMUM EMBEDMENT LENGTHS (Ldh) FOR STANDARD END HOOKS A. for general uses: BAR SIZE f'c = 3000 PSI f'c = 4000 to 5000 PSI S S 10" 14" Iq" 23" 31" IS" 24" 30" 40' 54" 5 7 11 q " 12" 10" I. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2 2. END COVER FOR 1O° HOOKS MUST BE EQUAL TO OR GREATER THAN 2 ". 12" 15" IS" 24" 16" IQ" 23" 3I" 42" Reinforcement Development Length and Splice Schedule 1 9 36 (704 x ° P @ 6" + (7)#5 x 36 BOTTOM. TRIM HORIZ LEG M.H. OPENING FOR CALL -OUTS IN COMMON SEE DETAIL IS /SI 111E1111 i DOWEL PER IS /5I (2) #4 GONT 1 (2)ADD'L #5 x I2' - OPENING 3" WALL PER 52 GLR I I I I ID v - Typical Manhole Opening 4 Yp p 9 #'1 GALV SMOOTH STEEL *5 GALV DEFORMED REBAR cn I 0 b- Tr SEE KING COUNTY ROAD STANDARDS (KGRS) DWG 2 -011 TO INSTALL FOR INFORMATION NOT SHOWN HERE Prefabricated Ladder 10 VERT. REINF. PER WALL SECTIONS WITH ADD'L VERT. BAR EACH SIDE OF OPENING 1111111 I\ II I diP . . .�VE.a HORIZ. REINF. PER WALL SECTIONS aoe COMPLIANCE. � EVIEWEi� F o R ODE COMPLIANCE. City Of Tukwila LjilaDDYG DIVISION Scale: = I' -0', u.on. 4 Typical Wall Penetration I RECEIVED CITY OF TUKWILA SEP 2 8 2001 PERMIT CENTER INCOMPLETE LTR # KING COUNTY D.D.E.S. Review Engineer Review Engineer JAMES H. SANDERS, P.E. DEVELOPMENT ENGINEER Comments: Completion Date Completion Date Approval Date General Notes 17 11 EXPIRES 11/02/2008 collons smith structural engineers 485 Front Steet N Suite F -3 Issaquah, WA 98027 p: 425.369,1101 f: 425.369.1157 I' SHEET TITLE 01 -105 JOB NO.: KL5 DRAWN: BLC DESIGNED: 8/2 DATE: SHEET NUMBER: NO. DATE REVISION 8/29/07 Permit Submittal I 9/21/07 Permit Gomments General Structural Notes Details S1 l� WALL SCHEDULE WALL GALLOUT THICKNESS REINFORCING INSIDE FACE OUTSIDE FACE CENTER VERT HORIZ VERT HORIZ VERT HORIZ 3 1_ 3 11 10" 6VS 4H10 -- -- -- -- I W -A I 10" 4V18 4HI8 4VI8 4H15 -- -- I W - B I FOOTING SCHEDULE PLAN GALLOUT WIDTH DEPTH REINFORCING LONG TRANS 1'_6 15" SE PLAN 6' -0 15" (7)#5 5610 3 1_ 3 11 1 (404 -- I 16.87' 0 ;r 16.81' I W -A I 16.8 -' IS/54 10" V 3' -3" 1' -0" I (L) 1/55 10'_0" 4/54 0 6/55 11/54 2' -0" 11/55 25' -6" O LEGEND x' 6B5 10 m I5 /55 CO 30" LAP PRV PER NOTE 6 W -A SLOPE 1' -0' SLOPE WALL PER SCHEDULE THIS SHEET TOP OF CONCRETE ACCESS LADDER. SEE 10 /SI INVERT ELEVATION QUANTITY (WHERE SPECIFIED) BAR SIZE "T" TOP, "M" MIDDLE OR "B" BOTTOM @ SPACING oc (EQ. SPACE T IF NOT SPECIFIED) (8) 5 B 15 56' -2" CO CO W -B Scale: %" = I' -O" 5B10 SLAB -ON -GRADE PER NOTE 33' -2" —PERFORATED DRAIN TILE. SEE M/54 TIE TO PRV FOUNDATION PLAN NOTES Foundation Plan 11/54 ck BEAM ABOVE a 0 I. SLAB ON GRADE ELEVATION VARIES SEE PLAN AND CIVIL PLAN. SLAB SHALL BE 4" THICK WITH 6x6- 112.9x1 WWF @ MID -DEPTH OF SLAB. 2. HORIZONTAL CONTROL BY OTHERS. 3. SEE I5 /5I FOR REINFORCING REQUIREMENTS AT WALL PENETRATIONS. 4. OWNER TO VERIFY GEOTECHNICAL INFORMATION SHOWN ON SHEET 51 PRIOR TO PLACING CONCRETE 5. CONTRACTOR VAULT BUILDER COORDINATE STRUCTURAL DRAWINGS WITH CIVIL DRAWINGS PRIOR TO SURVEYING OR SETTING FORM WORK TO CONFIRM DATA ON DRAWINGS 6. PRESSURE RELIEF VALVE SHALL BE NEENAH 'R -5002 TYPE B' VALVE. TIE TO DRAIN TILE WITH TEE FITTINGS. 16.31' 11/54 I 16.31' 16.81' 5' -6' L I NORTH ILI _1 CA off- - 3(41 16.81' I2 "(17 OUTLET I.F. 20.16' 4/54 (5IM) (2)PLAGES 3 1_ 3 11 16.81 I 0 9 0 0 JL J I. EQUALLY SPACE LONGITUDINAL BARS ACROSS FOOTING WIDTH JAN 0 3 2009 E:t ED FOR CODE COMPLIANC: A PR iVED NOV •r,2007 City Of Tukwila IxL DING DIVISION NO CHANGES THIS SHEET. < RECEIVED CITY OF TUKWILA SEP 2 8 2007 PERMIT CENTER KING COUNTY D.D.E.S. Review Engineer Review Engineer JAMES H. SANDERS, P.E. DEVELOPMENT ENGINEER Comments: Completion Date Completion Date Approval Date EXPIRES 11/02/2008 collons smith structural engineers 485 Front Steet N . Suite F -3 Issaquah, WA 98027 p: 425.369.1101 f: 425.369.1157 E _ 0 a) ttO R3 • 01 -105 JOB NO.: KL5 DRAWN: BLG DESIGNED: S /2a /O1 DATE: SHEET NUMBER: NO. DATE REVISION 8/29/07 Permit Submittal I c1/21/01 Permit Comments SHEET TITLE Foundation Plan S2 1)7 P 24"O OPENING I8 /5I MH RIM EL = 81.62'± IS/54 se 12"4) VENT r — ) - 0 L T (I2)H.C.P. 4' -0" = 48' -0" 18/55 +nvvvvvvvvvv+nvv��`tivvv,v,v „vvh \ vvv,+ nvvvvvv��vlvvvvvvvv »vvvvvvvvvvvvvvvvvv 4 avvvvaavv�v�nvvnvvvVn,Vn ,vt\ 1�n �r „ . ��. vvvvvvvvvvvv, v' lvvvvtvvvvv+ t�,,, vv, v,,,, v,,,• n+ n, v,,,,,,,,,, vvvv.,, v, NV„t vv„ vv, Y .v,,,hvvvvvvrvv,vvvvvv,v,�v,,,� }J vvvvvvMVV v. vv vvvvr v � vvvvvvvvvvv+.Y.vv�rvvNVVVVVVV vvvvvvvvvvvvvvvvv `.vvvvvvvvvvv. 1.4' ± 1.4' ± 11/54 4.66' ± CONFIRM DEPTH OF SOIL COVER WITH CIVIL DRAWINGS PRIOR TO DESIGNING PLANKS 4.66' ± Soil Cover Plan Scale: N.T.S. (I2)H.C.P. ® 4' -0” = 48' -0" 01 ± 01± NORTH HOLLOW CORE PLANK PER NOTE 2, U.O.N. T.D. PLANK = 28.05' LID PLAN NOTES I. SEE GENERAL NOTES FOR LOADING CRITERIA 2. PLANKS ARE 12I" THICK PRECAST, PRESTRESSED, MANUFACTURED BY CONCRETE TECHNOLOGY, INC. TACOMA, WASHINGTON. CONTACT: RON BRUSSEAU AT (206) 284 -16II 3. VERIFIY ELEVATIONS AND DESIGN SOIL DEPTHS SHOWN WITH CURRENT CIVIL GRADING PLAN. BAR LEGEND (8)5B15 Scale: 1/4" = I' -0" H.C.P. Lid Plan 11/54 12/54 QUANTITY (WHERE SPECIFIED) BAR SIZE "T" TOP, "M" MIDDLE OR "B" BOTTOM @ SPACING oc (EQ. SPACE T IF NOT SPECIFIED) T.D. CURB VARIES RIFY IN/ CIVIL) A 15/54, TYP 2 ' -2 N 2' -2" 8/54 NORTH 11/54 S 10/55 -I 5/55 (2)PLACES 6/54 10/54 3/54 901 3v 5'xI0' OPENING W/ VENTED REMOVABLE GRATE $ 2 "x2' -3" HINGED ACCESS LID. RIM EL = 28.05' IT MILD REINF SLAB 8" THICK SOLID REMOVEABLE LID PER 8/55 RIM EL = 32.5'± JAN 0 3 2009 CODE COMPLIAN,' A ROV n City Of Tukwila 7, 71 DING NO CHANGES w THIS SHEET. RECEIVED CITY OF TUKWILA SEP 2 8 2007 PERMIT CENTER KING COUNTY D.D.E.S. Review Engineer Review Engineer JAMES H. SANDERS, P.E. DEVELOPMENT ENGINEER Comments: Completion Date Completion Date Approval Date collons smith structural engineers 485 Front Steet N Suite F -3 Issaquah, WA 98027 p: 425.369.1101 f: 425.369.1157 EXPIRES 11/02/2008 NO. DATE REVISION 8/21/07 Permit Submittal I q/21/o Permit Comments SHEET TITLE H.G.P. Lid PIan 01 -105 JOB NO.; DRAWN: BLC DESIGNED: 8/21/01 DATE: SHEET NUMBER: S3 7 KING COUNTY D.D.E.S. Review Engineer Completion Date Review Engineer Completion Date JAMES H. SANDERS, P.E. DEVELOPMENT ENGINEER Comments: Approval Date P 1 1111E111 = 11 =11 11=11= el varies 4 #4 @ 12" #4 x L @ IT SLAB a REirF PER PLAN \ WALL THICKNESS $ REINF PER 52 EXTEND VERT REINF TO TOP OF WALL #5 x 8' -0" @ 12 ", U.O.N. SLAB 4 REINF PER PLAN 6 #3XnT @ 18 11 WALL THICKNESS $ REINF PER S2 36 #4x " @ 12" ALT HOOK Scale° = l' -O Slab over 10" DBL C urtain Wall 16 L (204 IN GURB #4x36 " @1" EXTEND BAR TO TOP OR ADD #4 VERT @ IS ". EMBED 24" BELOW BOT OF PLANK SLAB 4 REINF PER PLAN WIDTH PER PLAN 4" FELT 4" BRG 4 WALL THICKNESS 4 REINF PER 52 EXTEND VERT REINF TO TOP OF WALL PLANK PER t3/S5 #4 @ 10" ADD'L (605 @ 3" INSIDE FACE eI 32.5' 4 (204 IN CURB #4 @ IS" ALONG DOWEL #4 @ 12 ". EXTEND 24" BELOW FINISH GRADE CONTRACTOR'S OPTION #4 x I @ 12" HORIZ EA FACE (505 EA FACE ((605 EA FACE @ SIM) #4 X 24 I LEG HORIZ IN ALL CELLS W/ POUR SLOTS WALL THICKNESS $ REINF PER 52 VOLGLAY WATERSTOP RXIOIT. INSTALL PER MFR'S SPECIFICATIONS OR 4" PVC WATERSTOP I BEVELED KEY 4' -0" (5' -0" @ 514 ADD'L #5 @ OPENINGS 2" GLR III1=1II WIDTH PER PLAN (2) #4 GONT 2" GLR DRAINAGE MAT OR FREE DRAINING BAGKFILL. CONTRACTOR'S OPTION. REFER TO GEOTECHNIGAL ENGINEER'S REPORT #5 x @ 12" ALT HOOK FOOTING DRAIN: o eI 11.51' MAX TO "TRANS" REINF PER 52 "LONG" REINF PER 52 eI 28.05' 4 4-44.14 A441, ROUGHEN SURFACE 36 #5 X @ Is" 3" POUR SLOT BY GTG #3 x I I � @ 18 " WALL THICKNESS 4 REINF PER 52 WALL THICKNESS 4 REINF PER 52 DOWEL PER 11/54 CENTER IN WALL 6 2 1 -0 " =11 =11= II= 1I =II 111E1111 (2) #4 #4 x 48" IN ALL CELLS W/ POUR SLOTS a (2) #4 • 145 x 30" @ IS" "TRANS" REINF PER 52 "LONG" REINF PER 52 2 H w oEt_ oa EL 12 CNI iZ U in Interior Wall 17 10' -S/" � S BEAM PER PLAN W/ LSL HOLES TO RECEIVE WELDED THREADED STUDS IO' -0" WALL THICKNESS $ REINF PER 52 EXTEND VERT REINF TO TOP OF WALL VOLGLAY WATERSTOP RXIOIT. INSTALL PER MFR'S SPECIFICATIONS OR 4" PVC WATERSTOP I hx3h BEVELED KEY SLAB -ON -GRADE PER PLAN — 2" GLR x rcDo 111E1111 x WIDTH PER PLAN (2)I/2"4) x 6" NHS @ 3" L 5x5x% x bf +I W/ (2) W.T.S. AT BEAM GAUGE Scale: = I' -0" 3 Beam Seat CLOSURE POUR TO FILL HGP KEY OR GROUT ADM #4 ABOVE GOLD JOINT. COLD JOINT DOES NOT NEED TO ALIGN IN/ BOTTOM OF PLANK 1-4 DRAINAGE MAT OR FREE DRAINING BAGKFILL. CONTRACTOR'S OPTION. REFER TO GEOTEGHNICAL ENGINEER'S REPORT #5 x @ 12" ALT HOOK 5 FOOTING DRAIN: o eI 11.81'MAX 2 gibTIE TO PRV "LONG" REINF PER 52 Exterior Wall 18 I' -O" VOq-(1)(p (205 @ 12" #4 x (3)#5 @ 10" 1111E111 PLANK PER 5/55 #4 @ 10" ADD'L (605 @ 3" INSIDE FACE tCd,..ViE\is, FO •& CODE COMPLIANU 4" BRG City Of Tukwila 'TI DING DWICION ._.�, JAN 0 3 2009 4 FELT el 32.5' 4 (204 IN CURB @ 8" #4@ IS" ALONG DOWEL #4 @ 12 ". EXTEND 24" BELOW FINISH GRADE CONTRACTOR'S OPTION FILL VOID WITH HIGH STRENGTH GROUT 5 10 Typ. Grouted Joint 15 ° NO CHANGES THIS SHEET. RECEIVED CITY OF TUKWILA SEP 2 8 2001 PERMIT CENTER collons smith structural engineers 485 Front Steet N Suite F -3 Issaquah, WA 98027 p: 425.369.1101 f: 425.369.1157 U EXPIRES 11/02/2008 E CL O a) Le) O 7:5 > Q X L CD m Q 2 cis c cc —J NO. DATE REVISION s/2q/07 Permit 5ubmlttal I q /21/01 Permit Comments SHEET TITLE Details 01 -105 JOB NO.: KL5 DRAWN: BLC DESIGNED: 5/21/01 DATE: SHEET NUMBER: S4 -7 KING COUNTY D.D.E.S. Review Engineer Completion Date Review Engineer Completion Date JAMES H. SANDERS, P.E. DEVELOPMENT ENGINEER Corn ments: Approval Date 0 ( BEAM WALL PER 52 (6)ROWS OF (2)#5 x LAP WITH BEAM REINF el 21.01' el 22.01' STOP PILASTER REINF @ BOTTOM OF BEAM EXTEND (205 x 6' DOWELS INTO CENTER OF BEAM e l 16.87' 1 0" 1, I' -O" I' -10" • 18/S5 00 1/55 V #3X © @8" (205 PER Ic1/55 #3 xn +L@ S" (405 x 6' -0" INTO BEAM SEE Iq/55 (8) #6 (205 x 10' -0" o00oo (305 x 11' -6" EXTEND (405 x 6' DOWELS INTO CNTR OF BEAM DOWELS TO MATC COLUMN VERTS Pilaster Column 6 6/55 V Iq/55 000 2 ' -O " I I I I I I I I (2)#5 x 23' - 6" (505 x II' -q" L- 0 (305 x 23' -6" STOP PILASTER REINF TTOM OF BEAM 0 ( (4)P -52 5L ANCHOR 2 TON 6/" (204 PER 12/54 LAP 36 " --� 3\000010000'0000 OC I' -0" 15/55 V 4B8 Scale: %' = 1' -0" 4 9 Interior Elevation 1 BAR LEGEND QUANTITY (WHERE SPECIFIED) BAR SIZE "T" TOP, "M" MIDDLE ORB BOTTOM @ SPACING oc (EQ. SPACE IF NOT SPECIFIED) (8)5 B 15 POUR SLOT BY CTC EVERY OTHER CELL el 2101' el 22.01' 2' -O" IIILI II III 0 •v a I' -2" 1YP 4 A l'-0" Removable Concrete Lid 8 (204 x 48" EVERY OTHER CELL #5 x 2S" @ 12" #4 x[1 @ 12" (205 @ 12" REINF PER 11/55 Beam 18 U cn el 27.01' 2: 1 7 1 X p < m #4 @ 16" SLAB d REINF PER PLAN • ... l' -0" (2)#5 #4x ® 10" (2)#5 (5)#5 I el 25.05' ± 1 .IIIIIMIMIII 4i/".. ill Viti://YA 1 BEAM PER PLAN ADD'L (6)#5 ®3" INSIDE FACE WALL THICKNESS 4 REINF PER 52 EXTEND VERT REINF TO TOP OF WALL ROUGHEN SURFACE ' COL # REINF PER 6/55 FOR CALL -OUTS IN COMMON SEE DETAIL I8/55 36 #5X,Q A 1111E111 2" GLR I I � el 22.01' I I I I v 111E1111 •.4 . 4 GRATE ROUGHEN SURFACE BEAM PER 18/55 (05 x 6' DOWELS CENTER IN COLUMN. TIE TO BEAM ABOVE Scale: 9a = 1 u.o.n. 4 n Beam At Column �V BEAM PER PLAN WALL THICKNESS 4 REINF PER 52 EXTEND VERT REINF TO TOP OF WALL #3xr l @S" . BEAM (4) #6 CODE C0 4pLIf .: 1 APPROV • CAty s G� t S� DING _ w el 28.05' ± ROUGHEN SURFACE e FT JAN 0 3 2009 5'x10' Opening 5 p 9 WALL PER PLAN TERMINATE HORIZ REINF IN PILASTER W/ q0° HOOKS Pilaster @ Wall End 15 10 NO CHANGES THIS SHEET. RECEIVED CITY OF TUKWILA SEP 2 8 2007 PERMIT CENTER collons smith structural engineers 485 Front Steet N Suite F -3 Issaquah, WA 98027 p: 425.369.1101 f: 425.369.1157 c� EXPIRES 11/02/2008 NO. DATE REVISION 8/29/01 Permit Submittal I 9/2 - 1/01 Permit Garments SHEET TITLE Details 07 -I05 JOB NO.: KL5 DRAWN: BLC DESIGNED: 5/21/01 DATE: SHEET NUMBER: S5 7 9