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Permit D06-326 - Pieper Water - Retention Vault
PIEPER WATER DETENTION VAULT 1708353AVS D06 -326 Parcel No.: 8125200232 Address: 17083 53 AV $ TUKW Suite No: Tenant: Name: PIEPER WATER RETENTION VAULT Address: 17083 53 AV S , TUKWILA WA Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 - 3670 Fax: 206- 431 -3665 Web site: httn. / /www.cttukwila.wa.us Owner: Name: PIEPER ALFRED JAMES +JULIA T Address: 17083 53RD AVE S , SEATTLE WA 98188 Phone: Contact Person: Name: HARRY SINGH Address: 21825 4 AV S , NORMANDY PK WA 98198 Phone: 206 261 -7857 Contractor: Name: JOHANSEN EXCAVATING INC Address: 597 MOUNTAIN VIEW AV , BUCKLEY WA 98321 Phone: 206 730 -0091 Contractor License No: JOHANEI954KZ DESCRIPTION OF WORK: STORM WATER RETENTION VAULT Value of Construction: Type of Fire Protection: Type of Construction: City of Tukwila $16,000.00 DEVELOPMENT PERMIT Fees Collected: $558.92 International Building Code Edition: 2003 Occupancy per IBC: * *continued on next page ** Permit Number: D06 -326 Issue Date: 10/30/2006 Permit Expires On: 04/28/2007 Expiration Date: 05/09/2007 Steven M. Mullet, Mayor Steve Lancaster, Director doc: IBC - 10/06 D06 -326 Printed: 10 -30 -2006 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N 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 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End 'rime: 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: N Private: Public: Water Meter: N I hereby certify that 1 have read and doc: IBC -10/06 Permit Center Authorized Signature /AJ,1V1 Print Name: /%L Permit Number: D06 -326 Issue Date: 10/30/2006 Permit Expires On: 04/28/2007 Date: 1OI�Oirsio Steven M. Mullet, Mayor Steve Lancaster, Director permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie h,\eh4ther specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the p - rformance of work. I am authorized ri to sign and obtain this development permit. Signature: 4 4v/ Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. 006 -326 Printed: 10-30-2006 Parcel No.: 8125200232 Address: Suite No: Tenant: 17083 53 AV S TURW 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us PIEPER WATER RETENTION VAULT PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D06 -326 ISSUED 08/23/2006 10/30/2006 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 and verifications for concrete construction shall be required. 5: 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. 6: 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. 7: 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. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: 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. * *continued on next page ** doc: Cond -10/06 D06 -326 Printed: 10 -30 -2006 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 -431 -3665 Web site: httn: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Date: doc: Cond -10/06 D06 -326 Printed: 10 -30 -2006 BITE LOCATIOl Company Name: Company Name: Mailing Address: CITY OF TUKWILA Community Developmet Public Works Department" Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 htto://www.ci.tukwila.wa.us Contact Person: ?AA 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** Mailing Address: 9 -a lig,epc 47N t E-Mail Address: Fax Number: Contractor Registration Number: 717144 A N F 1 V ARCHITECT. OF RECORD - All plans must be wet stamped by Architecfbf Record QiApplicadonwomu- Application Oa LineU -2006 - Permit Application doe Revised'. 4-2006 • bh King Co Assessor's Tax No.: '$t1-4 `& Floor: New Tenant: 0 .... Yes 0 ..No Site Address: /Riga 53 ,,c L i Suite Number: Tenant Name: ' Property Owners Name: 7 a' /N% f--/ d k /CI T- 474 Mailing Address: 2 /Sts et: nee so Neve antepe C State CONTACT 1)E121$91N // Name: 774W C A-)9f/ Day Telephone:a)A —2457— 76' 5.; Mailing Address: 2/K, S 01/Ve - ,'M k Abel-92w Cll State Zip E -Mail Address: Fax Number: 016 20 -- 072 GENERAL CONTRACTOR INFORMATION t (Contractor Information` for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Irt i l'(4%.-.4 1 Gt/A City Day Telephone: c State State Zip 2-6z- 7 as q 206 `13oa 1 Expiration Date: �Ci 9 ( 2 0n'4 Zip City Contact Person: Day Telephone: E -Mail Address: Fax Number: State ENGINEER OF RECORD All plans must be wet stamped by Engineer of Record Company Name: V 1 s SGf - 5/v (--n rNEg�i 6) � Mailing Address_'�C'SS TO • 34(4 L)Pt5./ St9 - -e- Z30 FC-PegAtLJ�-C/ 1-9 {t q�� ( City (state Zip Contact Person: ) Vg y 30,<F-Q Day Telephone: E -Mail Address: Fax Number: Page 1 of 6 t>vrt 1�mtiFO Valuation of Project (contractor's bid price): $ t 6 Scope of Work (please provide detailed information): S (Z01 wii— a12. t,uAA -r " dv J t # tar Existing Building Valuation: $ Will there be new rack storage? ❑ ..Yes ❑.. No (If yes, a separate permit and plan submittal will be required) Provide All Building Areas in Square Footage Below I Floor 2° Floor ? Floor Floors Basement Accessory Struerure* Attached Garage Detached Attached C rt Detached Carport Covered Deck -: Uncovered Deck Existing Interior Remodel .. Addition to. '. Existing , Structure Type of Cbnshvotgm pair tBC.' '` 'Cype of cupatioy per IBC 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 for 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: 5. 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 I1 paper indicating 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 UpplicadomWonns- Applicuions Ou Lin.V- 2006 - Permit Applicatioudoc ((wised: 4 -2006 bi, Page 2 of 6 Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty 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 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 Additional medical gas inlets/outlets — six or more 'PLUMBING AND GAS PIPING PERMIT INFORMATION 206=431 -3670 'PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: city Contact Person: Day Telephone: E -Mail Address: Fax Number: Expiration Date: Contractor Registration Number: Valuation of Project (contractor's bid price): S Scope of Work (please provide detailed information): Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below: Q: Applicatioo,Wonn -Appliutiom On Line\ -2006 - Perna Application.doc Revised: 4-2006 bh State Zip Page 5 of 6 Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER Signature: Print Name: Mailing Address: Date: 20 Day Telephone: 2 /-765 Ars if✓ ' L/ /✓ /• Jet', we a • • City State Zip Date Application Expires: 024*01 -- I Date Application Accepted: tfg 1 Q: Appliations\Fomis- Applications On LineV -20D6 - Permit Applicntion.doc Revised: 4 -2006 bb Staff ini[ial� Page 6 of 6 Receipt No.: R06 -01733 ACCOUNT ITEM LIST: Description doc: Receipt -06 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: //wwiv.cLtukwila.wa.us RECEIPT Parcel No.: 8125200232 Permit Number: D06 -326 Address: 17083 53 AV S TUHW Status: APPROVED Suite No: Applied Date: 08/23/2006 Applicant: PIEPER WATER RETENTION VAULT Issue Date: Initials: JEM Payment Date: 10/30/2006 08:56 AM User ID: 1165 Balance: $0.00 Payee: H.S. HOMES AND DEVELOPMENT INC. TRANSACTION LIST: Type Method Description Amount Payment Check 4895 333.24 Account Code Current Pmts 000/322.100 328.74 000/386.904 4.50 Total: $333.24 Payment Amount: $333.24 1248 10/30 9716 TOTAL 333?"ed: 10 -30 -2006 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 8125200232 Address 17083 53 AV S TUKW Suite No: Applicant: PIEPER SHORT PLAT Payee: H.S. HOMES AND DEVELOPMENT, INC. TRANSACTION LIST: Type Method Description Amount ACCOUNT ITEM LIST: Description Current Pmts PLAN CHECK - NONRES RECEIPT Receipt No.: R06 -01330 Payment Amount: 213.68 Initials: JEM Payment Date: 08/23/2006 03:14 PM User ID: 1165 Balance: 5333.24 Payment Check 4860 213.68 Account Code 000/345.830 213.68 Permit Number: D06 -326 Status: PENDING Applied Date: 08/23/2006 Issue Date: Total: 213.68 8954 08/23 9716 TOTAL 213.68 doe: Receipt - - - -- Printed: 08 -23 -2006 ACCOUNT ITEM LIST: Description Current Pmts City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 8125200232 Address: 17083 53 AV S TUKW Suite No: Applicant: PIEPER SHORT PLAT RECEIPT Receipt No.: R06 -01331 Payment Amount: 12.00 Initials: JEM Payment Date: 08/23/2006 03:16 PM User ID: 1165 Balance: $333.24 Payee: H.S. HOMES AND DEVELOPMENT, INC. TRANSACTION LIST: Type Method Description Amount Payment Check 4861 12.00 PHOTOCOPIES /DUP SERVICES Account Code 000/341.690 12.00 Permit Number: D06 -326 Status: PENDING Applied Date: 08/23/2006 Issue Date: Total: 12.00 8953 08/23 9716 TOTAL 12.00 doc: Receipt Printed: 08 -23 -2006 Prof e� aka Type of Inspection: ' `J N Addddress: l 1(383 53 A-0, 5, Date Called: 5�2 1,2 7 Special Instructions: Date Wanted: a.m. P.m. Requester: Phone No: g Approved per applicable codes. g Corrections required prior to approval. COMMENTS: �, lut.� 1 i r�e1z.5 J.t` Tt -i -' eat& r ( t Vitt IZZJE r /1 5 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspector: INSPECTION RECORD Retain a copy with permit (Date: 5 T20-324 67 $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: COMMENTS: (2) / , /,✓A /A/S ( 4✓ 6n) 0 pi /l oved ,(Id -As- h- 1 0/.41/2,_ (',> / /fj' ✓ ( ti / .¢M /7 ?file 1 .v5 J $ ,; 4 / S Date Called: / 1,.,,. / /P /4- frdnt ,i5 L14 419' -f Ts 51/;✓f r ($ 4t1 0-6-n .snce a /t '-'4- Date Wanted: .S /7 " ell m. ._.% Requester: ProjeA Hi al Air, b rit Type of Inspectipn:., : /..-,.✓4 / Address: l 7063 53 4 / S Date Called: Special instructions: Date Wanted: .S /7 " ell m. ._.% Requester: Phone No: INSPECTION RECORD Retain a copy with permit � v0"2 � INSPECT I N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. nspec Date._ .00 REINSPECTIO FEE REQUIRED ri or o inspection, fee must be id at 6300 Southcenter Blvd., Suite 1 0. Call the schedule reinspection. Receipt No.: 'Date: P / - /F ? »Q t r?f l��l F /Ate) Address: ? 3 Al S Date Called: Special Instructions: Date Wanted: _ -S -1 a. Requester: .. Phone No: ZnG - 73o - 009/ 3 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: ' P lhneC li iilwr e V ita tor: � / 7 ) � �� � _ — Cr) REINSPECTION REQUIRED/Prior o inspection. fee must be d at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Date: 'Receipt No.: 2G Corrections required prior to approval. Proj ct: /--)/F Ace 4i497? /i9L Type of Inspection: fiAvA / V Address: /)69 Sy Ar} S Date Called: Special Instructions: r1,3 . / A /74‘ d Date Wanted: at Requester: Ac.2 /1/L 7 Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2r.)- 31.3167 la Approved per applicable codes. la Corrections required prior to approval. COMMENTS: i� rN /- La / 4 7 7 / lt7/ it .00 REINSPECTION FEE REQUIRED. PP f or to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 10 . Call to sechedule reinspection. Receipt No.: Date: r1 Date: ' COMMENTS: Type of Inspection: LIMO .G+Q1%G�l��, 2 i , &i � S /g'/ ,� 70-7/1(' /' K i. %'.� n , ,L c7 A-ScVfk lest evi Special Instructions: {� (' '" ` / at" G 0,c -ni . Date Wanted: // s a. n13 P•mm: Requester: A Chtry Phone No: ½c 1 1- (; Proj bet_ , 7Pz 4,L e ei i Type of Inspection: LIMO .G+Q1%G�l��, A dre /7,0S%-ex; Av Sh Date Called: Special Instructions: {� (' '" ` / at" G 0,c -ni . Date Wanted: // s a. n13 P•mm: Requester: A Chtry Phone No: ½c 1 1- 3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3fj Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Corrections required prior to approval. 8.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Pro1e,ct: / x e Gv4f fe QF7F.vr Type of Inspection: d+v / „9vcr' P? t ' I Address: /70E7 5 44) S Date Called: J _ Special Instructions: Date Wanted: // — i 5 ' —v Ca m p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 COMMENTS: l,. /0-1--) S ! //' r� .7.v�Q d�1�2SAht.e.P� �' ?))Sr' 4,7A ,`” c c4c( /1/41 *W w,., #0; r.6 Inspector: (Date: iy 4 / Approved per applicable codes. D Corrections required prior to approval. ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.,iSuite 100. Call to sechedule reinspection. Project: /FAI /2 41A7fE ' `A✓'L» Typo' of Inspection: U Z 4A' /?' '*r 4t ./. Address: /7633 s.3 9a s Date Called: Special Instructions: Date Wanted: // -- 2 — o G a.m. p Requester: Phone No: 4 .5 — 65 / — r ° 9 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1 00, Tukwila, WA 98188 py ( Approved per applicable codes. COMMENTS: i Inspector: eer ./ INSPECTION RECORD Retain a copy with permit 5t.,, /e'/ /e kW( ionew-f- PERMIT (206)41 -3670 El Corrections required prior to approval. /4 lam` Date %6 17 $5 [INSPECTION FED REQUIRELK Prior to inspection, fee must be paid it 6300 Southcenter Blvd., Suite 100.. Call to sechedule reinspection. Receipt No.: Date: T � May 8, 2007 Cert No. 0611 -06 Attention: Dave Larson Dear Mr. Larson: CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, Washington 98188 Reference. Pieper Short Plat Detention Vault 17083 53i Ave South Permit No. D06 -326 KIRKLAND: (425) 823 -9800 SEATTLE: (206) 525 -6700 FAX: (425) 823 -2203 EVERETT: (425) 259 -0817 This is to advise you that the following inspections were completed per our reports for the above referenced project and permit. Please see our enclosed reports for actual details of the inspections performed. 1. Reinforced concrete for footings, slab on grade, walls and lid for detention vault Ml inspections, only as inspected and reported, conformed to Tukwila Building and Land Development approved plans, specifications, UBC/IBC and related codes and/or verbal or written instructions from the Engineer of Record. Respectfiilly, CASCADE TESTING LABORATORY, INC. Kenneth B. Foot President Kenneth Foot NOV -14 -2006 07:32 AM DRYCO /SARGENT Larry Sargent, Pr sident Dryco Survcyi 253 -826 -0300 DRYCO "Striae 12714 Valley Avenue Telephone: 253425 RE: Storm Vault TO WHOM IT MAY CONCERN We staked the storm vault as shown on the We also placed two stakes on the ROW adj N/ /Vex2 .4.1 /e21/- we %z, ed plansct. to the vault. va 253 826 9703 P. 01 S URVEYING INC. n IYorfh Slnw 1900^ at Sumner, WA 98390,1522 l 0 Fax: 2534284703 3ze.c fJ� f / r; 17C i-erf ec ,f fl/c RECEIVED NOV 1 4 2006 BUILDING DEPARTMENT Mr. Harry Singh H. S. Homes & Development 21625 4" Avenue S Normandy Park, Washington 98198 Re: Geotechnkai Engineering Services Proposed Pieper Short Plat Subdivision ]7083. Tukwila, Washington DES Pooled Number. 200415, Report 6 Copies to: Addnssao'(2) Jaeger Engineering (1) Johansen Excavating, Inc. (1)✓ ARH & Associates, Inc. (1) Nov 16 2006 4:53PM JOHANSEN EXCAVATING INC 3608295473 P.2 �er g�lf� En�ginee�in�g �ieb 27207 8th Avenue S PO. Box 13309 Des Moines, Washington 98198 Des Moines, Washington 98198 Phone: 253.941.9399, Fax: 253.941.9499, a -mall: RBergqu510Qool.com November 14, 2006 PERMANENT FILE COPY Dear Mr. Singh: I visited the referenced site this morning to observe the bearing surface for the stormvroter detention vault. The contractor had excavated to the bearing level, formed the foundation, and placed the reinforcing steel. Based on visual observation and probes with a one -half inch diameter steel 'P.probe, Ifvrr bearing surface is suitable fora net allowable bearing capacity of up to 6,000 psf. The concrete shall be carafully placed so as to displace the any free water within the placement MOO. Sincerely, Bergquist Engineering Services Richard A. Bergqui Principal GEOTECHNICAL 'ENGINEERING AND CONSTRUC7JON INSPECTION Do& Nov 16 20064:53PM JOHANSEN EXCAVATING INC 3608295473 p.1 30VAISISEN EXCAVATING, 114Q CIVIL CONTRACTORS FAX TRANSMITTAL TO: DAVE FROM: JACOB CIMMER FAX: 206-431-3665 :DATE SENT: NOVEMBER 16, 2006 NUMBER OF PAGES: 2 MESSAGE: LL 1 HAVE ATTACHED GEOTECHNICAL REPORT REGARDING THE SUB GRADE OF OUR STORM DETENTION VAULT AT THE PIEPER SHORT PLAT. PLEASE CALL WITH ANY QUESTIONS. THANK YOU, JACOB CIMMER P.O. Box 674 BUCKLEY, WA 98321 OFFICE — 360-829-6493 'Pax — 364829-5473 iftcleekrA// aer bgeviCtf -0 ,0 , 9`e irtre "4 › / 706" 5 /ILA • 4II 7.ht 4c. .zoc 4/ fle Zan Vine a 7 o e nio - fre;e1 an el 0 04 0 1 7 4_5 fyia4 a % rer Att7,-/frif liPV-c coy lie- .776rol @a ?.ets- 4-40 4 _V__crahf eLee 4 71,U74<r �7 for- / ieY q// ea 4 Pere-1 Pare re I Ccrelle _nrc/1 y fl Met( St_ eal 1 4 a drye la e Ace;9, &//fl, yew It _QV ,imanic ,49:Arafrr tcy (/ re9‘, z57. 0 4",?‘ free en 90( .9 Do(0-- NOY e . r ir 3 SUILOiNG__ DEPARTMENT Nov 13 2006 3:25PM 10 39tld Be ge 1101111101001101 Serv Engineering 27207 8th Avenue S P.O. Box 13309 Des Moines, Washington 98198 Des Moines, Washington 98198 Phone: 253.941.9399, Fox: 253.941.9499, e-mail: RBergqu510Qool.com November 3, 2006 Mr. Harry Singh H. 5. Horne* & Development 21625 4e Avenue 5 Normandy Park, Washington 98I 98 JOHANSEN EXCRVRTING INC 3606295473 Re: Geotechnical Engineering Services Proposed Pieper Short Plat Subdivision 17083 53 Avenue South Tukwr1o, Washington BES Project Number. 200415, Report 4 Dear Mr. Singh: As requested, 1 visited the referenced site at about noon today to observe the nearly completed excavation for the stormwater detention vault located in the northeast comer of the property. The slopes on the south and west sides of the excavation were cut at about 1.2511 to 1 V to a short bench of depth of about 12 feet where the slope steepens to about 1 H:1 V for o vertical distance of about 8 feet over several short benches. The south and north slopes do not comply with stole of Washington safety standards. The slope on the north side of the excavation is benched for the entire depth of the excavation and is cut on an average slope of about 1.5H:1 V. The east slope is benched to provide access into the excavation. The north and east slopes of the excavation appear to meet the safety standards. None of the slopes were covered or protected from rainfall. A corrugated plastic pipe running roughly north -south was exposed obout five feet down from the surface in the west slope. This pipe may be o roof drain. The pipe was damaged, probably during excavation, and was leaking water down the face of the slope. Though the south and west slopes do not meet the Washington safety standards, they appear to be sate at this lime. The corrugated pips, in the west face of the slope shall be repaired immediately to minimize further erasion of the face of the slope. The slope faces shall be covered with heavy, clear, plastic sheeting to minimize further erosion of the slope faces. Surface water at the top of the excavation shall be directed away from the face of the GEorECHNICAL ENGfNEERINC; AND CONSTRUCTION INSPECTION p. 2 -32.6 S833NI9H3 1SIna908 6646I06ESZ ZE =171 9092/E1/II Nov 13 2006 3:25PM JOHANSEN EXCRVRTING INC 3608295473 Berggulst Engineering SeMces Page 2 of 2 ZO 3JVd Proposed Pieper Short Subdivislon BES Project Number 200415, Raped 4 Tukwila, Washington Ncsember 3, 2006 slope to minimize erosion. The Slope taus shalt be observed doily by the contractors 'competent person' to determine whether the site is safe. Personnel shall not be permitted in the excavation if the slopes are determined unsafe. Bergquist Engineering Services (BES) is not responsible for the safety of this site. BES is not responsible for any citation, penalties, or fines from any agencies if the slopes do not comply with regulations. The observations and recommendations presented herein were prodded orally to the respective contractors foremen on site. If you hove any questions (-oncoming this report, or if we may be of further service, please contact me. (amass Lu.ma ( Copies b: Addressee (2) Jaeger Engineering (1) Johansen Excavating, Inc. (I) ARI-I 8 Associates, Inc. (1) Sincerely, Bergqui t Engineering SenoSs Richard A. Bergqutst, P.E. Principal p.3 5d33NISN3 1SIf1a'Vd38 66P6TD6ESZ ZE:6t 900E /Ei /ti Nov 13 2006 3:25PM JOHRNSEN EXCRVATING INC 3608295473 3OHANSEN EXCAVATING, IN FAX TRANSMITTAL To: GREG Fax: 206-431-3665 NUMBER OF PAGES: 3 MESSAGE: THANK YOU, JACOB CIMMER CIVIL CONTRACTORS P.O. BOX 674 BUCKLEY, WA 98321 OFFICE — 360-829 -6493 FAX — 360-829-5473 • FROM: JACOB CIMMER DATE SENT: NOVEMBER 13. 2006 GREG, I HAVE ATTACHED OURGEOTECHNICAL REPORT REGARDING OUR STORM WATER DETENTION VAULT EXCAVATION AT THE PIEPER SHORT PLAT. PLEASE CALL WITH ANY QUESTIONS. p. VISSER ENGINEERI c STRUCTURAL CALCULATIONS (Plan Review Comments) Project: Pieper Short Plat Storm Water Detention Vault 17083 53 Ave. South Tukwila, Washington Project No.: 05 -177 Client: Harry Singh H.S. Homes & Development 21625 4t Ave. South Normandy Park, Washington 98198 Bv: Date: Andy Derrick, P.E. Mike Visser, P.E. September 27, 2006 FILE COPY Prrr t No. ( 'a ty Of Tukwila BUILDING DIVISION tE7o ms OCT. 21. t ? l DO»SU' VI SSER St ENGINEERING TETAIMOC._ t .r 4 or Soo- oN) eIV or /a" Fr- PC.P■O'S Loa 7- (4)(1Q) 414 -= 51-4- .3ALL - 4 pif b it L3cAti • \JcIULT 7VERE; Age r3c) SPF51 C:eD 067-tic-AL. rmt-.) WALL- - LAJC3 7D \EA-k.--LE, c \it\ OCT i CLJE t-30061 C2E,C1 Z.-CA LOAD ci0 WALL AU or soft-- Lomb 1- b Acc00/37 rc.)?. - rPArric, L(y L CALCULATION SHEET Title Project: Pitri 'J-( r ( in) Client Sjk\CIII Date Page I \ 845 CA=1-)C- R.QA scceNtRICIN or L#7:1 LoAb VISSER ENGINEERING tc is t.) StiY) mu = 31,- K FT/Ft b 1z , c: 12.1, �- b ` (,12:)(.1 _ , 144 Porn 1 ao ! c ( . 0 0 4 - 3 Y \ 7 Ewa /FT CALCULATION SHEET Title' Project P1�PGR 11 P1<k t. - 1T__ Client' SIg)(t F4 Date Page 2 zzv 44( ©4 VISSER ENGINEERING v= :TCP1W Fl1? : , CoOrik) SNtAZ 71 rc � . i FrxsrrJd (•X5)C45)`r> x�c>` rsJ" 3 u , Z-S4' CALCULATION SHEET Title + I )12)( 13 (.? S)i'/4 m GC)?Q /Fr \AU = U �. font) = ua54 " /Fr Project Ej P \M on T ( C <.,_ I a) Client Date Page. =12. " cti\k_ = ( i.)(IZ)(ta) = 11$31 *)pr > 60 ,E As.1 = . 45 1r IFr ("4 < /6 "ac ) _5 41- uJOLs c? lb' a VISSER i ENGINEERING Rev: 510300 User: KW- 0803720. Ver 5.13, 22- Jun-1999, W132 (0)1983-99 ENERCALC Restrained Retaining Wall Design Page 1 p:105177 singh - pieper vault\englwncrete \re Description C riteria Retained Height = 13.00 ft Wall height above soil = _ 0.00 ft Total Wall Height = 13,00ft Top Support Height = 13.00 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Wind on Stem Surcharge Loads Surcharge Over Heel = 770.0 psf »>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 4,785.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary 0.0 psf Ass Total Bearing Load = 17,294 Ibs ...resultant ecc. = 0.09 in 3455 South 344th Way Suite 230 Federal Way, WA 98001 Voice: (253)835 -0810 Fax: (253)835 -0813 Typical Restrained Vault Retaining Wall (Bearing) with Influence from Road Soil Pressure @ Toe = 1,966 psf OK Soil Pressure @ Heel = 1,987 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 2,753 psf ACI Factored © Heel Footing Shear @ Toe Footing Shear © Heel Allowable Reaction at Top Reaction at Bottom = 2,781 psf = 21.4 psi OK 93.0 psi OK 93.1 psi 4,788.3 Ibs 9,111.7 Ibs Sliding Cates Slab Resists All Sliding I Lateral Sliding Force = 9,111.7 Ibs Footing Design Results oe eel Factored Pressure X53 2,781 psf Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear 5,510 770 4,740 21.36 93.11 Oft-# 54,008 ft-# 54,008 ft4 92.95 psi 93.11 psi Soil Data 1 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 Toe Active Pressure = 65.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingllSoil Frictior = 0.300 Soil height to ignore for passive pressure = 0.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottorr Concrete Stern Construction Thickness = 14.00 in F = Wall Weight = 169.2 pcf fc = Stem is FREE to rotate at top of footing Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb /FB + fa /Fa Mu....Actuai Mn * Phl Allowable Shear Force © this height Shear Actual Shear Allowable Toe: None Spec'd Heel:None Spec'd Key: No key defined Title : Pieper Vault Job # 05-177 Dsgnr: A. Derrick Date: 10:20AM, 27 SEP 06 Description : Water Retention Vault Scope : Design of Structural Members = 0.0 #/ft = 0.00 ft = 0.00 ft @ Top Support Stem OK • 13.00 h • # 6 8.00 in = Edge 12.00 In • 0.000 0.0 ft-# = 33,712.5 ft-# ▪ 0.0 Ibs ▪ 0.00 psi ▪ 93.11 psi Rebar Lap Required = 25.63 in Rebar embedment into footing = Other Acceptable Sizes & Spacings: Footing Strengths & Dimensions fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Widtt Footing Thickness Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It Cover © Top = 3.00 in @ Btm = 3.00 in Adjacent Footing Load 1 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 60,000 psi 3,000 psi ?Amax Between Top & Base Stem OK 6.00 ft # 6 8.00 in Edge 12.00 in 0.941 31,713.6 ft 33,712.5 ft4 25.63 in Fy = 60,000 psi 0.0014 2.00 ft 6.75 X75 22.00 in 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load = 0.0 ft @ Base of Wall Stem OK 0.00 ft # 6 6.00 in Edge 12.00 in 0.000 0.0 ft-# 44,093.3 ft4 11,252.6 lbs 78.14 psi 93.11 psi 10,78 in -or- Not req'd, Mu < S • Fr - #4© 3.25 in, #5@ 5.25 in, #6© 7.25 in, #7@ 9.75 it -or- No key defined VISSER ENGINEERING Rev: 510300 User K W-0803720. Vr 5.1.3. 22 -Jun 10gg, W In32 le) 1003 51 ENERCAC Description 3455 South 344th Way Suite 230 Federal Way, WA 98001 Voice: (253)835 -0810 Fax: (253)835 -0813 Title : Pieper Vault Job # 05 -177 Dsgnr: A. Derrick Date: 10:20AM, 27 SEP 06 Description : Water Retention Vault Scope : Design of Structural Members Restrained Retaining Wall Design Page 2 1 p: \05177 shell - pieper vault \englwncretelre Typical Restrained Vault Retaining Wall (Bearing) with Influence from Road 5 Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 4,785.0Ibs 2.58 ft 12,361.3ft-# Soil Over Toe = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-it Stem Weight = 2,199.2Ibs 2.58 ft 5,681.2ft-# Soil Over Heel = 7,984.2Ibs 5.96 ft 47,572.3ft -# Footing Weight = 2,326.0Ibs 4.38 ft 10,176.4ft-# Total Vertical Force = 17,294.4Ibs Moment = 75,791.2ft4 Net Moment User For Soil Pressure Calculations -128.3 ft-# VISSER Description Criteria Wind on Stem ENGINEERING Rev: 510300 User KW- 0803728. Vac 5.1.3. 22Jun1989, 118832 (c)198399 ENERCALC Retained Height = 13.00 ft Wall height above soil = 0.00ft Total Wall Height - 13.00 ft Top Support Height = 13.00 ft Slope Behind Wal = 0.00: 1 Height of Soil over Toe = 0.00 in Soil Density = 110.00 pcf Typical Restrained Vault Retaining Wall (Non- Bearing) 3455 South 344th Way Suite 230 Federal Way, WA 98001 Voice: (253)8354810 Fax: (253)835 -0813 0.0 psf Surcharge Loads Surcharge Over Heel - 550.0 psf >>>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentridty Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable Soil Pressure Less Th ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear@ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom Footing Desi n Results oe Factored Pressure = - Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear 0.0 Ibs 0.0 Ibs 0.0 in ▪ 3,863 lbs = 12.77 in 1 0 psf OK 1,965 psf OK 2,000 psf an Allowable 0 psf 3,537 psf = 6.3 psi OK 7.5 psi OK • 93,1 psi = 3,943.3 lbs = 8,028.4 lbs Sliding Calks Slab Resists All Sliding I Lateral Sliding Force = 8,028.4 lbs 2,156 2,033 123 6.35 93.11 Restrained Retaining Wall Design 1 feel 3,537 psf 0 ft-# 395 ft-# 395 ft-# 7.48 psi 93.11 psi Soil Data 1 Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 Toe Aotive Pressure = 65.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingllSoil Frictior 0.300 Soil height to ignore for passive pressure 0.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bolton Concrete Stem Construction Thickness = 12.00 In F = was Weight = 145.0 pcf fc = Stem is FREE to rotate at top of footing Design height Rebar Size Rebar Sparing Rebar Placed at Rebar Depth Design Data tb /FB + fa /Fa Mu....Actual = Mn " Phi Allowable = Shear Force @ this height = Shear Actual = Shear Allowable = Toe: None Spec'd Heel: None Spec'd Key: No key defined Title : Pieper Vault Job # 05 -177 Dsgnr: A. Denick Date: 10:37AM, 27 SEP 06 Description : Water Retention Vault Scope : 0.0 #/ft = 0.00 ft = 0.00 ft @ Top Support Stem OK = 13.00 ft # 5 = 8.00 in = Edge 10.00 in Design of Structural Members 0.000 0.0 ft-# 19,968.2 ft-# 0.0 Ibs 0.00 psi 93.11 psi Rebar Lap Required = 21.36 in Rebar embedment into footing = Other Acceptable Sizes & Spacings: Footing Strengths & Dimensions 1 fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover Top = 3.00in @Btm= 3.00 in Adjacent Footing Load 1 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above /Below Soil at Back of Wall 60,000 psi 3,000 psi Page 1 II p:\05177 singh - pieper vaultleng \concrete \re Mmax Between Top & Base Stem OK 5.90 ft # 6 8.00 in Edge 10.00 in 0.975 27,078.9 ft-# 27,772.5 ft -or- Not req'd, Mu < S * Fr -or- Not req d, Mu < S ' Fr -or- No key defined 25.63 in Fy = 60,000 psi = 0.0014 3.25 ft = 1.50 = X75 22.00 in ▪ 0.0 Ibs 0.00 ft 0.00 in • 0.00 ft Line Load • 0.0 ft 0.000 0.0ft-# 36,173.36 9,816.1 Ibs 81.80 psi 93.11 psi 11.19 in 6 @ Base of Wail Stem OK 0.00ft # 6 6.00 in Edge 10.00 in 1 VISSER ENGINEERING Rev: 510300 User: KW- 0803728. Ver 5.1.3. 22JUn1999, W n32 (c) 108399 ENERCALC Restrained Retaining Wall Design Page 2 I 005177 sinqh - pleper vault \eng\concrete \re Description Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = ft Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight Total Vertical Force Net Moment User For Soil 3455 South 344th Way Suite 230 Federal Way, WA 98001 Voice: (253)835 -0810 Fax: (253)835 -0813 Typical Restrained Vault Retaining Wall (Non- Bearing) = 1,885.0Ibs = 715.01bs = 1,262.7Ibs = 3,862.7Ibs Pressure Calculations Ibs Ibs Ibs lbs ft ft ft 3.75 ft 4.50 It 2 38 ft Moment = 4,111.3 ft-# Title : Pieper Vault Job # 05-177 Dsgnr: A. Derrick Date: 10:37AM, 27 SEP 06 Description : Water Retention Vault Scope : Design of Structural Members ft-# ft-# ft-# ftdF 7,068.8ft-# 3,217.5ft-# 2,998.9ft-# 13 285 2ft-# VISSER ENGINEERING Rw: 51-00 User 720. . 5.1.3, Yl- Arv199B, WIN] (c) 1993.99 3ga EN ENERCALC Description Typical Restrained Vault Retaining Wall - Construction Loads Criteria Retained Height Wall height above soil Total Wall Height Top Support Height Slope Behind Wal Height of Soil over Toe Soil Density Surcharge Loads 0.25 ft = 13.00ft = 13.25ft Wind on Stem = 13.00 ft 0.00:1 0.00 In 110.00 pcf 0.0 psf Surcharge Over Heel = 0.0 psf »>NOT Used To Resist Sliding & Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overtuming Axial Load Applied to Stem ti Axial Dead Load = 2,750.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 5.3 in _Design Summary miewasaimialleaseil Total Bearing Load ...resultant ecc. ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear 3455 South 344th Way Suite 230 Federal Way, WA 98001 Voice: (253)835 -0810 Fax: (253)835 -0813 4,233 770 3,463 14.85 93.11 7,471 Ibs 15.91 in Soil Pressure © Toe = 1,630 psf OK Soil Pressure © Heel = 78 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable = 2,282 psf = 109 psf 14.9 psi OK = 10.7 psi OK = 93.1 psi 92.6 Ibs = 229.6 Ibs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 229.6 Ibs _Footing Design Results -I Toe eel Factored Pressure = 2,282 109 psf 0 ft-# 6,601 flit 6,601 ft-# 10.65 psi 93.11 psi Restrained Retaining Wall Design Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 Toe Active Pressure = 65.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootinglISoil Frictior = 0.300 Soil height to ignore for passive pressure = 0.00 In Lateral Load ...Height to Top ...Height to Bottorr Concrete Stem Construction Thickness = 14.00 in Fy = Wall Weight = 169.2 pcf ft = Stem is FREE to rotate at top of footing Design height Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb /FB + fa/Fa Mu....Actual Mn • Phi Allowable Shear Force © this height Shear Actual Shear Allowable Rebar Lap Required = Rebar embedment into footing Heel:None Spec'd Key: No key defined Title : Pieper Vault Job # 05 -177 Dsgnr: A. Derrick Date: 10:48AM, 27 SEP 06 Description : Water Retention Vault Scope : = 0.0 #/ft = 0.00 ft = 0.00 ft Design of Structural Members 1 @ Top Support Stem OK 13.00 ft _ # 6 8.00 in Edge = 12.00 in 0.050 1,684.4 ft-# 33,712.5 ft-# 0.0 Ibs 0.00 psi 93.11 psi 25.63 in Footing Strengths & Dimensions 1 fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Widtt Footing Thickness = 22.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in © Btm.= 3.00 in Adjacent Footing Load l 1 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 60,000 psi 3,000 psi Page 1 p: \05177 singh - pieper vault \enq\concrete \re Mmax Between Top & Base Stem OK 0.00 ft 8.00 in Edge 12.00 In 0.000 0.0 ft 33,712.5 ft Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Not raced, Mu < S • Fr -or- Notreq'd, Mu <S -or- No key defined 25.63 in Fy = 2.00 ft 6.75 8.75 = 0.0 Ibs = 0.00 ft 0.00 in = 0.00 ft Line Load 0.0 ft 6.00 in F 60,000 psi 0.0014 @ Base of Wall Stem OK 0.00 ft # 6 6.00 in Edge 12.00 in 0.000 0.0 ft4 44,093.3 ft-# 126.1 Ibs 0.88 psi 93.11 psi 1 VISSER ENGINEERING Rev: 510303 User NW- 0603720 Vet 5.1.3, 22Jun-1999, WIn32 (c)'903-99 ENERCALC 3455 South 344th Way Suite 230 Federal Way, WA 98001 Voice: (253)835 -0810 Fax: (253)835 -0813 Restrained Retaining Wall Design Description Typical Restrained Vault Retaining Wall - Construction Loads Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to Surcharge Over Heel = Axial Dead Load on Stern = 2,750. Soil Over Toe = Surcharge Over Toe = Stem Weight = 2,241. Soil Over Heel = 153. Footing Weight = 2,326. Total Vertical Force = 7,471• find eccentricity) Ibs Olbs Ibs Ibs Sibs 5 lbs 0 lbs 0 lbs ft ft-# 2.15 ft 5,901.084 ft ft-# ft ft4 2.58 ft 5,790.484 5.96 ft 914.9ft -# 4.38 ft 10,176.484 Moment = 22,782.884k Net Moment User For Soil Pressure Calculations 9,903.0 ft-# Title : Pieper Vault Job # 05 -177 Dsgnr: A. Derrick Date: 10:48AM, 27 SEP 06 Description : Water Retention Vault Scope : Design of Structural Members Page c , p: \05177 sin - pieper vaulhenq \ concrete \re DESIGN CALCULATIONS FOR UNTOPPED 12.5 in. HOLLOWCORE SLABS FOR PIEPER VAULT TUKWILA WASHINGTON BY: CONCRETE TECHNOLOGY CORPORATION STEPHEN J. SEGUIRANT, P.E. JOB #: 06222 A -H DATE: September 11, 2006 I HEREBY CERTIFY THAT THE PRECAST CONCRETE COMPONENTS DESCRIBED HEREIN HAVE BEEN DESIGNEb TO CARRY THE LOADS SPECIFIED BY THE ENGINEER OF RECORD. THESE CALCULATIONS ARE HEREBY SUBMITTED To THE ENGINEER OP RECORD FOR REVIEW AND APPROVAL. D SIGNATURE: DATE: q'13' BY SIGNING THE ABOVE, THE ENGINEER OF RECORD INDICATES THAT THE DESIGN LOADS SHOWN IN THESE CALCULATIONS CONFORM TO THE PROJECT SPECIFICATIONS. (EXPIRES Y Ec api oS- �7z ! SUBMITTAL 9/11/2006 IMPORTANT ProaLeHon snake delivery mey be rte. whodasied imam AAPnr.a by eeP3e1nb !J.I1,2 . '�. 4 -1 t -o2 CONCRETE TECHNOLOGY CORPORATION UNTOPPED 12.5 In. HOLLOWCORE SLABS SHEET 1 of l0 Revision JOB NAME: PIEPER VAULT JOB NO.: 06222 A -H BY: SJS DATE: 11-Sep-06 MATERIAL PROPERTIES: CONCRETE: Hollowcore f, = 8000 psi w, = 154 pcf E, = 5641 ksi STRAND: 1/2 "Diameter, 7 wire, 270 ksi, Low Relaxation Interior Exterior f„ = 189.00 ksi f„ = 124.00 f = 154.00 ksi f:. = 100.00 SECTION PROPERTIES: Depth = 12.50 in A = 313 in 1= 6136 in S = 1019 in3 S = 947 in 3 Y,= 6.02 in Y b = 6.48 in b„ = 10.00 in b = 48.00 in e = 4.73 in d = 10.75 in A, 187 in LOADS: a) Hollowcore = 84 psf (Min. b) Cover Unit Weight = 120 pcf (Max. c) Live Loads = HS 20-44 REFERENCES: Building Code Requirements for Structural Concrete: ACI 318 -05 Analysis of Wheel Loads on Hollowcore Slabs with Soil Cover 1988 ASSUMPTIONS: a) Stricture is simple span for all loads. ksi ksi Cover = 12 in) Cover = 48 in) b) Maximum allowable tension stress = 7.5 c) Maximum allowable compressive stress = 0.45f ,. CONCRETE TECHNOLOGY CORPORATION UNTOPPED 12.5 in. HOLLOWCORE SLABS SHEET 1 - of Ia Revision .10B NAME: PIEPER VAULT JOB NO.: 06222 A -H BY: SJS DATE: 11- Sep-06 DESIGN CONFIGURATION Minimum cover depth = 12 in @ 120 pcf Maximum cover depth = 48 in ft 120 pcf IIIIII 12 HOLLOWCORE SLAB IMININIMMINSMINMINSIMININ S•an =18.83 ft TYPICAL HOLLOWCORE ELEVA770N (8) (11) o ' / diameter. 270 ksi strands 48" nominal (6) strands MK 01 strands MK 02, 04 ((7) to remain a 6" notch] strands MK 03, 05 «7) to remain @ 18" notch] TYPICAL HOLLOWCORE SECTION CONCRETE TECHNOLOGY CORPORATION UNTOPPED 12.5 in. HOLLOWCORE SLABS SHEET 3 of ko Revision JOB NAME: PIEPER VAULT JOB NO.: 06222 A-H CASE NO.: HS 20-44 Loading on 12-48 in. Sloping Cover BY: SJS DATE: 11- Sep-06 REVIEW OF FLEXURE Span = 18.83 ft Length = 19.08 ft Strands! 4 Interior 2 Exterior Allowable Compression = 0.45f. = 3.600 > 1.208 OK Allowable Tension = 7.5.1J7 - 0.671 > 0.472 OK P = 124.8 kips 263.0 ksi x Moments (in-k) Service Load Stresses (ksi) Strength (in-k) Applied Stress Prestress Net Stress (ft) Al, M, , Ma f, fi f, fs f. f. M. IBM. 0.50 18 54 93 0.162 -0.175 -0.060 0.338 0.102 0.184 236 331 1.00 36 105 180 0.315 -0.339 -0.107 0.609 0.207 0.270 457 593 1.50 52 156 255 0.454 -0.488 -0.148 0.837 0.306 0.349 657 826 2.00 88 204 323 0.584 -0.829 -0.180 1.018 0.404 0.389 844 1026 2.50 82 251 M2 0.701 -0.755 -0.180 1.023 0.521 0.268 1011 1132 3.00 95 295 434 0,810 -0.871 -0.180 1.023 0.829 0.151 1184 1239 3.50 108 338 477 0.905 -0.974 -0.180 1 023 0.724 0.048 1298 1348 4.00 119 378 514 0.992 -1.088 -0.180 1023 0.811 -0.045 1419 1459 4.50 130 416 543 1.068 -1.149 -0.180 1023 0.887 -0.127 1523 1573 5.00 139 451 568 1.134 -1.221 -0.180 1,023 0.953 -0.198 1813 1689 5.50 147 484 583 1.191 -1282 -0.180 1.023 1.011 -0.260 1690 1808 8.00 155 514 593 1.238 -1.333 -0.180 1.023 1.058 -0.311 1752 1929 6.50 161 541 600 1.278 -1.375 -0.180 1.023 1097 -0.353 1803 2053 7.00 168 566 602 1.309 -1.409 -0.180 1 023 1.129 -0.387 1842 2122 7.50 171 587 602 1.334 -1.438 -0.180 1.023 1.153 -0.413 1872 2185 8.00 174 805 808 1.361 -1.465 -0.180 1.023 1.181 -0.443 1908 2248 8.50 176 620 610 1380 -1.485 -0.180 1023 1.199 -0.482 1931 2256 9.00 178 832 605 1.388 -1.494 -0.180 1.023 1.207 -0.471 1940 2256 9.50 178 640 598 1 389 -1.495 -0.180 1.023 1.208 -0.472 1938 2256 10.00 177 644 586 1.381 -1487 -0.180 1.023 1.201 -0.464 1924 2256 Flexural Strength is adequate in accordance with AC1318 -05 Section 18.7. CONCRETE TECHNOLOGY CORPORATION UNTOPPED 12.5 in. HOLLOWCORE SLABS SHEET Revision 4 of ID JOB NAME: PIEPER VAULT JOB NO.: 06222 A -H CASE NO.: HS 20-44 Loading on 12-48 in. Sloping Cover BY: SJS DATE: 11 -Sep-06 SHEAR STRENGTH Span = 18.83 ft w - 84 psf Length = 19.08 ft w = Varies w HS 20-44 s (ft) Vd Applied Shear (kips) Val 1' t V„ M (in-k) Shear Strength (!tips) V V Or. ' 0.50 3.0 8.8 15.5 38.9 757 45.0 147.7 39.6 1 1.00 28 8.5 14.5 36.8 944 49.6 99.7 37.2 0 1.50 2.6 8.2 13.8 34.8 1093 53.2 81.3 39.9 0 200 2,5 7.9 12.7 328 1200 55.9 70.0 41.9 0 250 2.3 7.6 11.8 30.8 1144 55.9 57.6 41.9 0 3.00 2.1 7.3 10.2 27.6 1086 55.9 49.1 36.8 0 3.50 20 6.9 9.5 25.8 1031 55.9 43.0 32.2 0 4.00 1.8 8.5 82 24.0 979 55.9 3a2 28.7 0 4.50 1.6 8.1 8.1 22.3 931 55.9 34.5 25.9 0 5.00 1.5 5.7 7.5 20.6 886 55.9 31.4 23.6 0 5.50 1.3 5.2 6.9 19.0 845 55.9 28.8 21.6 0 6.00 1.1 4.8 8.4 17.3 608 55.9 26.6 19.9 0 6.50 1.0 4.3 5.8 15.7 774 55.9 24.8 18.4 0 7.00 0.8 3.8 5.3 14.0 744 55.9 22.8 17.1 0 7.50 0.6 3.3 4.8 12.3 719 55.9 21.2 15.9 0 8.00 0.5 2.8 4.2 10.7 697 55.9 19.7 14.8 0 8.50 0.3 2.2 3.8 9.0 680 55.9 18.3 13.7 0 9.00 0.1 1.6 3.3 7.4 667 55.9 16.9 12.7 0 9.50 0.0 1.0 2.9 5.9 659 55.9 16.3 12.3 0 10.00 -0.2 0.4 1.6 2.8 655 55.9 16.3 12.3 0 Shear strength of concrete is adequate. • RH number of voids indicated with 3000 psi concrete. CONCRETE TECHNOLOGY CORPORATION UNTOPPED 12.8 in. HOLLOWCORE SLABS SHEET Li of 40 Revision JOB NAME: PIEPER VAULT JOB NO.: 06222 A CASE NO.: HS 20-44 Loading on 48 in. Max. Cover BY: SJS DATE: 11- Sep-06 REVIEW OF FLEXURE Strands: Span = 18 83 11 4 interior P = 124.8 kips Length = 19.08 ft 2 Exterior 4- 263.0 ksi s Moments (in-40 Service Load Stresses (ksi) Strength (in-k) Applied Stress Prestress Net Stress (ft) Ma M, Ma 1, fk f, fe f, fs M. M. 0.50 18 106 38 0.159 -0.172 -0.060 0.338 0.100 0.167 210 331 1.00 36 205 74 0.309 -0.333 -0.107 0.609 0.202 0.276 408 593 1.50 52 300 107 0.450 -0.485 -0.148 0.837 0.302 0.353 593 826 2.00 68 388 137 0.582 -0.626 -0.180 1.018 0.402 0.391 767 1026 2.50 82 470 165 0105 -0.759 -0.180 1 023 0.524 0.264 928 1132 100 95 547 192 0.819 - 0.882 - 0.180 1.023 0.838 0141 1079 1739 3.50 108 618 215 0.923 -0.994 -0.180 1.023 0.743 0.029 1215 1348 4.00 119 684 236 1.019 -1097 -0.180 1.023 0.839 -0.074 1341 1459 4.50 130 743 255 1106 -1.191 -0.180 1.023 0.926 -0.168 1455 1573 5.00 139 797 272 1.185 -1.275 -0.180 1.023 1.004 -0.253 1558 1689 5.50 147 845 286 1.254 -1.349 -0.180 1 023 1,073 -0.327 1648 1808 6.00 155 887 298 1.314 -1.414 -0.180 1.023 1.134 -0.392 1726 1929 6.50 161 924 308 1.366 -1.470 -0.180 1.023 1,186 -0.448 1794 2053 7.00 166 954 315 1.409 -1.517 -0180 1.023 1.228 -0.494 1849 2122 7.50 171 979 321 1.443 -1.554 -0.180 1.023 1 283 -0.531 1894 2185 8.00 174 998 325 1A69 -1.581 -0.180 1.023 1.289 -0.559 1927 2248 8.50 176 1012 327 1.487 -1.600 -0.180 1.023 1 306 -0.578 1949 2256 9.00 178 1020 327 1.495 -1.610 -0.180 1.023 1.315 -0.587 1960 2256 9.50 178 1021 325 1.496 -1.610 -0.180 1.023 1.315 -0.588 1960 2256 10.00 177 1018 321 1.488 -1.602 -0.180 1.023 1.307 -0.579 1948 2256 Allowable Compression = 0.45f = 3.800 > 1315 OK Allowable Tension = 7.54= 0.671 > 0.588 OK Flexural Strength is adequate in accordance with ACI 318-05 Section 18.7. CONCRETE TECHNOLOGY CORPORATION UNTOPPED 12.5 in. HOLLOWCORE SLABS SHEET (a of IV Revision JOB NAME: PIEPER VAULT JOB NO.: 06222 A -H CASE NO.: HS 20-44 Loading on 48 in. Max. Cover BY: SJS DATE: 11- Sep-06 SHEAR STRENGTH Span = 18.83 ft wd = 84 psf Length = 19.08 ft w = 480 psf wit - HS 20-44 x (ft) V Applied Shear (kips) V, V V. .Lf (in -k) Shear Strength (kips) V YN 0V. 0.50 3.0 17.1 8_2 34.1 705 45.0 146.6 39.6 1 1.00 2.8 18.2 5.9 323 844 49.8 96.3 37.2 0 1.50 2.6 15.2 5.6 30.4 949 53.2 77.1 39.9 0 2.00 2.5 14.2 5.3 28.5 1016 55.9 65.5 41.9 0 2.50 2.3 13.3 4.9 26.8 924 55.9 53.3 39.9 0 3.00 2.1 12.3 4.8 24.7 834 55.9 46.2 34.7 0 3.50 2.0 11.4 4.3 22.9 750 55.9 39.9 29.9 0 4.00 1.8 10.4 4.0 21.0 674 55.9 35.0 26.2 0 4.50 1.6 9.4 3.7 19.2 804 55.9 31.1 23.3 0 5.00 1.5 8.5 3.4 17.4 541 55.9 27.8 20.9 0 5.50 1.3 7.5 3.1 15.6 484 55.9 25.1 18.8 0 8.00 1.1 6.6 2.9 13.9 435 55.9 22.7 17.0 0 6.50 1.0 5.6 2.4 11.8 392 55.9 20.5 15.4 0 7.00 0.8 4.6 2.2 10.1 356 55.9 18.6 14.0 0 7.50 0.6 3.7 2.0 8.4 326 55.9 16.9 12.7 0 8.00 0.5 2.7 1.8 6.8 304 55.9 16.3 12G 0 8.50 0.3 1.8 1.6 5.1 288 55.9 16.3 12.3 0 9.00 0.1 0.8 1.5 as 279 55.9 16.3 12.3 0 9.50 0.0 -0.2 1.3 1.9 277 55 9 16.3 12.3 0 10.00 -0.2 -1.1 1.0 0.1 281 55.9 16.3 123 0 Shear strength of concrete is adequate. • Fill number of voids indicated with 3000 psi concrete. CONCRETE UNTOPPED TECHNOLOGY CORPORATION 12.5 in. HOLLOWCORE SLABS SHEET 7 of ID Revision JOB NAME: JOB NO.: PIEPER VAULT 06222 A-H BY: SJS DATE: 11-Sep-06 CHECK FLEXURE & SHEAR € MANHOLE OPENING CIP CONCRETE CRITICAL SECTION (FLEXURE) 44% 3.06' 30" Q BEARING ••■■■•■ a CRITICAL SECTION (SHEAR) 0 -co CONCRETE TECHNOLOGY CORPORATION UNTOPPED 12.5 in. HOLLOWCORE SLABS SHEET of ID Revision JOB NAME: PIEPER VAULT JOB NO.: 06222 A -H CASE NO.: HS 20-44 Loading on 12 -48 in. Sloping Cover BY: SJS DATE: 11 -Sep-06 CHECK OPENING © MANHOLE FOR HS ASSUME (1) WHEEL LOAD THE OTHER IS DISTRIBUTED ARE SHARED EQUALLY 8 Centerline gearing M 2. ft 20.14 IS CONCENTRATED ON THE OPENING RING, WHILE THROUGH THE SOIL ALSO ASSUME BOTH LOADS BETWEEN THE TWO ADJACENT SLABS. kips 429 ft k/lf 2.34 SCD 1 1 1 1 1 1 1 1 1 1 1 1 ��— 0.5 la' 2.51t ( ft-4- Critical Sections 1.75(12) +20 =41 in =3.42 ft_. Mu = 325 in-k < 382 in -k per sheet 3. Vi.). = 11.5 k < 15.5 k per sheet 4. M„ = 12(82 + 2517 + 1.6(382) = 1011 in -k V„ = 1.2(3 +8.8")+ 1.6(15.5) = 38.9 k * This case assumes: 12 in. cover for M is and I LL 12 in. Sloped cover for M s and V a ' / Opening end f 48 in. CONCRETE TECHNOLOGY CORPORATION UNTOPPED 12.5 in. HOLLOWCORE SLABS SHEET g of to Revision JOB NAME: PIEPER VAULT JOB NO.: 06222 #H CASE NO.: HS 20-44 Loading on 48 in. Max Cover BY: SJS DATE: 11- Sep-06 CHECK OPENING a MANHOLE FOR HS ASSUME (1) WHEEL LOAD THE OTHER IS DISTRIBUTED ARE SHARED EQUALLY 8 Centerline 229 ft 20-44 1S CONCENTRATED ON THE OPENING RING, WHILE THROUGH THE SOIL ALSO ASSUME BOTH LOADS BETWEEN THE TWO ADJACENT SLABS. kips 1.67 ft Bearing 0.92 k/If 11 1 1 1 1 1 1 1 1 1 I 0.5 ( - Crltica! 1.75(48) +20 = 104 in = 8.67 ft 2.5 it Sections M = 3251n -k > 166 in-k V =11.5k >6.2kpersheet6. M„ = 1.2(82 + 4701 + 1.8(325) = 1183 in V = 1.2(3 + 17.11 +1.6(11.5) =42.5k "This case assumes: per sheet 5. Governs 48 in. uniform cover for all loads CONCRETE TECHNOLOGY CORPORATION UNTOPPED 12.5 In. HOLLOWCORE SLABS SHEET 10 of ! Revision JOB NAME: PIEPER VAULT JOB NO.: 06222 A -H CASE NO.: MANHOLE OPENING BY: SJS DATE: 11- Sep-06 CHECK OPENING AT MANHOLE Flexural Strength A x = 2.5' I(8) strands required © 6 in. notch (11) strands required IQ 18 in. notch Strands = 7 remain 4 Bearing = 3.00 in e= 4.52 in d= 10.54 in f = 256.70 ksi Average f„ = 146.29 ksi xtof„= 24.38 in x from f„to f = 5521 in Gradient = 2.00 ksi/in Adjusted f„ = 160.52 ksi a= 0.84 in ¢= 0.75 qM„ = 1304 in -kips > M. = 1183 in -kips from sheet 9. Shear Strength 0 x = 0.5': M, i OK Hollow Core Slab: f„ = 45.00 ksi f„ = 0.246 ksi b„.= 6.09 in I) = 0.75 +V = 22.39 kips Void Fill Concrete: TotalAiv= 21 z a in2 Void concrete f, = 4000 psi NOTE! •V„ voidfill = 20.61 kips Total: a@V„ = 43.0 kips > V, = 42.5 kips from sheet 9. V, ( OK 04 -05 -2007 HARRY SINGH 216254AVS NORMANDY PK WA 98198 RE: Permit No. D06 -326 17083 53 AY S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206431 -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 pemtit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writinz 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 05/20/2007 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, 4,0 Jctarlifer Marshall, Pennit Technician xc: Permit File No. 006 -326 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206- 431 -3665 Reid iddleton October 5, 2006 File No. 262006.005/01302 Dear Mr. Benedicto: Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Pieper Water Retention Vault (D06 -326) RE 111E0 OCT 0 6 2006 D pAI Y EM' We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The applicant should recognize that the city of Tukwila may require the issuance of additional permits. The following deferred submittal is identified: 1. Design drawings for precast, prestressed concrete floor panels. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Bergquist Engineering Services, dated March 8, 2005. The following is a summary: 1. Site excavation and grading. 2. Placement of structural fill and soil compaction, where applicable. 3. Verification of soil - bearing capacity. 4. Installation of foundation wall subsurface drainage system. 5. Placement and compaction of foundation wall backfill. Structural special inspections by qualified special inspectors should be provided We assume the precast, prestressed concrete floor panels will be fabricated by a registered and approved fabricator. The following is a summary: 1. Concrete placement at concrete construction: Continuous. 2. Reinforcement at concrete construction: Periodic. 3. Installation of precast, prestressed concrete floor panels: Periodic. Washington Oregon Alasko Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 141 -3800 fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila October 5, 2006 File No. 262006.005/01302 Page 2 Enclosed are one set of the revised structural drawings, structural calculations, and correspondence from the structural engineer for your records. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Ph ip Brazil, P.E., S.E. S or Engineer Enclosures cc: Harry Singh, H. S. Homes & Development (by surface mail) Mike Visser, Visser Engineering (by surface mail) dop:\ doc\26 \planrevw \tukwila \06 \t013 r2.doc \prb Reid iddleton VISSER ENGINEERING September 27, 2006 P(`n Harty Singh C. H.S. Homes & Development 21625 4 Ave. South Normandy Park, WA 98203 CS3. FILE COPY Perrnft No. L Re: Pieper Water Retention Vault — Permit Application #D06 -326 Civil/Structural Plan Review Comments Visser Engineering Project #05 -177 Doi -32G emission,. .::orlxe -=ipt Dear Mr. Singh: The following are Visser Engineering's responses to the plan review comments for the above mentioned project: 2. The allowable soil bearing capacity listed as 3,000 psf is a mis -print. The correct value as given in the referenced soils report and used in the calculations is 2,000 psf. Sheet CS3 has been revised to reflect this value. 3. Geotechnical special inspection requirements have been added to the special inspection schedule on Sheet CS3. 4. The calculations for the hollowcore slab have been provided by Concrete Technology Corporation and are included with this letter, This is no longer a deferred submittal. 5. The required structural special inspections have been added to the special inspection schedule on Sheet 6. Since the vault is not located under a roadway, there will not be a vertical surcharge due to traffic once construction is complete. However, the vault is located adjacent to a roadway and the walls will receive lateral pressures due to traffic. An additional two feet of soil has been added to account for this surcharge. Also, the load due to two feet of soil has been used as a construction load on the walls (before backfilling). Please see the attached calculations. 7. The hollowcore slabs have been designed for an HS 20 -44 vehicle load. See attached slab calculations provided by Concrete Technology Corporation. 8. Please see the attached slab calculations by Concrete Technology Corporation for shear design of the hollowcore slabs. 9. The stem walls have been thickened as required to account for shear at the base of the wall Please see the attached calculations. 2ii5 smith 144ih \\ Smile 230 Federal AA'.i AA :-A LN001 A VOIt, 23S 0200 Will _ 153Ri51101 Harry Singh Structural Plan Review Comments Pieper Water Retention Vault 10. Plan dimensions have been added to Sheets CS1 and CS2 Sincerely, Visser Engineering Company, Inc. Andy De lc, P.E. September 27, 2006 Page 2 Reid iddleton September 25, 2006 File No. 262006.005/01301 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Pieper Water Retention Vault (D06 -326) Dear Mr. Benedicto: RECEIVED SEP 2 6 2006 COMMUNITY DEVELOPMENT We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. 1. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. 2. The geotechnical section of the structural notes references a soils report and an allowable soil bearing pressure of 3,000 psf is specified. A geotechnical report was not included in the submittal provided to us. The geotechnical report should be submitted for review. 3. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Bergquist Engineering Services, dated March 8, 2005. See IBC Sections 1704.7 and 1802. The following is a summary: a. Site excavation and grading. b. Placement of structural fill and soil compaction, where applicable. c. Verification of soil - bearing capacity. d. Installation of foundation wall subsurface drainage system. e. Placement and compaction of foundation wall backfill. Ot 26 -GYo Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741 -3900 Mr. Bob Benedicto, Building Official City of Tukwila September 25, 2006 File No. 262006.005/01301 Page 2 Notes listing the above should be added to the General Notes of the drawings, and Drawing CS3 should be revised and resubmitted for review. 4. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. See IBC Section 106.3.4.2. The following deferred submittal is identified: a. Design drawings for precast, prestressed concrete floor panels. A note listing the above should be added to the General Notes of the drawings, and Drawing CS3 should be revised resubmitted for review. 5. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. We assume the precast, prestressed concrete floor panels will be fabricated by a registered and approved fabricator. See Section 1704.2.2. The following is a summary: a. Concrete placement at concrete construction: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. c. Installation of precast, prestressed concrete floor panels: Periodic, see also Section 1704.4. Notes listing the above should be added to the General Notes of the drawings. Also, the UBC reference shown under Division 3 Concrete should be updated to be an IBC reference. Drawing CS3 should be revised and resubmitted for review. 6. In the Retaining Wall Loading Calculations on page 1 of the Structural Calculations, it appears that only dead loads of the soil and the 12 -inch hollow core slab were used. It is unclear, however, if any consideration was given to additional surcharges due to people or equipment. Please clarify and submit clarification for review. The structural design may need to be updated. 7. In the PC Planks section on page 2 of the Structural Calculations, a superimposed load of 440 psf for the weight of soil alone was used. It is unclear, however, if any consideration was given to additional surcharges due to people or equipment. Please clarify and submit clarification for review. The structural design may need to be updated. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila September 25, 2006 File No. 262006.005/01301 Page 3 8. On page 2 of the Structural Calculations, it appears that only bending was taken into consideration. Shear should also be accounted for in the calculations of the 12" hollow core slab. Please submit for review additional calculations or substantiating data that shows the shear due to the 2003 IBC loading has been satisfied. 9. In the Concrete Stem Construction section, on pages 4 and 5 of the Structural Calculations, it appears that at the base of the wall, the actual shear value exceeds the allowable shear. Please revise and resubmit calculations to account for the actual shear. The structural design may need to be updated. 10. On Sheets CS1 and CS2, no plan dimensions are shown. Please revise and resubmit the drawings showing the plan dimensions, so that the dimensions indicated in the design calculations can be compared to the proposed structure. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. age et Philip Brazil, P.E., S.E. Suzie Brendle Senior Engineer Engineer cc: Harry Singh, H. S. Homes & Development (by surface mail) Mike Visser, Visser Engineering (by surface mail) dop:\doc\26\planrevw\tukwila\06\tO 13r 1.doc \prb Reid iddleton September 11, 2006 Dave Swanson, P.E. Reid'Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Pieper Water Retention Vault— 006 -326 17083 53 Av S, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2003 International Building Code. If you should have any questions, please feel free to contact Brenda Holt at (206)431 -3672. Sincerely, encl er arshall it chnician City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director xc: Permit File No. D06 -326 P:Vennifcr\Shuctural Review\D06 -326 StucMd Review.DOC Page 1 of 1 bh 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 ACTIVITY NUMBER: D06 -326 DATE: 08 -23 -06 PROJECT NAME: PIEPER WATER DETENTION VAULT SITE ADDRESS: 17083 53 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: fOGt Bu laDly & ls ' iion P Iblic Work tel4A ^ 95 -3n-04 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -2&02 'PERMIT COORD COPY " PLAN REVIEW /ROUTING SLIP Stactura Incomplete ❑ Structural Review Required 6!I ta_$ Fire Prevention gl DATE: DATE: Planning ng D 'vision 2 Permit Coordinator DUE DATE: 08 -24-06 Not Applicable ❑ No further Review Required n DUE DATE: 09-21 -06 Approved ❑ Approved with Conditions ® Not Approved (attach comments) 17 Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire ❑ Ping ❑ PW ❑ Staff Initials: License Information License JOHANEI954KZ Licensee Name JOHANSEN EXCAVATING INC Licensee Type CONSTRUCTION CONTRACTOR UBI 602498928 Ind, Ins. Account Id Business Type CORPORATION Address 1 597 MOUNTAIN VIEW AVE Address 2 City BUCKLEY County PIERCE State WA Zip 98321 Phone 2067300091 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 5/9/2005 Expiration Date 5/9/2007 Suspend Date Separation Date Parent Company Previous License YOUNGSC960KF Next License Associated License Business Owner Information Name Role Effective Date Expiration Date JOHANSEN, JALEN PRESIDENT 05/09/2005 Look Up a Contractor, Electric; an or Plumber License Detail Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Bond Information Bond #2 Bond Company Name DEVELOPERS SURETY & INDEM CO Bond Account Number 546634C Effective Date 11/30/2005 Expiration Date Until Cancelled Cancel Date Impaired Date Bond Amount $12,000.00 Received Date 01/10/2006 DEVELOPERS Page 1 of 2 https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= JOHANEI954KZ 10/30/2006 x zx x