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HomeMy WebLinkAboutPermit D08-381 - TUKWILA MEDICA - DETENTION VAULTTUKWILA MEDICA 10802 EAST MARGINAL WAY S D08 -381 Parcel No.: 0323049046 Address: 10802 EAST MARGINAL WY S TUKW Suite No: Contact Person: Name: GORDON MOORMAN Address: PO BOX 2768 , ISSAQUAH WA 98027 Phone: 206 - 427 -6035 Contractor: Name: M M I SERVICES INC Address: PO BOX 2768 , ISSAQUAH WA 98027 Phone: 425 369 -8655 Contractor License No: MMISEI *094P5 Value of Construction: $75,000.00 Type of Fire Protection: Type of Construction: doc: IBC -10/06 Cityif 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 Tenant: Name: TUKWILA MEDICA Address: 10802 EAST MARGINAL WAY S , TUKWILA WA Owner: Name: EAST MARGINAL WAY PROPERTIE Address: 10802 EAST MARGINAL WAYS , SEATTLE WA 98168 Phone: DESCRIPTION OF WORK: UNDERGROUND DETENTION VAULT (RELATES TO PW08 -030) DEVELOPMENT PERMIT * *continued on next page ** Permit Number: D08 -381 Issue Date: 08/28/2008 Permit Expires On: 02/24/2009 Expiration Date: 04/12/2010 Fees Collected: $1,740.30 International Building Code Edition: 2006 Occupancy per IBC: D08 -381 Printed: 08 -28 -2008 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N City 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 Number: DO8 - 381 Issue Date: 08/28/2008 Permit Expires On: 02/24/2009 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Storm Drainage: Street Use: Profit: N Water Main Extension: Private: Water Meter: N Permit Center Authorized Signature /I► V _ ter'.. Date: Public: Non - Profit: N Public: I hereby certify that I have read an ex• ed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complie th, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development p ermit. Date: g( p - /0g Signaturj'1y A1 Print Name: 4061. bfmJ n igevhei f /� This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IBC -10/06 D08 -381 Printed: 08-28 -2008 1: ** *BUILDING DEPARTMENT CONDITIONS * ** • City of Tukwila Parcel No.: 0323049046 Address: 10802 EAST MARGINAL WY S TUKW Suite No: Tenant: TUKWILA MEDICA 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 4: The special inspections and verifications for concrete construction shall be required. Permit Number: D08 - 381 Status: ISSUED Applied Date: 07/21/2008 Issue Date: 08/28/2008 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. 5: 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. 6: Installation of high- strength bolts shall be periodically inspected in accordance with AISC specifications. 7: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 8: 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. 9: 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. 10: 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. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 14: 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. 15: ** *FIRE DEPARTMENT CONDITIONS * ** doc: Cond -10/06 D08 -381 Printed: 08-28 -2008 9 • 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 16: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 17: Utility and detention vaults, located in fire apparatus access roads, shall be designed to withstand an outrigger load of 45,000 lbs. 18: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 19: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 20: These plans were reviewed by Inspector 0700. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. doc: Cond -10/06 * * continued on next page ** D08 -381 Printed: 08 -28 -2008 Signatur Print Name: ()PPo1) Yq f73 Iq-"A.." doc: Cond -10/06 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this 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: / d /o/K D08 -381 Printed: 08 -28 -2008 CITY OF TUKWIL Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us t2cf Pu> oS- o3 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION Site Address: 1 og 0 Z E. 7/ -t by W l l SD 7 wt /'►'1 Tenant Name: Property Owners Name: F71:6 6 m Mailing Address: R p 06, /004-74 LeP ki/At/ ,$7`�e 303 CONTACT PERSON - who do we contact when your permit ready to be issued Name: G.641o) f N 6124- i 4- . J Mailing Address: PO ?CC< 2 -712S E -Mail Address: GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg-4) for Plumbing and Gas Piping (pg 5)) Company Name: Min 4)C_ . Mailing Address: City State Zip Day Telephone: 2 - 0 6 q2 7- 60 3 Fax Number: 4 /25 - 31-4.--66.5 Expiration Date: IP/L, L 20/ Contact Person: � Dtt b�� r r ®O P E -Mail Address: jprdo & `9"rn G §62 /('.42S /he .16)-3 -7 Contractor Registration Number: /(/ el/I ,r S r ARCHITECT OF REcORD All plans must be v et stamped by ,Archit Company Name: Mailing Address: Contact Person: E -Mail Address: ENGINEER OF RECORD -- Allw bd e stamped by En Company Name: ,PA-q Pm./ & / <v A & Mailing Address: / tit / "w V� Contact Person: 1 ` 7150- ©p .S/4 - / c /L- E -Mail Address: Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Building Permit No. Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. I Project No. King Co Assessor's Tax No.: 03A 30 M — 90 1- ( Suite Number: Cit Day Telephone: 2O6 4'27 — d2OAS— /SS A/ , 4 /f City Fax Number: s -391 (For of use only) New Tenant: ❑ .... Yes ❑ ..No ate State Zip City Day Telephone: Fax Number: State Floor: Zip Zip City State Zip Day Telephone: ZOb 32 2 4578 Fax Number: `2s) 6 3 ZZ - 4 S2$ Page 1 of 6 BUILDING PERMIT INFORI \TION - 206-431-3670 Valuation of Project (contractor's bid price): $ 7 © Scope of Work (please provide detailed information): L ?i V Will there be new rack storage? ❑.... Yes Provide All Building Areas in Square Footage Below la Floor 2 Floor Floors Basement Accessory Structure arage Attached Detached Garage Attached • Carport Detached Carport Covered Deck Uncovered Deck Addition to Existing Structure Type of Construction per IBC '' Type of Occupancy 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 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: Q:\Applications\Forms- Applications On Linel3 -2006 - Permit Application.doc Revised: 9 -2006 bh Existing Building Valuation: $ ❑ .. No If yes, a separate permit and plan submittal will be required. 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. Page 2 of 6 PERMIT APPLICATION NO Applicable: all permits in thsaapplication 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 (cu pent 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). 1 I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: PA's him: O !/e-S Date: 77 2//C4 Print Name / Miens/2-011 /¢-fit/ Day Telephone: zo6 q-6 1 55.4 -1��1 Gera- p(f.>-7 City State Zip Signature: Mailing Address: Date Application Expires: /i Date Application Accepted: A 7 -)-k t Q:\Applications\Forms- Applications On Linel3 -2006 - Permit Application.doc Revised: 9 -2006 bh Staff Initials a( Page 6 of 6 Fixture TyPe: Qty Fixture Type: Qty fixture Type: Qty Fixture Type :'' Gas piping outlets Qty' Bathtub or combination bath /shower Drinking fountain o ater cooler (per head) sh fountain Bidet Food -waste gri er, commercial Rece r, indirect waste Clothes washer, domestic Floor drai Sinks Dental unit, cuspidor Shower, gle head trap Urinals Dishwasher, domestic, with independent drain Lavato Water Close Building sewer or trailer park sewer Ra" water system — per d in (inside building) Water heater an r vent Additional medical gas inlets /outlets — six or more Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors epair 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 Indicate type of plumbing fixtures and/or gas piping outl Q:\Applications\Forms- Applications On Line\3 -2006 -Permit Application.doc Revised: 9 -2006 bh Building Use (per Intl Building Code): Occupancy (per Int'l Building Code): Utility Purveyor: Water: Sewer: PLUMBING AND GAS PIPING .:ERMIT INFORMATION — 206 -43 670 PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Numb Valuation of Plumbing work (contract 's bid price): $ Valuation of Gas Piping work (contractor bid price): $ Scope of Work (please provide detailed info ation): being Expiration Date: stalled and the quantity below: State Zip Page 5 of 6 Receipt No.: R08 -03085 Initials: JEM User ID: 1165 Payee: MMI SERVICES INC. ACCOUNT ITEM LIST: Description doc: Receiot -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://www.ci.tukwila.wa.us Parcel No.: 0323049046 Permit Number: D08 -381 Address: 10802 EAST MARGINAL WY S TUKW Status: APPROVED Suite No: Applied Date: 07/21/2008 Applicant: TUKWILA MEDICA Issue Date: TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2294 1,056.50 Account Code Current Pmts 000/322.100 000/386.904 RECEIPT 1,052.00 4.50 Total: $1,056.50 Payment Amount: $1,056.50 Payment Date: 08/28/2008 01:59 PM Balance: $0.00 Yo.) 09/28 0710 TOTAL 1056.5) Printed: 08 -28 -2008 Payee: MMI SERVICES 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 TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2488 683.80 RECEIPT Parcel No.: 0323049046 Permit Number: D08 -381 Address: 10802 EAST MARGINAL WY S TURIN Status: PENDING Suite No: Applied Date: 07/21/2008 Applicant: TUKWILA MEDICA Issue Date: Receipt No.: R08 - 02656 Payment Amount: $683.80 Initials: WER Payment Date: 07/21/2008 09:15 AM User ID: 1655 Balance: $1,056.50 Account Code Current Pmts 000/345.830 683.80 Total: $683.80 5096 07/21 9710 TOTAL 683.80 don! Rarpint -nR Printari 07 -21- 9(1(18 COMMENTS: Type of In.spection: ,'-/ AA f , 7 re, CY, — i /aver / ,p 0 h r Date Wante /2. 1/o10/ " ei /( (1d- rA/,o41eci Requester: t'H'I I httO rLW / F )t- A" / \ Project i/ /14 / r) Type of In.spection: ,'-/ AA f Address: Date Called: S pecial Instructions: Date Wante /2. 1/o10/ a.m p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPE ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION r `12 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 g Approved per applicable codes. ❑ Corrections required prior to approval. nsfector I, •Ipt No.: I Datr $60 .i0 REINSPECTI 3N FE ECUIR .frr o inspectidn, fee must be pa i at 6300 Southcenter Blv ., Suit 1 0. C l to schedule reinspection. .1 Date: ,bog-38/ TS 44 14_14,1 1.4 srf Type of Inctiort: I �� Address' MV c4w� Date Called: Special Instructions: Date Wante . 10t 0 Reques er: Phone No: INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 1e°, 3''./ PERMIT NO. (206)431 -3670 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: () Fiiv4( /P . onif 4h Inspec hte ,.4 $ 0.00 REINSPECTION ' E RE IRED. Prior to inspection, fee must be p aid at 6300 Southcente Blvd., Suite 100. Call to schedule reinspection. Date: z /o cv Refeipt No.: !Date: Project— 7 7 /. ..41i9 fl - /i r r� Type of spection: T 4 7/ fl v �J/U �i9 // Address: D to Called: 1 Special Instructions: Date Wanted: fj i „a_ 4 a a.m. Cw Requester: Phone No: ylZ.5 -- S 0(4 — 0/ t/v , INSPECTION RECORD 406-381 Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION F' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ' ❑ Approved per applicable codes. ❑ Corrections required prior to approval. r COMMENTS: .) ' ' e - . j am /f 4. / A - / -cJav / /"..11 Date E] $6x.00 REINSPECTION FEE RE Ift D. Prior to inspection, fee must be p at 6300 Southcenter Blvd., ulte 100. Call to schedule reinspection. 'Receipt No.: 'Date: Seel COMMENTS:: f �(( � -� y % ' 2 /h .�v r ";- 1 C ' ' ' A 1 /0 n y' w/ a " 1'2 As‘ 6e-ore--- : t) / s, 1-r AP r t.) , -' s r G fr r e , ,, 6n �l / ( 4e C Ml?/ 3,t- fivpC) Date Called: cak TID P OL.2_ / r"spee2 :i�v p r` z No . 0/3 3 " c (ea rA 6f ,) — -----ek I S-2_ r 1--) if e ri L.. 441-1 - S , UJ c� L),-, / S n f'.. c. r r 1 TA S,a 6, -vrS ?;/U y.. i fir' aril . I G 0 1 Pr j c : 0 _ n iA Type of In n AJ Address 41119-1 f Date Called: Special Instructions: i 1—r- • , Date Wanted: — r J ' lrr .m. Requester: Phone No: s— Jo - 214d INSPECTION RECORD o Ja_ Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION NO. Approved per applicable codes. Corrections required prior to approval. Inspec or' 'L I Date: en . I Z ❑ $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: ,•1 Project: ,,// AG.. MM __ JJ ,, Type of in Address: 10 0 3 ?. M WS Date Called: " /,c /V Special Instructions: Date Wanted: / / /3 Via- :m. p .m Requester: -ditt WI Phone No: ,a06 (07- 6037 INSPECTIONINO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. COMMENTS: N?kIIi7 Inspector: El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: INSPECTION RECORD Retain a copy with permit Date: -038' I PERMIT NO. El Corrections required prior to approval. Date: 12(5- / $ O December 10, 2008 Cert No. 0809 -28 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: Medica Vault 10802 E Marginal Way S Permit No. D08 -381 This is to advise you that the following inspections were completed per our reports for the above referenced project and permit. Please see the previously sent reports for actual details of the inspections performed. 1. Reinforced concrete for vault footings, slab, walls and lid closure KIRKLAND: (425) 823 -9800 SEATTLE: (206) 525 -6700 FAX: (425) 823 -2203 EVERETT: (425) 259 -0817 DEC 11 2000' cumiuut DEVELOPMENT All 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. Our last report is dated 09 -24 -08 and is number 134389. Respectfully, CASCADE TESTING LABORATORY, INC. Michele J. Guerrini Vice President eirtified e 11 T sting Inc. ID: (425) 427 -8889 • (206) 601 -5550 • (888) 484 -FLOW • (425) 427 -9242 fax WWW.CBTINC.COM BACKFLOW PREVENTION ASSEMBLY TEST REPORT NAME : *NEW CONSTRUCTION - 10802 ** Commercial SERVICE ADDRESS: 10802 E MARGINAL WAY SEATTLE, WA 98168 CONTACT PERSON: JAY NYCE GARDENS PHONE: 425.260.4646 FAX: LOCATION OF ASSEMBLY: NW CORNER OF PROPERTY BY HOTBOX ALONG SIDEWALK DOWNSTREAM PROCESS: IRRIGATION INSTALLATION: NEW PROPER INSTALLATION? YES MAKE OF ASSEMBLY: WILKINS AIR GAP INSPECTION: Required minimum air gap? Detector Meter Reading: REMARKS: ASSEMBLY TYPE: DCVA MODEL: 950XLT SERIAL #: 239550 SIZE: 1 TESTERS SIGNATURE: 9j1e4A.0 TESTERS NAME PRINTED: TOBY SWANSON REPAIRED BY: DATE: FINAL TEST BY: BAT #: DATE: CALIBRATION DATE: 08/29/08 KIT #: 23299BS MODEL: BARTON 247 SERVICE RESTORED? YES I certify that this report is accurate, and I have used WAC 246- 290 -490 approved test methods and test equipment. BAT #: B-5206 TEST DATE: 11/18/2008 LINE PSI: 0 COMPANY PHONE # please see top of test report INITIAL TEST: IPASSEDI DCVA / RPBA DCVA / RPBA RPBA PVBA /SVBA CHECK VALVE NO.1 CHECK VALVE NO.2 OPENED AT: PSID #1 CHECK: PSID AIR GAP OK? AIR INLET OPENED AT: PSID OPENED FULLY? CLOSED TIGHT CLOSED TIGHT 2.0 PSID 2.0 PSID NEW PARTS AND REPAIRS Please see notes below Please see notes below Please see notes below CHECK VALVE HELD AT: PSID TEST AFTER REPAIRS: PSID PSID OPENED AT: PSID #1 CHECK: PSID AIR INLET: PSID CHK VALVE: PSID eirtified e 11 T sting Inc. ID: (425) 427 -8889 • (206) 601 -5550 • (888) 484 -FLOW • (425) 427 -9242 fax WWW.CBTINC.COM BACKFLOW PREVENTION ASSEMBLY TEST REPORT NAME : *NEW CONSTRUCTION - 10802 ** Commercial SERVICE ADDRESS: 10802 E MARGINAL WAY SEATTLE, WA 98168 CONTACT PERSON: JAY NYCE GARDENS PHONE: 425.260.4646 FAX: LOCATION OF ASSEMBLY: NW CORNER OF PROPERTY BY HOTBOX ALONG SIDEWALK DOWNSTREAM PROCESS: IRRIGATION INSTALLATION: NEW PROPER INSTALLATION? YES MAKE OF ASSEMBLY: WILKINS AIR GAP INSPECTION: Required minimum air gap? Detector Meter Reading: REMARKS: ASSEMBLY TYPE: DCVA MODEL: 950XLT SERIAL #: 239550 SIZE: 1 TESTERS SIGNATURE: 9j1e4A.0 TESTERS NAME PRINTED: TOBY SWANSON REPAIRED BY: DATE: FINAL TEST BY: BAT #: DATE: CALIBRATION DATE: 08/29/08 KIT #: 23299BS MODEL: BARTON 247 SERVICE RESTORED? YES I certify that this report is accurate, and I have used WAC 246- 290 -490 approved test methods and test equipment. BAT #: B-5206 TEST DATE: 11/18/2008 LINE PSI: 0 COMPANY PHONE # please see top of test report AP=9.2 INITIAL TEST RESULTS J TEST AFTER REPAIR OR CLEANING RPBA Line Pressure 145 psi Pressure Drop Across No. 1 Chock Valve (A) 9.1 psid 2.6 psid 6.5 psid ® Line Pressure Pressure Drop Across No. 1 Check Valve (A) „ __ psid Reber Valve Opened (l)) Relief Valve Opened (Li) psid Butler (C) = (A-B) Buller (C) = (A -B) psid No. 1 Check: Closed trgdt No. 1 Check: Closed tight ---- - - - --- O Leaked --------- 0 No. 2 Check: Closed tight Ii Leaked --- --------- No, Closed tight -- - ----- D ® 2 Check: Leaked 0 Leaked ---- - - - - -- 11 Minimum AG Separation: Yes No Minimum AG Separation: Yes Passed Test: Yes Passed Test: Yes No DCVA Line Pressure Line Pressure paid psid No. 1 Closed tight 0 -- 0 ❑ __, • ,__psid _psid _psid No. 1 Check: Closed light 0 Check; --- Leaked - ----- No. 2 Check; Closed tight - -- - - - - Leaked rl ----- No. 2 Check: Closed light - - ----• O Leaked O Leaked 0 Passed Test: — psid Passed Test: Yes No PVB Lino Pressure Line Pressure psid Air Inlet: Opened: psid Air Inlet: Opened: Failed to Open Check Valve: ---- -- - - -- 0 psid Failed to Open -- ---- -- 0 Check Valve: psid - --- - Yes -- (7 No Leaked -- - - - --- -- D Passed Test: Yes No Leaked -- Passed Test: AG Minimum Separation: PLEASE RECORD REPAIR OR CLEANING INFORMATION IN SECTION BELOW Rx Date /Time DEC- 04- 2008(THU) 08:20 Dec 04 08 07:52a Tom B.A.T.MASTER BACKFLOW SCRVICC 291a CAVALERO ROAD EVERETT. WA 98205 NAME: MEBICA/ GOLD DIGGERS INC. Gamman 425 397 2789 425- 397 -2789 p. 2 BACKFLOW DEVICE WATER PURVEYOR: TEST REPORT SEATTLE PUBLIC UTILITIES BACKFLOW LD # New El Existing ❑ Replacemc O SERVICE ADDRESS: 10802 E. MARGINAL WAY S., SEATLLE, WA 98168 CONTACT: DAN CRONENWETT @ 425- 348 -1789 LOCATION: EAST OF SIDEWALK, NEXT TO METER /..J Ho 1" 60V CROSS CONNECTION CONTROL FOR: PERMISE ISOLATION TYPE ASSEMBLY: RPBA MANUFACTURER: WATTS MODEL: 009M3QT SIZE; 3/4" SERIAL NO: Is This A Proper Installation? Water Service Found: Remarks: Initial Test By: YES ON Signsturts Repair T By: Certl Cert # Repair Test By: Cert # SOV Type: Test Equipment: ke Midwest Mode 5 Serial # 2071334 Accuracy Verif. Date 20- Mar-08 I CERTIFY THE ABOVE R ORT T E TRUE: Thomas Gm . - n (425) 210 -9866 Hntr TYDem TAW N Cert # B4594 Water Service Left: Phone NO. WATTS ON Date Date (I CERTIFY THAT 1 USED WAC 246 290 - 490 APPROVED TEST METHODS AND DIFFERENTIAL TEST EQUIPMENT) A82972 Date 3- Dec -08 P. 002 Dec Rx Date /Time DEC- 04- 2008(THU) 08 20 425 397 2789 04 08 07:53a Tom Gamman 425- 397 - 2789 B.A.T,MASTER BACKFLOW DEVICE BACKFLOW SERVICE TEST REPORT 2018 CAVALERO ROAD EVERETT, WA 98205 NAME: MEBICAI GOLD DIGGERS INC. BACKFLOW I.D.# SERVICE ADDRESS: 10802 E. MARGINAL WAY S., SEATTLE, WA 98168 CONTACT: DAN CRONENWETT @ 425 -348 -1769 LOCATION: EAST OF SIDEWALK, NEXT TO METER & HOT BOX CROSS CONNECTION CONTROL FOR: IRRIGATION SYSTEM TYPE ASSEMBLY: DCVA MANUFACTURER: WILKINS MODEL: 950XLT SIZE: 1" SERIAL NO: Is This A Proper Installation? Water Service Found: Remarks: Initial Test By: Repair 7 By: C4Ained Tostwn IypoO96Primuel YES ON Test Equipment: / Mak Mid I CERTIFY THE ABOVE REP Thomas C'Ga an sip,181um E "UE: de Certi Cert It SOV Type: Cert # B4594 Water Service Left: (425) 210 - 9866 Serial 0 2071334 Accuracy Verif, Date 20- Mar -O6 Phusw, Nn, WILKINS ON Date Repair Test By: Cert # Date (f CERTIFY THAT I USED WAG 246-290 -490 APPROVED TEST METHODS AND DIFFERENTIAL TEST EQUIPMENT) New Existing ❑ Replaceme D WATER PURVEYOR: SEATTLE PUBLIC UTILITIES 2393550 Date 3- Dec -08 P. 003 P.3 INITIAL TEST RESULTS TEST AFTER REPAIR OR CLEANING • RPBA Line Pressure Line Pressure Pressure Drop Across No. 1 Check Valve (A) psid Pressure Drop Across No. 1 Check Valve (A) psid Relief Valve Opened (e) psid Relief Valve Opened (B) psid Butter (C) = (A -B) psid Buffer (C) ee (A -d) psid No. 1 Check: Closed tight ---- ---- Leaked -- 0 0 0 • - 0 No Closed light Cl No. 1 Check: Leaked - - - --- Cl No. 2 Check: Closed tight - - - - -- O -- - -- -- No, 2 Check: Closed tight - ---- Leaked .— Minimum AC Separation: Yes Passed Test: Yes -- ••• Leaked rl Minimum AG Separation: Yes No No Passed Test: Yos No _ DCVA Lino Pressure _.. 142 psi No.1 Check: Closed tight — ® 2.6 Line Pressure psid psid No. 1 Check: Closed tight — - -- Cl _psid - -- ❑_ psid Leaked CI Leaked No. 2 Check: Closed tight •-- No. 2 Chock: Closed tight f1 ISI 2.2 Leaked — -- _psid • • ❑ psid Leaked ----- - - - - -- Cl Passed Test: Yes No Passed Yost: YES _ PVB Line Pressure Line Pressure Psid Air Inlet Opened: psid Air Inlet: Opened: railed to Open -------- Check Valve: 0 psid Faded to Open - ----• Cl Chock Valve: psid Leaked CI Leaked [1 Passed Test: Yes No --••• — Passed Test: Yes No AG Minimum Separation: PLEASE RECORD REPAIR OR CLEANING INFORMATION IN SECTION BELOW Dec Rx Date /Time DEC- 04- 2008(THU) 08 20 425 397 2789 04 08 07:53a Tom Gamman 425- 397 - 2789 B.A.T,MASTER BACKFLOW DEVICE BACKFLOW SERVICE TEST REPORT 2018 CAVALERO ROAD EVERETT, WA 98205 NAME: MEBICAI GOLD DIGGERS INC. BACKFLOW I.D.# SERVICE ADDRESS: 10802 E. MARGINAL WAY S., SEATTLE, WA 98168 CONTACT: DAN CRONENWETT @ 425 -348 -1769 LOCATION: EAST OF SIDEWALK, NEXT TO METER & HOT BOX CROSS CONNECTION CONTROL FOR: IRRIGATION SYSTEM TYPE ASSEMBLY: DCVA MANUFACTURER: WILKINS MODEL: 950XLT SIZE: 1" SERIAL NO: Is This A Proper Installation? Water Service Found: Remarks: Initial Test By: Repair 7 By: C4Ained Tostwn IypoO96Primuel YES ON Test Equipment: / Mak Mid I CERTIFY THE ABOVE REP Thomas C'Ga an sip,181um E "UE: de Certi Cert It SOV Type: Cert # B4594 Water Service Left: (425) 210 - 9866 Serial 0 2071334 Accuracy Verif, Date 20- Mar -O6 Phusw, Nn, WILKINS ON Date Repair Test By: Cert # Date (f CERTIFY THAT I USED WAG 246-290 -490 APPROVED TEST METHODS AND DIFFERENTIAL TEST EQUIPMENT) New Existing ❑ Replaceme D WATER PURVEYOR: SEATTLE PUBLIC UTILITIES 2393550 Date 3- Dec -08 P. 003 P.3 SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD STRENGTH, P.S.I. TYPE BREAK *: 3093 4 1-2q g/ a- I 7 �i4 /257 4 13 4IS0 _ 1 Y G a S 30 N I /o - Z-7-- Z-7-- .2g g J--- ARCHITECT G o 9 6 c) 4 �So d . 3 095 .J — /o -z z 0.g -- 7.2 9 C10 S F G (3 ,'_ 3 0 9 (0 - ".2. L 1 . 0.7 /0 ( 7 02.... 3, / /2- 26 0 5 W 3DQ`7 / ZZ fig' J__ z-� 14-0 77-p0 30% io -zZ 3/V0 7 370 DATE —2 � I . /TQ' SLUMP CERT. NO. 2 - -4a�r� (s We) T. UNIT W,SF - PROJECT —' %"u I/aca.N ATIO► /. 56 �/ C k -- P7'•GObliNO^ ^) OWNER 6 EATHE TEMP ‘10, /• A.M. ENG ► orSdat I /tides Const Jp4 A ARCHITECT COJITRACTOR d . TAME SLUMP %AIR T. UNIT W,SF YIELD TEMPERATURE /. 56 �/ C k -- CONC7O AIR ‘C TIME ✓ 0 SLUMP 4 r� ' %AIR �� UNIT WT., YIELD TEMPERATURE CONC7! AIR60 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION � � 'V 129 N.E. 126TH PLACE �'} � KIRKLAND,WASHINGTON 980" 45 ) 823 -9800 EVERETT (425) 259 -08 I7 COMPRESSION REP 2 MB DEVE OpME T CLIENT M ADDRESS' - - `w<` .9 CITY, STATE, ZIP: TES A (9 A Go- A ci8c&SI ATTN SOURCE/SUPPLIER 61464 CEMENT TYPE'.. SET j OF CU IICCYAARDS PLACED ,ZS Z ' Sampled as per ASTM C - 172 TRUCK #_TICKET NO. MIX NO. ✓Ako / T /9# ASTM C -143 ASTM C -231 ASTM C -143 ASTM C -231 TEST RESULTS APPLY ONE TO THE ITEMS HEREIN TESTED.THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL.WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. ASTM C -138 SET OF CUBIC YARDS PLACED 4 /r S OF f r J Sampled as per ASTM C -172 TRUCK # 6s 3 TICKET NO. 3 MIX NO 6 5 ( ASTM C -I38 REVISED 12/07 SIGNED BY - COPIES TO. M ";ten �(8( l"(z) ASTM C -I38 ASTM C -138 ASTM C -1064 ASTM C -1064 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE r1 5: - C SEE FIELD REPORT NO. 1 y 3aq NO, 68 458 ACTUAL WEIGHTS OR /Qr CY ..CEMENT FLY ASH C.AGG. 34 C.AGG. FINE AGG. WATER TOTAL ADMIX. I ADMIX. 2 ADMIX 3 ( 1/0r - 7 /?6 D.QS% C.AGG. /69'90 5;6l FINEAGG. I L/SC WATER TOTAL OZ ADMIX.3 ACTUAL BATCH t/ WEIGHTS FOR 7`.S CY CEMENT, 3790 FLY ASH *. C.AGG. ../� 4'SO .Zs; '/YSZ OZ ADMIX I /CIaXR -JO gi OZ. 01 ADMIX 2 OZ. OZ .01-.. I cast/cure 0 -C -617 sulfur cap 1231 pad cap 39 cylinder 0 - *C -42 cores 0 - *C - 1019 cmu grout 0 *C -109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 2-Thermometer CCTHD00 2Air Meter CCOA I 00 - CC5C000I O - CC000002 INITIAL CURE TEMP.: HIGH /LOW or DESIGN STRENGTH ` I INITIAL CURING TEMP, NOT RECORDED PER 10.1.2 / n / PLACEMENT AREA & NOTES /' /7 oP 41/4 441/J 4 Z ‘3a,o76 / Atli w ed Dr, `hd / 6-a/ ati s c7 u, /I / 4 J 2, /9,1' t u/ aK 9 �1 REMARKS: AD" •l / #J a S fe(i piety S aS 6 ev qt)( de:, e 4$- iog we , 5,04 e- " c 4 Co rt5 /LIg id 03-7 VJ 9v va o OCT i O Ad COMMU DEVELOPMENT TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/07 INSPECTOR(S), NAME(S) PRINTED Ore ' d vC INSPECTOR SIGNATURE SIGNED BY / COPIES TO M /1-44-11.. LIP CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 FIELD REPORT si_rchcLa PREVIOUS REPORT No. No. 13 4 3 8 Y DATE q-z �V CERT. NO. °Saq_ � TO: M M". PROJE Yy o(I lip I4i/ (50-4(11 LOCATION ( °sal F!. Meer rMaf tacky S 2.d. 50, .623 BLDG. PERMIT NO. OWNER T .A Q [,( 0A " 1A-jA C2 WEATHER TEMP. AM @ PM ENGINEER . i F V C) (1 L 1 / 1'k a / eS GatS�� ATTN I "ARCHITECT CONTRACTOR ( ( INSPECTION PERFORMED RESTEEUCONCRETE LATERAL WOOD (3) ITEMS INSPECTED _ FOOTINGS — AUGER CAST PILES ' — DRILLED PIERS y a u h /� PIERS — FOUNDATIONS SLAB _ RESTEEL ONLY _ RESTEEUMASONRY STR.ST/WELDING _ _ COLUMNS - WALLS BEAMS _ EPDXY STR.ST /BOLTING — — — OTHER — (4) LOCATION (AREAS) V a. ( / r !ice CONCRETE/M // ASONRY SUPPLIER Csla MIX NO. [Ti `� DESIGN STRENGTH (f'c) ° , c c'e. V' TOTAL CU. YD. PLACE c7 4'. S SLUMP (INCHE AIR CONTENT ( %) S U 'r © CP4. / ✓ZI2 1 SPECIMENS CAST VO( -.4 (.3[�) T�3I CYLINDER REPORT NO. ( ` S 2 YES NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS — — REMARKS: AD" •l / #J a S fe(i piety S aS 6 ev qt)( de:, e 4$- iog we , 5,04 e- " c 4 Co rt5 /LIg id 03-7 VJ 9v va o OCT i O Ad COMMU DEVELOPMENT TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/07 INSPECTOR(S), NAME(S) PRINTED Ore ' d vC INSPECTOR SIGNATURE SIGNED BY / COPIES TO M /1-44-11.. SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD STRENGTH, P.S.I. TYPE BREAK * 3093 G1 -2.(&' /0 -1 7 S/i4 /257 4{3v - 0 .3 yta S 30 4 q /o - zZ 2g 1._ 3 095 ro _ z z g 304 (0 -2L-/ 10 - l 7 Zool 3. /2-- z6 o 55 SCA /0- zz .2e 30 / zZ DATE 9 - z ; CERT. NO. -: Oa, 'I PROJECT Yn JCe( Vivt w (s i %e) LOCATION YIELD BLDG. PERMIT NO. OWNER WEATHER ,uerr rt— TEMP @ � A.M. G,� / ENGINEER - P J- r Crgk ,, l /mile s /I�i consa ,t ARCHITECT CONTRACTOR 5. 0 1 evi/Ob" " • T IME SLUMP %AIR UNIT WT., SF YIELD TEMPERATURE /' 36 k CONC7G AIR CO TIME `5 SLUMP r � SLUMP gd %AIR '`_ UNIT WT, YIELD TEMPERATURE CONC7/ AIRtp0 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 1291 N.E. 126TH PLACE KIRKLAND. WASH INGTON 98034 (425) 823 -9800 EVERETT (425) 259 -0817 COMPRESSION REPORT CLIENT. M M (SP-- i/ c I T ) ADpRESS• .-C', - `w?c 0 ig:v8 CITY, STATE, ZIP: =SS (9 64 41.34 to-A 984:=Q-1 ATTN. SOURCE/SUPPLIER 4 CEMENT TYPE SET 1 OF CUBIC YARDS PLACED 0S St ? Sampled as per ASTM C - 72 • ,CEMENT 311 TRUCK # T ICK E T NO. MIX NO. :3 1 / 9f(/// FLY ASH SET. OF ? YARDS PLACED L A 5 OF yr S Sampled as per ASTM C -172 TRUCK # 6s 3 TICKET NO. .2.21fs13 MIX NO 6, REVISED 12/07 ASTM C -143 ASTM C -231 ASTM C -I43 ASTM C -231 TEST RESULTS APPLY ONE TO THE ITEMS HEREIN TESTED.THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. COPIES TO M 1wn ''V$ ASTM C -I38 ASTM C -I38 ASTM C -138 ASTM C -1064 ASTM C -138 INSPECTOR(S), NAME(S) PRINTED ASTM C - 1064 INSPECTOR SIGNATURE SIGNED BY '- ADMIX I ADMIX 2 ADMIX 3 SEE FIELD REPORT NO. ) 39 3£s� O 6 8 4 5 8 ACTUAL F WEIGHTS OR / S CY C.AG 3/Y C.AGG. FINE AGG. WATER TOTAL f' T SC /6 / b2 /9,47 , ,11/ 4J / diet y /ro 8'go S6 % FINE AGG. I err 7 620 d C.AGG. OZ. ADMIX 3 ACTUAL BATCH / WEIGHTS FOR 7,S CY OZ. ADMIX I At O ' '. /C:/fi OZ. 1. OZ. ADMIX2 OZ. OZ. .12-=C: I cast/cure 0 -C -617 sulfur cap ,11231 pad cap C -39 cylinder 0 - *C cores 0 - *C -1019 cmu grout O *C - 109 cubes G Cascade Testing Equipment Identification: Stump Cone CSLC000 iermometer CCTHDOO .2.Air Meter CCOAI00 - A-- CC5C000I O - CC000002 DESIGN STRENGTH a:10 4 INITIAL CURE TEMP: HIGH /LOW or INTIAL CURING TEMP NOT RECORDED PER 10.1.2 / I PLACEMENT AREA & NOTES /4 lT4�l c3 IL./Q t- 4e/cier l( '.' / .3�� / RECEIVFO OCT 10 20DB SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ. IN. TOTAL LOAD STRENGTH, P. S.1. TYPE BREAK* tzg9c, 9 / )q 1 -2 L 7 9 f,8 12 -S7 .39 Ufa 3/70 S s f 7 1 /v - / 7 78 G o 9So 4°k5 S ,2 Z- tr - /0 - 1 7 zca GO 3 7 0 qea o _S DATE 9) I 1 1 / O O� 7 g %AIR PROJECT M eol � c cx \ktQo\ A YIELD LOCATION I CZ_ F nnal v r„1 (,. .� 5 , BLDG. PERMIT NO. I�WNER WEATHER i 91n (6;6V\ TEMP @ A.M. P.M. ENGINEER ENGf POeb 1 ARCHITECT CONTRACTOR r R . )(r► c0C TIME 1`. SLUMP II , II �Z %AIR UNIT WT.,SF YIELD TEMPERATURE CONC jp0 AIR 51 6 T CLIENT: N \' v\T 3 '-' \ C Qtat g ADDRESS: PC , T grA 7 - 3(o CITY, STATE, ZIP: I�S ,rt t. 3r d \A ( v..9 LA c Y2 l ATTN SOURCE/SUPPLIER Cr ICOO! CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 EVERETT COMPRESSION REPORT C EIVED SET I OF CUBICYARDS PLACED ZO OF (0S Sampled as per ASTM C -172 TRUCK # (oil TICKET NO. 747 Co MIX NO. I9L Ff SET OF TRUCK # ASTM C -143 ASTM C -231 CUBICYARDS PLACED OF TICKET NO. ASTM C -143 ASTM C -23I ASTM C -138 ASTM C -I38 (425) 823 -9800 (425) 259 -0817 OCT 2 2 2008 CEMENTTYPE• -1 / Q ASTM C -138 MIX NO. ASTM C -138 ASTM C -1064 Sampled as per ASTM C - 172 TIME SLUMP %AIR UNIT WT., SF YIELD TEMPERATURE CONC. AIR ASTM C -1064 SEE FIELD REPORT NO. I328Z1 NO. REPORT 68533— ACTUAL BATCH WEIGHTS FOR I CY FLY ASH C.AGG. C.AGG. FINE AGG. WATER TOTAL ADMIX. I ADMIX. 2 ADMIX. 3 INITIAL CURE TEMP.: HIGH ILOW or 0 INITIAL CURING TEMP, NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES ( v\C1PeI -e k/k(00 (rr cD ∎An OkAZI'Al ( ek 7;54 k(\es) 1-rake" c 1 r `tee re c-k /1 T-Tecd P << r Q -e e\ ; ■VAS \ 6rck toy\ DekA.;_b ACTUAL BATCH WEIGHTS FOR CY CEMENT WATER TOTAL OZ. ADMIX.I OZ OZ ADMIX 2 OZ OZ ADMIX.3 OZ 1KC -3I cast/cure O -C -617 sulfur cap 1231 pad ca / p " *C -39 cylinder O - *C-42 cores O - *C -1019 cmu grout O *C -109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 (0 Thermometer CCTHDOO (DAir Meter CCOA I 00 - CC00000I O - CC000002 DESIGN STRENGTH 7 Okt C ire ire, - k9 yn't TEST RESULTS APPLY ONE TO THE ITEMS HEREIN TESTED.THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL.WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/07 COPIES TO R / l t k_ le /O/?_/ INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY � CASCADE TESTING LABORATORY, INC. TE &INSPECTION 129 N ,E. 1 26TH PLACE K IR KLAN Q , WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 FIELD REPORT PREVIOUS REPORT No. No. 132821 DATE - / fc OS CERT. O. O4D 9 -a_ 0 TO: 717 PROJECT 1'64 //Put 11- LO ATIp1i Pc jSvy- 2_76 .- B�13 - Do e, - - 3 B OWNER ,Zss - WEATHER TEMP. @ AM PM A� uo 1.04 9 80 . z9 — ENGINEER � - hF+>^ s et,..A ATTN: ARCHITECT CONTRACTOR 5 afe- la+'L -- ( INSPECTION _ PERFORMED RESTEEUCONCRETE RESTEEUMASONRY EPDXY OTHER LATERAL WOOD (3) ITEMS INSPECTED _ FOOTINGS _ AUGER CAST PILES — DRILLED PIERS — FOUNDATIONS SLAB _ RESTEEL ONLY STR.ST/WELDING _ COLUMNS 1 WALLS — _ STR.ST /BOLTING — — — BEAMS (4) (AREAS) tj A k 1 ` I.() - 1 1 5 (5) CONCRETE/MASONRY SUPPLIER SLUMP AIR CONTENT MIX NO. DESIG. STRENGTH (Pc) TOTAL CU. YD.. V• (INCHES ( %) SPECIMEN CYLINDER REPORT NO. S ifit NO ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS — REMARKS: REVISED 12107 g.- 4- 1�415 or- ID" D C - b 4-le A et - Ico 7114s Li 1 41;a G � �� w c-e5 Du K 4HS p l p.c e ••P ti tT o Q -2-e TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL, WITH- OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. COPIES TO /� / 114 4 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY I N 1 dOeg-- 0- &)ee9 0 •A Q Oaw -A WCe.- RECEIVED OCT -; 20ue COMMUNITY IJtVELOPApENT SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ. IN. TOTAL LOAD STRENGTH, P.5.I. TYPE BREAK* X0 8 - o9 - / 9. -/g 7 4x S /. 5 Vor.S /o Z.2-2o CONTRACTOR .v? .�-� v �� JO 2 c J___ �S /v J - /o /0 2g _1_ DATE 0 .-- /2 _ 7 SLUMP J,0 CERT. NO. Ogo 9- z 0 PROJECT , ,(.J 7)) e .4- 7) € T. i '.4JlZr LOCATION / ago. z z.. ._,/-1 4 .f. ' iA/4 - 5 , - (r. NO 8 1 OWNERe ,�?4 -- �VEAT HR' - -- -- TEMP A.M. @ P.M. C �►� ENGINEER, (Ps 411 ARCHITECT CONTRACTOR .v? TIME 1130 SLUMP J,0 %AIR — UNIT WT., SF YIELD — TEMPERATURE - 7Z 7 Z. CONC. AIR CLIENT. RAC S ADDRESS. r P 62 1 2 7 g CITY, STATE, ZIP: �S S (Q ` -r.01- 64- 1 1 K/ ATTN SOURCE/SUPPLIER SET ' OF / CUBICYARDS PLACED ! OF / d ( Sampled as per ASTM C - 172 TRUCK # 6 / NO. 226 780 MIX NO. / 9 44 PI-- ASTM C -143 ASTM C -231 SET OF CUBIC YARDS PLACED OF TRUCK # TICKET NO. ASTM C -143 ASTM C -23I PLACEMENT AREA & NOTES -- 3> At 5>T E COMPRESSION REPORT COPIES TO. 114 I -k / f CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION I2919 N.E. 126TH PLACE KIRKLAND,WASHINGTON 98034 EVERETT (425) 259 -0817 Z4C CEMENTTYPE:- r= ASTM C -138 ASTM C -I38 ASTM C -138 MIX NO. ASTM C -138 96029 (425) 823 -9800 ASTM C -1064 Sampled as per ASTM C - 172 TIME SLUMP %AIR UNIT WT., SF YIELD TEMPERATURE CONC. AIR ASTM C -1064 INITIAL CURE TEMP.: HIGH /LOW - or ❑ INITIAL CURING TEMP, NOT RECORDED PER 10.1.2 DE-7: vr4t/ /r - F A/4".5 SEE FIELD REPORT NO. /3 4 3 3 4 NO. REPORT 6 8 2 4 ACTUAL BATCH WEIGHTS FOR / I CEMENT 4 3 FLY ASH 7C S FLY ASH C.AGG.3 /, 207‘ C7 C.AGG. C.AGG. FINE AGG. / 7SZv FINEAGG. WATER /7/Z WATER TOTAL ADMIX. I OZ ADMIX. I ADMIX. 2 OZ ADMIX 2 ADMIX 3 OZ. ADMIX. 3 ACTUAL BATCH WEIGHTS FOR CEMENT C.AGG. TOTAL ( C -3I cast/cure . O -C -617 sulfur cap -1231 pad cap C3 C -39 cylinder O - *C-42 cores O - *C -1019 cmu grout O *C -109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 / ( Thermometer CCTHDOO 1 / Air Meter CCOAI00 I�C00000I O - CC000002 DESIGN STRENGTH d d C7 - SOT; * A/o RECEIVED OCT - 6 2008 COMMUNITY ctevtLOPBGENT CY OZ OZ OZ TEST RESULTS APPLY ONE TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL. WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/07 INSPECTOR(S), NAME(S) PRINTED / �� �� '�'s'�� INSPECTOR SIGNATURE SIGNED BY SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ.IN. TOTAL LOAD STRENGTH, P.S.I. TYPE BREAK* ag9c. S/ 19 q - 2 L 7 Li'C8 12 -57 39 `fa 3170 S @ A.M. P.M. ENGtPIEER ARCHITECT _24r/ 8 - /0- 1 Zo DATE 9 i / Of I 08 OPO %AIR ZQ PROJECT ( A L e ( n I CCr), \Jck Q -A V\ TEMPERATURE CONC AIR 5/ LO TON I CZ. F Aku �ItMw1 ( s, BLDG. PERMIT NO. i� WNER 1 WEATHER i Ind IZo un TEMP @ A.M. P.M. ENGtPIEER ARCHITECT CONTRACTOR TIME 11:16 SLUMP � II %AIR T. UNIT WT., SF YIELD TEMPERATURE CONC AIR 5/ CLIENT: ADDRESS: T � M cep PC's gcrk 7 3CA L CITY, STATE, ZIP: 55 A t vj (A ©Z ATTN SOURCE/SUPPLIER ��� SET I OF ' CUBICYARDS PLACED ZC) OF (O ) Sampled as per ASTM C - 172 TRUCK # (p TICKET NO. - Z 7c?(1Co MIX NO. Iqp TRUCK # ASTM C -143 ASTM C -231 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 129I9 N.E. 126TH PLACE KIRKLAND,WASHINGTON 98034 (425) 823 -9800 EVERETT (425) 259 -0817 COMPRESSION REPORT TICKET NO. ASTM C -138 SET OF CUBICYARDS PLACED OF CEMENT TYPE -I- ASTM C -138 ASTM C -1064 Sampled as per ASTM C -172 MIX NO. TIME SLUMP %AIR UNIT WT., SF YIELD TEMPERATURE CONC. AIR ASTM C -143 ASTM C -231 ASTM C -138 ASTM C -I38 ASTM C -1064 SEE FIELD REPORT NO. 1 3 7 8 t I NO. 6 8 5 3 3- ACTUAL BATCH WEIGHTS FOR I U CY CEMENT FLY ASH C.AGG. C.AGG. FINE AGG. WATER TOTAL ADMIX. I ADMIX. 2 ADMIX. 3 01 ADMIX.I OZ. ADMIX.2 01 ADMIX.3 ACTUAL BATCH WEIGHTS FOR CY CEMENT FLY ASH C.AGG. FINE AGG. WATER TOTAL OCT i ! -; 6 1008 OZ OZ OZ C - cast/cure 0 -C -617 sulfur cap 231 pad ca 14 *C - cylinder O - *C cores 0 - *C -1019 cmu grout O *C - 109 cubes Cascade Testing Equipment Identification: Stump Cone CSLC000 (0 Thermometer CCTHDOO IDAir Meter CCOAI00 - CC00000I O - CC000002 INffIALCURETEMP.:HIGH /LOW o� DESIGN STRENGTH 0 INITIAL CURING TEMP, NOT RECORDED PER 10.1.2 1 PLACEMENT AREA & NOTES Cc�N\ C , re (-e c J ''C'- r CDAA QM Mee �C1LM ire, Ill CovV21I) 1;6 ale oi fI 1;54 n \P� krktA. -R, ' POI Ai � I i 5dAr r e e ; ( Cj \ rP ':5Lj rite)MvQ- ‘ik\CEIVED TEST RESULTS APPLY ONE TO THE ITEMS HEREIN TESTED.THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL. WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/07 COPIES TO. / / / INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE cornmunITY Nom) (? DEVELOPMENT SIGNED BY 1' SAMPLE NUMBER DATE MADE DATE TESTED AGE DAYS SIZE AREA SQ. IN. TOTAL LOAD STRENGTH, R. S.1. TYPE BREAK* tag 09 -/2 -0g 9 - /q - 7 4kd /.Z -S7 Vc /o Zzz.o .2-5 -� v /0 _Jo z o° S c/ - 4 9 9S 3 o S S/0 /d -/1) 2g Sc.. I I fl 4 S' DATE 0 q - /2 - ad CERT. NO. Ocgoy -20° PROJECT ,G1,T1 c 4- 2,E 'T. !/4.1/. LOCATION � /e,gez �./'9,11-z6,,N4 5 , Tu DG. PERMIT NO 8— 1 . / OWNERr7 ,� t44 G.4-- -W€ATH TEMP A.M. P.M. ENGINEER ps 4-A f-e__ ARCHITECT CONTRACTOR .v? pr 19 TIME 113c0 SLUMP J .0 %AIR UNIT WT.,SF YIELD TEMPERATURE -7Z 7 2. CONC. AIR 7E10 CASCADE TESTING LABORATORY, INC. TESTING & INSPECTION 12919 N.E. 126TH PLACE KIRKLAND.WASHINGTON 98034 EVERETT (425) 259 -0817 COMPRESSION REPORT CLIENT: ' i ➢ s SF-, r G � ADDRESS 7' ox 2 7 g CITY, STATE, ZIP: 2S (QJ*' k)c ATTN: SOURCE/SUPPLIER 6 /4 F t CEMENT TYPE— SET 1 OF / CUBIC YARDS PLACED S / OF / CJ (3 Sampled as per ASTM C - 172 TRUCK # ‘/"TICKET NO. 226 7g0 MIX NO. / 94 4 W– SET OF CUBIC YARDS PLACED OF Sampled as per ASTM C - 172 TRUCK # ASTM C -143 ASTM C -231 TICKET NO. ASTM C -138 TIME SLUMP %AIR UNIT WT.,SF YIELD TEMPERATURE CONC. AIR ASTM C -143 ASTM C -231 ASTM C -138 ASTM C -I38 ASTM C -138 9 0 2, MIX NO. (425) 823 -9800 ASTM C -1064 ASTM C -1064 l4, - I cast/cure , 0 -C -617 sulfur cap I -1231 pad cap OTC -39 cylinder 0 - *C -42 cores 0 - *C -1019 cmu grout 0 *C - 109 cubes Cone CSLC000 / ( Thermometer CCTHDOO 1 / Air Meter CCOA100 Cascade Testing Equipment Identification: Stump INmAL CURE TEMP.:HIGH /LOW or 0 INITIAL CURING TEMP. NOT RECORDED PER 10.1.2 PLACEMENT AREA & NOTES 2 r I/A // — ,E , V ' s COPIES TO M -k I /f I0/ SEE FIELD REPORT NO. 1 4 3 3 tit NO ORT 6 8 2 4 3' . ACTUAL BATCH WEIGHTS FOR / ( CY DESIGN STRENGTH ACTUAL BATCH WEIGHTS FOR CEMENT 438S- FLY ASH 7g S FLY ASH C.AGG. 3 / 2 0 7 C.AGG. FINEAGG. / 7SZ!_7 FINEAGG. WATER /7/Z WATER TOTAL ADMIX. I OZ ADMIX I ADMIX 2 OZ ADMIX. 2 ADMIX 3 OZ ADMIX 3 CEMENT C.AGG. C.AGG. TOTAL Ne- c.0000001 O - CC000002 ..74 `5 /4, RECEIVED OCT 1A 2IM COMMUNITY CY OZ OZ OZ TEST RESULTS APPLY ONE TO THE ITEMS HEREIN TESTED.THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL.WITHOUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY, INC. REVISED 12/07 INSPECTOR(S), NAME(S) PRINTED leai -5 ; A' ? N INSPECTOR SIGNATURE SIGNED BY .. ',;� i CASCADE TESTI LABORATORY, INC. 13 4 3 3 4 TESTING & INSPECTION PREVIOUS 12919 N.E. 126TH PLACE REPORT No. No. KIRKLAND, WASHINGTON 98034 (425) 823 - 9800 EVERETT (425) 259 -0817 DATE ° �'Y /7- 4983 CERT. NO. ate° 9 - o g FIELD REPORT TO: ,i4 /'/ /� j g; PROJECT /e ,/ E / ' - 7' l/.•1.4/7" LOCATION ,/ 2 %A /,¢-Z S'. /O8Oz -.7: ?c2 � x �� BLDG. PERMIT NO. D 08- 3Sr OWNER 7-- .,� \ 4,4 � 7SS# Qii 4bi tA g8o WEATHER C /c- TEMP. ,-� M 72 @ tI 3 C2PM ENGINEER ATTN• ARCHITECT CONTRACTOR ( INSPECTION PERFORMED — LATERAL WOOD L RESTEEUCONCRETE — RESTEEL ONLY RESTEEUMASONRY — STR.ST/WELDING — EPDXY — STR.ST /BOLTING OTHER (3) ITEMS INSPECTED — FOUNDATIONS FOOTINGS SLAB ©� AUGER CAST PILES _ COLUMNS — DRILLED PIERS — WALLS BEAMS — — ( 4) LOCATION (AREAS) (. 4' ?/O A( /-',4 /G % - 'L Z�7'i A/ S ^7 ©GI CO NCRETE/MASONRY M IX NO f .44 D ESIGN STRENGTH (f'c) 3 O 4 v SUPPLIER 2 14 C-4 e TOTAL CU. YD. PLACED SLUMP (INCHES) S • C7 p SPECIMENS CAST ,3 " �i • 7[ e AIR CONTENT ( %) CYLINDER REPORT NO 6 E2 2 3 YES _ NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS REMARKS* 71,47c pF Cl e RA N C z, s E T • 1 3' , v> > ,1/ QZ-oci / 1 /2 14 d /?./-- S112,C 4 /1-s S % e--7 . No F c21 7 i A/ .5? Co e / ?FTC ix, 4 p1.e n 3 7 a ?z._/ 1 ) 2 TEST RESULTS APPLY ONLY TO THE ITEMS HEREIN TESTED. THIS REPORT SHALL NOT BE REPRODUCED EXCEPT IN FULL. WITH. OUT THE WRITTEN APPROVAL OF CASCADE TESTING LABORATORY. INC. REVISED 12107 INSPECTOR(S), NAME(S) PRINTED INSPECTOR SIGNATURE SIGNED BY /2 A-5 ),z 2_ ,7,�,(A0T/ RECEIVES SEP 2 2 2008 COPIES TO: TL(-k- 9//e S 3.z COMMUNITY DEVELOPMENT FILL COPY Prommit STRUCTURAL CALCULATIONS FOR THE MEDICA DETENTION VAULT For NIMI Services Inc. By Peter A Opsahl Structural Engineering Inc. July 16, 2008 boe 381 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 2 7 2008 ' - 7 242 y Fc �� ` r ; s , IR L'at 1(.. ; RECEIVED JUL 21 2008 PERMIT CENTER \JALL LOAbI,..)G, - A7U 1 Q — L I v E L.oPb 2� p x 2-0 )(.( xz ) = 5o i� > ti� > 'DiSTRig ED Lo D J Go►-i PE-616.A. b F F-<3.0-71p c, Z Qssu Z' µA)c SOD c- c-ouiZ 2 `t D 6= )' , L k-t Z NAJ F t C-, 1} t b F FL.A►J k- > 8'1 P5i (11' = X 12 Psi ( Z4) = 20 P i..F w g - t c w i-tT I O' C 2 �) t i cA = I Z c-o 1 N= AsS LA (-tia t . 1 E . j 5 0 1 ( $EA fR iJC -� Zcxo - ( o s 133 O Ps I'- 4 ' l s ' I •o sF- = z sa Ps F o2 PT (..4)AD c,J = Z y 0 IPSF (z i FkA)c sou-) — SPAN Zo i Peter A.Opsahl Structural Engineering, Inc. 514 -19th Avenue East • Suite D • Seattle, WA 98112 • 206.322.4518 • www.paostructural.com Project k< Designer Client Date Sheet l L)U C14 Ce-K SH 2 ®v-I si DE- 'r- -E ilk NIL PTGA,1,4 -t.c_ Psf , _ } n R AN F. BEFc ?L ANI <s ARE Pt-Ac- R N - PRO cAc.c FoR WALL DE-516 NI VI I,y (L1 t 6 0,3-s ( I I - bi- V 7 V „_ °k- Pcr AF7F— - ?l A'NlGs ARE I pc-Ac,E R = 792_ PLF Q . ' = I , WS Pc-F Peter A.Opsahl Structural Engineering, Inc. 514-19th Avenue East • Suite D • Seattle, WA 98112 • 206.322.4518 • www.paostructural.com Project Designer Client Date Sheet To specify your own special title block here, use the "Settings" screen and enter your title block information. Retain Pro 2005 , 1- December -2005, (c) 1989 -2005 www. retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Registration # : RP- 1153915 2005003 Criteria I Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Wind on Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = 9.11 ft 1.00 ft 0.00: 1 0.00 in 0.0 ft = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem 0.0 lbs 0.0 lbs 0.0 in 'Design Summary i Wall Stability Ratios Overturning 6.60 OK Slab Resists All Sliding 1 Total Bearing Load = ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @Heel = Allowable Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calks Slab Resists All Lateral Sliding Force = less 100% Passive Force = - less 100% Friction Force = - Added Force Req'd = ....for 1.5:1 Stability = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 5,075 lbs 16.99 in 121 psf OK 737 psf OK 2,000 psf Allowable 130 psf 792 psf 8.4 psi OK 10.2 psi OK 76.0 psi Sliding I 1,908.6 lbs 222.2 lbs 1,776.2 lbs 0.0 lbs OK 864.5 lbs NG IBC 2003 1.200 1.600 1.600 1.300 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure Passive Pressure Soil Density FootingliSoil Friction Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem I Lateral Load ...Height to Top ...Height to Bottom Pm Fs Solid Grouting 35.0 psf/ft 250.0 psf /ft = 110.00 pcf = 0.350 0.0 #/ft 0.00 ft 0.00 ft Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing Rebar Placed at Resign Data fb/FS + fa/Fa = 0.977 Tc]ial Force @ Section lbs = 2,323.8 Moment....Actual ft-#= 7,056.5 Moment.....Allowable = 7,221.8 Shear.... Actual psi = 48.4 Shear Allowable psi = 75.0 R V all Weight = 100.0 bar Depth 'd' in = 4.00 LAP SPLICE IF ABOVE in = 23.40 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 11.42 Top Stem Stem OK 0.00 Concrete 8.00 # 5 8.00 = Center Masonry Data psi = psi = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equij. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data Pc Fy Title • 08' Retaining Wall Page: Job # : Retaining Dsgnr: TDU Description.... 2000 PSF, 2500 PSI CONCRETE, 60 KSI STEEL SLAB This Wall in File: g:lmedica detention vaulticalculatlonstwa psi = 2,500.0 psi = 60,000.0 Footing Dimensions & Strengths 11 Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Pc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load I Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.300 4 I Note Tit - cAc-c' S Fc R Das l 67 u c.,F 'REINiF: etitLY - S> OA 141D S Fag_ Foci Date: SEP 22,2007 Code: IBC 2003 10.00 ft 1.83 11.83 16.00 in 0.00 in 0.00 in 0.00 ft 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft To specify your own special title block here, use the "Settings" screen and enter your title block information. Retain Pro 2005 , 1- December -2005, (c) 1989 -2005 www. retainpro.com/support forlatestrelease Cantilevered Retaining Wall Design Registration # : RP- 1153915 2005003 Footing Design Results .r •a -'I Toe Heel Factored Pressure = 130 792 psf Mu' : Upward = 15,817 744 ft-# Mu' : Downward = 12,000 1,966 ft-# Mu: Design = 3,817 1,222 ft-# Actual 1 -Way Shear = 8.39 10.16 psi Allow 1 -Way Shear = 76.03 76.03 psi Toe Reinforcing = # 4 @ 10.00 in Heel Reinforcing = # 4 @ 10.00 in Key Reinforcing = None Spec'd Summary of Overturning & Resisting Forces & Moments Item DESIGNER NOTES: Force lbs OVERTURNING Distance Moment ft ft Heel Active Pressure = 1,908.6 3.48 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 6,644.1 Total = 1,908.6 O.T.M. = 6,644.1 Resisting/Overtuming Ratio = 6.60 Vertical Loads used for Soil Pressure = 5,074.7 lbs Vertical component of active pressure used for soil pressure Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Title : 08' Retaining Wall Page: Job # : Retaining Dsgnr. TDU Description.... 2000 PSF, 2500 PSI CONCRETE, 60 KSI STEEL, SLAB This Wall in File: g:lmedica detention vaulticaiculationslwa Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component Total = 1,165.8 Date: SEP 22,2007 Code: IBC 2003 RESISTING Force Distance Moment lbs ft ft-# 11.25 13,113.0 0.00 1,011.0 10.33 10,447.0 2,366.0 5.92 13,994.9 531.9 11.83 6,292.8 5,074.7 lbs RM.= 43,847.8 To spbcify your own special title block here, use the "Settings" screen and enter your title block information. Retain Pro 2005 , 1- December -2005, (c) 1989 -2005 www.retainpro.com/support for latest release Registration # : RP- 1153915 2005003 Retained Height Wall height above soil Total Wall Height Top Support Height Slope Behind Wal Height of Soil over Toe Water height over heel Wind on Stem 10.50 ft 0.00 ft 10.50 ft 9.00 ft 0.00: 1 0.00 in 0.0 ft 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads I Surcharge Over Heel = 0.0 psf » >Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Earth Pressure Seismic Load r Stem Weight Seismic Load Design Summary Total Bearing Load = 4,991 lbs ...resultant ecc. = 25.10 in Soil Pressure @ Toe = 0 psf OK Soil Pressure © Heel = 870 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = ACI Factored © Heel = Footing Shear © Toe Footing Shear @ Heel Allowable Reaction at Top = Reaction at Bottom = 0 psf 1,044 psf 8.1 psi OK 6.8 psi OK 67.1 psi 1,179.1 lbs 2,671.7 lbs Sliding Calcs Slab Resists All Sliding !' Lateral Sliding Force = 2,671.7 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2003 1.200 1.600 1.600 1.300 1.000 Restrained Retaining Wall Design Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Toe Active Pressure = 55.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf FootingilSoil Frictior = 0.350 Soil height to ignore for passive pressure = 0.00 in Lateral Load ...Height to To ...Height to Bottom Kh Soil Density Multiplier = F P / W P Weight Multiplier 0.0 #/ft 0.00 ft 0.00 ft Thickness = 8.00 in F = Wall Weight = 100.0 psf fc = Stem is FREE to rotate at top of footing Design Height Above FtG 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 Title : 10' Retaining Wall Job # : Retaining Dsgnr: TDU Description.... 2000 PSF, 2500 PSI CONCRETE, 60 KSI STEEL, SLAB Page: Date: SEP 22,2007 This Wall in File: g:%medica detention vault\calculations\wa 0.150 g Added seismic per unit area @ Top Support Stem OK 9.00 ft # 5 8.00 in Center 4.00 in Toe Width Heel Width Total Footing Widtt Footing Thickness = Key Width = Key Depth = Key Distance from Toe = 60,000 psi 3,000 psi 0.007 49.5 ft-V 7,413.2 ft-# = 1,787.5 lbs = 37.24 psi 82.16 psi Mmax Between Top & Base Stem OK 3.94 ft # 5 8.00 in Center 4.00 in 0.729 5,405.3 ft-# 7,413.2 ft-# Rebar Lap Required = 21.36 in 21.36 in Hooked embedment into footing (w/ stress level reduction) Other Acceptable Sizes & Spacings: Toe: # 5 @ 8.00 in -or- Not req'd, Mu < S * Fr Heel: None Spec'd -or- Not req'd, Mu < S ' Fr Key: No key defined -or- No key defined Code: IBC 2003 Footing Strengths & Dimensions 10.00 ft 1.83 11.83 16.00 in 0.00 in 0.00 in 0.00 ft fc = 2,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.300 0.0 psf 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load = 0.0 ft = 0.150 g Added seismic per unit area = 0.0 psf Concrete Stem Construction I @ Base of Wall Stem OK 0.00 ft # 5 8.00 in Center 4.00 in 0.000 < I .0 0.0 ft-# 7,413.2 ft-# 2,964.5 lbs 61.76 psi 93.11 psi 8.24 in To specify your own special title block here, use the "Settings" screen and enter your title block information. Retain Pro 2005 , 1- December -2005, (c) 1989 -2005 www.retalnpro.comisupport for latest release Registration # : RP- 1153915 2005003 Footing Design Results Toe Factored Pressure = 0 Mu' : Upward = 13,596 Mu' : Downward = 12,000 Mu: Design = 1,596 Actual 1 -Way Shear = 8.11 Allow 1 -Way Shear = 67.08 DESIGNER NOTES: eel 1,044 psf 683 ft-# 1,531 ft-# 848 ft-# 6.84 psi 67.08 psi Title • 10' Retaining Wall Page: Job # : Retaining Dsgnr: TDU Description.... 2000 PSF, 2500 PSI CONCRETE, 60 KSI STEEL, SLAB Date: SEP 22,2007 This Wall in File: gAmedica detention vauit\calculations\wa Restrained Retaining Wall Design Code: IBC 2003 Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing I Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs Axial Dead Load on Stem = lbs Soil Over Toe = lbs Adjacent Footing Load = lbs Surcharge Over Toe = lbs Stem Weight = 1,050.0 lbs Soil Over Heel = 1,343.7Ibs Footing Weight = 2,366.0 lbs Total Vertical Force = 4,990.9Ibs Net Moment User For Soil Pressure Calculations ft 0.00 ft ft ft ft 10.33 ft 11.25 ft 5.92 ft Moment = - 10,437.4 ft-# ft-# ft-# ft-# ft-# ft-# 10,850.0ft-# 15,113.8ft-# 13,994.9ft4t 39,958.7ft-# Co C 1 E_ (� 1 4S-1c M- .120 IZ oat (iiitri-y 30 _ z) 1, 6c f () 4-sr C1-1-Ec.4c_ 01 vn _ z k7 b& - 1.59L- 0 0 0 0 28) = I LL3E. 121, A „ 1t►' - o ,, ' k x ! z � Coo of i Na7E - qc ` Low c 131€ fPPG4 ��Y�.l6fEae�- t4 SPAN . 2�3 3a,,(12 -' _ Lt -L. 3 k usE 4 a lz" Pp< � v = o,c.t9 Peter A.Opsahl Structural Engineering, Inc. 514-19th Avenue East • Suite D • Seattle, WA 98112 • 206.322.4518 • www.paostructural.com Project Designer Client Date Sheet 44 C9 v - (.1 ,q- (Cc.) lest )(ze,) _ k_ 1L cp (47, 3 + S�) . 77 7C. C. k a 1� Peter A.Opsahl Structural Engineering, Inc. 514 -19th Avenue East • Suite D • Seattle, WA 98112 • 206.322.4518 • www.paostructural.com Project Designer Client Date Sheet GEOTECH CONSULTANTS, INC. East Marginal Way Properties, LLC 3006 Northup Way, Suite 303 Bellevue, Washington 98004 Attention: Fred McConkey Dear Mr. McConkey: RECEIVED AUG 20 2008 Cf.1 Engineering Study Proposed Paved Parking Lot 10802 East Marginal Way South Tukwila, Washington Recommendations and Geotechnical Criteria bo •I '' 381 FILM 13256 Northeast 20th Street, Suite 16 r PERMITCENTEF I Bellevue, Washington 98005 Opy 42' y 'J47 -5618 FAX (425) 747 -8561 Re/1 II b FOR E CODE COMPLIANCE APPROVED AUG 2 7 2008 August 13, 2008 JN 07077 via email: Fred @McConkeydev.com This letter summarizes telephone conversations and emails with Tim Ulmen of Peter A. Opsahl Structural Engineering, Inc. (PAO), project structural engineer, regarding soil parameters and geotechnical criteria for construction of a buried concrete stormwater vault at the site of the proposed new parking lot. We prepared a geotechnical report for this project titled, "Geotechnical Engineering Study, Proposed Paved Parking Lot, 10802 East Marginal Way South, Tukwila, Washington", dated December 26, 2007. Additionally, we have reviewed the geotechnical aspects of sheets C1 through C6 of civil engineering drawings by Barghausen Consulting Engineers (BCE), revision dated June 17, 2008. According to the BCE drawings a temporary erosion control- sedimentation pond will be excavated in the northeast portion of the site prior to new site work and grading. The temporary pond will have 2:1 (Horizontal to Vertical) side slope inclinations. Once the site work and grading have been completed, a permanent stormwater vault will be constructed in the same area as the temporary pond. The vault will be about 142 feet long by 20 feet wide. The footings for the concrete vault should be at about Elevation (El.) 6 feet. Test pits completed for cur geotechnical study encountered groundwater seepage at an average of about El. 7.5 feet. Thus, the bottom of the new pond and vault will likely be near the groundwater elevation at this site. Based on our review of the BCE plans and drawings, and our discussions with Mr. Ulmen, we provide the following recommendations and geotechnical criteria for pond and vault construction: Temporary Erosion Control/ Sedimentation Pond - If the soils in the area of the planned temporary pond are in a dry to moist condition at the time of construction, then the proposed 2:1 (Horizontal to Vertical) side slope inclination should be adequate. However, if groundwater seepage is encountered and /or if the side slope soils are saturated, then side slope inclinations of CbPdRECTION Active . I PARAMETER I I Earth Pressure - level backfill I! Value Ii 35 pcf Restrained Condition Earth Pressure 50 pcf Passive Earth Pressure 200 pcf Coefficient of Friction 0.40 Saturated Soil Unit Weight 135 pcf East Marginal Way Properties, LLC JN 07077 August 13, 2008 Page 2 3:1 (Horizontal to Vertical) or flatter would be appropriate to reduce the risk of pond side slope failure. We understand that a suitable horizontal distance is available to lay the pond side slopes back to safe inclinations and that temporary shoring of pond side slopes will not be needed. Pond excavations should be completed in late summer or early fall when groundwater levels are at their seasonally lowest elevation. Also, the groundwater elevation may be influenced by tides so excavations should be scheduled for the lowest tides possible in late summer or fall. Stormwater Vault — We recommend that the bottom of the vault excavation be over - excavated a minimum of 12 inches deeper than the planned vault subgrade elevation in order to place a minimum 12 inch -thick compacted layer of imported, coarse, clean (washed), granular fill such as railroad ballast or quarry (shot rock) spalls. The imported coarse fill should provide a firm, stable vault subgrade, and will give additional soil bearing capacity. The 12 -inch thick layer may need to be increased to 24 inches to provide a more stable base but that should be determined at the time of excavation. Footings and floor slabs for the vault should be designed using an allowable soil bearing capacity of 2,000 pounds per square foot (psf) based on a minimum 12 -inch thickness of compacted rock spalls or other suitable imported coarse fill. Other geotechnical design parameters for the stormwater are as follows: Where: (i) pcf is pounds per cubic foot, and (ii) active and passive earth pressures are computed using the equivalent fluid pressures. GEOTECH CONSULTANTS, INC. East Marginal Way Properties, LLC JN 07077 August 13, 2008 Page 3 We appreciate the opportunity to be of continued service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. cc: Barghausen Consulting Engineers — Jason Hubbell via email jhubbell(a).barghausen.com Peter A. Opsahl Structural Engineering — Tim Ulmen via email tdu(5. paostructural.com MMI Services — Gordon Moorman via email gordonmmiservicesinc. corn GDB /DRW /MRM: jyb Respectfully submitted, GEOTECH CONSULTANTS, INC. Oco i �/z�f( i D. Robert Ward, P.E. Principal GEOTECH CONSULTANTS, INC. Gordon Moorman From: Tim Ulmen [tdu @paostructural.com] Sent: Monday, July 28, 2008 9:06 AM To: gordon @mmiservicesinc.com Subject: FW: Project # - JN 07077 - Proposed Paved Parking Lot Gordon, We based our design on 2000 psf soil bearing which the geotech has approved provided that rock spalls are used at the bottom of the excavation. (See below) Please let me know if you need anything else. Sincerely, Tim Ulmen Peter A. Opsahl Structural Engineering, Inc. 514 19th Avenue East, Suite D Seattle, WA 98112 phone: 206.322.4518 ext.207 fax: 206.322.4528 cell:. 206.940.9043 www.paostructural.com From: Gary Beckham @ GeotechNW.com [mailto:garyb @geotechnw.com] Sent: Monday, July 28, 2008 8:47 AM To: Tim Ulmen Subject: RE: Project # - JN 07077 - Proposed Paved Parking Lot Good Morning, Tim: Gary D. Beckham, P.G., P.E.G. Gary, '7/')0/71112 • From: Tim Ulmen [mailto:tdu @paostructural.com] Sent: Monday, July 28, 2008 7:11 AM To: Gary Beckham @ GeotechNW.com Subject: RE: Project # - JN 07077 - Proposed Paved Parking Lot Page 1 of 4 RECEIVED CITY OF TUKWILA JUL 2 9 2008 PERMIT CENTER The allowable soil bearing pressure of 2,000 pounds per square foot is appropriate providing the bottom of the excavation is covered with a minimum of 12 inches of 4 -8 inch rock spalls. Under saturated conditions, the allowable soil bearing for the native soils should be on the order of 1,500 psf. The saturated soil weight should be 135 pounds per cubic foot. Also, 35 pcf active and 50 pcf restrained sound about right. INCOMPLETE LT R# k iwat Thanks for getting back to me. I have passed this information on to our client. The only thing we still need is confirmation of the soil pressures. Is it acceptable to use 2000 psf bearing, 35 psf active, 50 psf restrained, and 125 pcf saturated soil weight? Sincerely, Tim Ulmen Tim: Gary Peter A. Opsahl Structural Engineering, Inc. 514 19th Avenue East, Suite D Seattle, WA 98112 phone: 206.322.4518 ext.207 fax: 206.322.4528 cell:. 206.940.9043 www.paostructural.com From: Gary Beckham © GeotechNW.com [mailto:garyb @geotechnw.com] Sent: Friday, July 25, 2008 2:04 PM To: Tim Ulmen Subject: RE: Project # - JN 07077 - Proposed Paved Parking Lot If you have any further questions, please call. From: Tim Ulmen [mailto:tdu @paostructural.com] Sent: Tuesday, July 22, 2008 12:34 PM To: Gary Beckham © GeotechNW.com Subject: RE: Project # - JN 07077 - Proposed Paved Parking Lot Gary, I just wanted to check in regarding the criteria for the vault. Have you had a chance to see if the review is complete? Thanks, Tim Ulmen '7 ni ',n A0 Page 2 of 4 We have completed our review and have no technical problems with the proposed vault. However, we see some potential problems for actual construction of the vault and possibly the temporary sw pond due to the relatively high groundwater table. The vault will be placed in roughly the same area as the temporary sw pond and the side slopes for the pond will be at 2H:1V. Where the soil is above the groundwater level, the 2H:1V slopes should be fine. However, if groundwater is encountered, the 2H:1V slopes may fail. Thus, 3H:1V or flatter side slopes may be needed if groundwater is encountered. If significant groundwater is encountered, we expect that the contractor will place coarse rock (at least 4 -8 inch diameter rock spalls) to at least 2 feet below the grade at which the groundwater is encountered or 2 feet below the vault, whichever is encountered first. The rock should be placed in sections no wider than the width of the vault by about 20 feet long. Once this section is rocked, then they can move onto the next adjacent section, and so forth until the entire vault area is underlain by rock. This is a typical and oft used method to stabilize the vault subgrade. If flowing groundwater is encountered, then the contractor should be ready with large pumps as it will be necessary to de -water the pond /vault area prior to excavation. This may entail use of several large pumps and possible on -site retention of the water in Baker tanks. Again, the site has shallow groundwater levels, which will likely rise during and following wet weather conditions or rainstorms, and possibly may rise even more due to tidal influence. Therefore, pond /vault excavations should be done in the summer or preferably early fall (early October before fall and winter rains). Additionally, the excavations should occur during periods of low tide if possible. Peter A. Opsahi Structural Engineering, Inc. 514 19th Avenue East, Suite D Seattle, WA 98112 phone: 206.322.4518 ext.207 fax: 206.322.4528 cell:. 206.940.9043 www.paostructural.com Gary From: Gary Beckham @ GeotechNW.com [mailto:garyb @geotechnw.com] Sent: Monday, July 14, 2008 9:33 AM To: Tim Ulmen Subject: RE: Project # - JN 07077 - Proposed Paved Parking Lot Good morning, Tim. This could be a fairly tricky site for a vault. Our report indicated that in December 2007, the groundwater level was about 8 feet below ground surface (bgs), and that a variable quality man - placed fill ranges from 1 to 4 feet bgs, with the fill thicker to the west. The groundwater level may be under tidal influence and could vary seasonally and daily with the tides. A surface water pond was present in December, as shown on our drawing (Plate 2). Generally, allowable soil bearing for a vault is not a real concern for the vault because you are replacing soil (say, at 125 pcf) with water surrounded by concrete, or steel walls. Generally, a couple of feet of rock spalls at the bottom of the vault (i.e., over -ex and replace) will bring up the bearing to around 2,000 psf for the purposes of the vault. Because of the shallow groundwater, our biggest concerns are how deep will the vault be and exactly where will it be? This information is needed as we need to evaluate whether we will have enough room to lay back the vault excavations to a safe inclination. We are concerned about the vault being too deep, thus, causing uplift (buoyancy) problems. Also, will the vault be designed with dead storage? Will the vault have footing drains? So the information we need includes: 1. Location of vault; 2. Depth of vault 3. Footing drains will or will not be installed; and 4. Dead storage. Thanks, Tim. From: Tim Ulmen [mailto:tdu @paostructural.com] Sent: Friday, July 11, 2008 1:22 PM To: Gary Beckham @ GeotechNW.com Subject: Project # - JN 07077 - Proposed Paved Parking Lot Gary, • Page 3 of 4 RE: Project # - JN 07077 - Proposed Paved Parking Lot As we discussed on the phone we are working on the structural design of a detention vault that will be located on the northern portion of this property (between test pits 3, 4 & 5 listed in your report). I am assuming a soil bearing pressure of 2000 psf bearing, an active pressure of 35 pcf and a restrained pressure of 55 pcf. Please confirm that these parameters are acceptable. Sincerely, Tim Ulmen 1/10/111,14 Peter A. Opsahl Structural Engineering, Inc. 514 19th Avenue East, Suite D Seattle, WA 98112 phone: 206.322.4518 ext.207 fax: 206.322.4528 cell:. 206.940.9043 www.paostructural.com This email has been scanned by the MessageLabs Email Security System. For more information please visit http : / /www.messagelabs.com/email This email has been scanned by the MessageLabs Email Security System. For more information please visit http : / /www.messagelabs.com/email This email has been scanned by the MessageLabs Email Security System. For more information please visit http : / /www.messagelabs.com /email 1/113/111114 • Page 4 of 4 r August 14, 2008 Gordon Moorman PO Box 2768 Issaquah, WA 98027 RE: CORRECTION LETTER #1 Development Application Number D08 -381 Tukwila Medica —10802 East Marginal Way S Dear Mr. Moorman: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time the Fire, Planning and Public Works Departments have no comments. Building Department: Allen Johannessen at 206 433 -7163 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenzer service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Brenda Holt Permit Coordinator encl File No. D08 -381 • City of Tu Department of Community Development Jack Pace, Director P:\Pennit Center \Correction Lctters\2008\D08 -381 Correction Ltr #1.DOC wer Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Building Division Review Memo Date: August 1, 2008 Project Name: Tukwila Medica Permit #: D08 -381 Plan Review: Allen Johannessen, Plans Examiner Tukwila Building Division Allen Johannessen, Plan Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (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 document provided (in response to the incomplete letter) indicating an email conversation relative to the geotech information for this site shall not be acceptable as a geotechnical analysis report. Provide complete geotech report documents for this project to include all concerns as expressed by public works. The plans shall include and reflect all design concerns with details as specified in the geotech report. The geotech report and plans shall be originally signed and stamped by the geotech engineer preparing those documents. Documents shall meet all applicable requirements as specified in the IBC Section 1802 and specifically 1802.6. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. • .110 MI ( IS R 'c I July 29, 2008 City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Attn; Brenda Holt Re: Permit # D08 -381 Dear Brenda; I have attached the requested information: 1) 4 copies of the site plan showing the location of the underground vault- this was submitted previously on permit #PW08 -030 2) An e -mail correspondence between PAO Structural Engineering and GeoTech NW regarding the requirements for the fill around the vault. If this does not meet your requirements please let me know immediately. Sincerely, Gordon Moorman President PHONE 425.369.8655 FAX 425.369.8656 W W W. MMISERV ICESINC.COM 245 EAST SUNSET WAY ISSAQUAH, WA 98027 July 22, 2008 Gordon Moorman PO Box 2768 Issaquah, WA 98027 RE: Letter of Incomplete Application # 1 Development Permit Application D08 -381 Tukwila Medica — 10802 East Marginal Way S Dear Mr. Moorman, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on July 15, 2008 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 following comments. 1. Provide a site plan with a vicinity map showing the location of the vault. Public Works Department: Joanna Spencer at 206 - 431 -2440 if you have any questions concerning the attached comments. 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, 4fiktditioe Brenda Holt Permit Coordinator Enclosures File: D08 -381 CiyofTu Department of Community Development P:\Permit Center\Incomplete Letters\2008\D08 -381 Incomplete Ltr #1.DOC jem Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DATE: July 21, 2008 PROJECT: Tukwila Medica 10802 E Marginal Way S PERMIT NO: D08 -381 PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. P: joanna/comments 1 D08 -381 • • PUBLIC WORKS DEPARTMENT COMMENTS Since each permit stands on it's owns the following items are necessary to complete review of the above permit application: 1) As a reference only, please submit current civil storm drainage site plan that shows location of proposed underground detention vault. 2) Please submit a geotechnical report addressing recommendations for the underground vault installation. Does it need a leveling pad, or can it be placed in native ground. Does it need any foundation drains, etc ? Geotechnical note on sheet S1.1 refers to the soils report, but does not specify author, date, nor geotech report title. PL PERMIT CORD COPY • N REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 -381 DATE: 08 -20 -08 PROJECT NAME: TUKWILA MEDICA SITE ADDRESS: 10802 EAST MARGINAL WAY S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: B g Public Works Fire Prevention CI DETERMINATION O COMPLETENESS: (Tues., Thurs.) Complete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS RQ,UTING: Please Route REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved Notation: ❑ REVIEWER'S INITIALS: Documents/routing slip.doc 2 -28 -02 Incomplete ❑ Structural Review Required Approved with Conditions Planning Division Structural u Permit Coordinator DUE DATE: 08 -21-08 Not Applicable U No further Review Required DATE: DATE: u n DUE DATE: 09 -18 -08 Not Approved (attach comments) ❑ Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPART �� I4b Bui 'vision Public Work bnnra - Comments: TUES/THURS ROUTING: Please Route ✓f Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -28 -02 � PERMIT COORD COMM PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D08 -381 DATE: 07 -29 -08 PROJECT NAME: TUKWILA MEDICA SITE ADDRESS: 10802 EAST MARGINAL WY S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # after Permit Issued Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 71 Incomplete ❑ Permit Coordinator ❑ DATE: DATE: Planning Division DUE DATE: 07 -31-08 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 DUE DATE: 08-28-08 Approved n Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: fr II Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: 6./1 Complete Approved Notation: n Documents/routing slip.doc 2 -28-02 PL ACTIVITY NUMBER: D08 -381 DATE: 07 -21 -08 PROJECT NAME: TUKWILA MEDICA SITE ADDRESS: 10802 EAST MARGINAL WAY S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: B ng Ivi Ion (Nacr Public W orks M fl6 Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 07 -22 -08 n Comments: Permit Center Use Only `'� a 6 INCOMPLETE LETTER MAILED: I' 2- LETTER OF COMPLETENES ILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ( Staff Initials: TUES/THURS ROUTING: Please Route n Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: PERMIT COORD COPY • N REVIEW /ROUTING SLIP Incomplete Approved with Conditions 0'10 DUI G - '� Fire Prevention DATE: DATE: *II 1 4 Ii- Planning Division Permit Coordinator Not Applicable DUE DATE: 08-1 9-08 Not Approved (attach comments) n Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: • City of Tukwila Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: c J0 S Plan Check/Permit Number: D08-381 ❑ Response to Incomplete Letter # E Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: TUKWILA MEDICA Project Address: 10802 East Marginal Way S Contact Person: Gordon Moorman Phone Number: ' Q4 x(27 bt 3 Summary of Revision: ff 7 im/_ Sheet Number(s): "Cloud" or highlight all areas of revision including dat of rev • io Received at the City of Tukwila Permit Center by: Entered in Permits Plus on \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIVED MTV OFTUXWU AUG 20 nag C I NT ER 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: ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued E Revision requested by a City Building Inspector or Plans Examiner Project Name: TUKWILA MEDICA Project Address: 10802 East Marginal Way S Contact Person: Gordon Moorman Phone Number: 7- z(27--603&' L Summary of Revision: Sheet Number(s): e2 & (D "Cloud" or highlight all area of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on J Y \applications\forms - applications on line\revision submittal Created: 8 -13 -2004 Revised: Plan ChecWPermit Number: D08-381 q cep ego A) it) � � P� .�' y, e Z"r�r lL -L ��.6 -fAi 1g" 2 4/ r3 7-771-10 ( pm) nR- ©30 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 DEVELOPERS SURETY Et INDEM CO 570222C 04/17/2003 Until Cancelled 10/25/1991 $12,000.0003/26 /2003 3 CUMBERLAND CAS Et SURETY CO MB00900030501/30/2002 UntilUntil led 04/18/2003 $12,000.0003/06 /2002 2 CUMBERLAND CAS Et SURETY CO MB00900030504/17/199701/30/2002 $6,000.00 06/04/2002 1 CBIC 626442 01/30/199001/30 /199209/13/1991 $6,000.00 Name Role Effective Date Expiration Date MOORMAN, GORDON A PRESIDENT 10/25/1991 MOORMAN, SARA A SECRETARY 01/04/2002 MOORMAN, BRYAN VICE PRESIDENT 10/25/1991 Untitled Page General /Specialty Contractor A business registered as a construction contractor with LEtI 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. Business and Licensing Information Name Phone Address Suite /Apt. City State Zip County Business Type Parent Company M M I SERVICES INC 4253698655 PO BOX 2768 ISSAQUAH WA 98027 KING CORPORATION UBI No. Status License No. License Type Effective Date Expiration Date Suspend Date Previous License Next License Associated License Specialty 1 Specialty 2 601226635 ACTIVE MMISEI *094P5 CONSTRUCTION CONTRACTOR 10/25/1991 4/12/2010 MMI** 101 BT EMERGPS012CD GENERAL UNUSED Business Owner Information • 40 Bond Information https: // fortress .wa.gov /lni/bbip/Detail. aspx ?License= MMISEI* 094P5 Page 1 of 2 08/28/2008 CRITERIA ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2003 EDITION). SEE PLANS FOR LOADING CRITERIA SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. REINFORCING STEEL PRECAST CONCRETE MEMBERS APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD; THEREFORE, THEY SHALL BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY THE ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE ONE REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL 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 IS INTENDED TO BE FURNISHED AND INSTALLED, AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWINGS 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 FOR DEFERRED SUBMITTALS THAT ARE DEFINED AS DESIGN -BUILD COMPONENTS IN THE CONSTRUCTION DOCUMENTS SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON, AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW BY THE ENTINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFOROMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS, SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE INCLUDED IN THE SUBMITTAL THE INSPECTION BY THE BUILDING OFFICIAL PER SECTION 109 OF THE IBC WILL BE SEPARATE FROM AND IN ADDITION TO THE SPECIAL INSPECTION AND STRUCTURAL OBSERVATION MENTIONED SUBSEQUENTLY. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION SHALL BE PROVIDED IN ACCORDANCE WITH SECTION 1701 OF THE INTERNATIONAL BUILDING CODE AND THE PROJECT SPECIFICATIONS BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. CONCRETE CONSTRUCTION PRECAST CONCRETE ERECTION GEOTECHNICAL FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT AND AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS /ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE SOIL PRESSURE LATERAL EARTH PRESSURE (RESTRAINED /UNRESTRAINED) COEFFICIENT OF FRICTION SATURATED SOIL DENSITY CONCRETE CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTIONS 1904, 1905 AND 1906, AND ACI 301 INCLUDING TESTING PROCEDURES. STRENGTHS AT 28 DAYS SHALL BE AS FOLLOWS: TYPE OF CONSTRUCTION 28 DAY STRENGTH MAXIMUM /MINIMUM CEMENT (fc) . . 2000 PSF 50/35 PCF 0.40 ...135PCF 1. TANK WALLS 3,000 PSI 2. FTGS & GRADE SLAB 3,000 PSI 3. PLANK VOID FILL 3,000 PSI 4. PLANK JOINT GROUT 3,000 PSI TO MEET PLANK MFGR'S REQUIREMENTS MIXES SHALL BE PROPORTIONED TO ACCOMMODATE PLACEMENT. SLUMP, W/C RATIO, ADMIXTURES AND AGGREGATE SIZE WILL BE DETERMINED BY THE CONTRACTOR IN ACCORDANCE WITH ACI GUIDELINES. MIXES WILL BE APPROVED BY ONE OF THE FOLLOWING THREE CRITERIA. 1. MIX DESIGN IS SUBMITTED IN ACCORDANCE WITH ACI 318 -02 SECTION 5.3. 2. MIX DESIGN IS SUBMITTED IN ACCORDANCE WITH ACI 318 -02 SECTION 5.4. THE MINIMUM AMOUNTS OF CEMENT 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 CEMENT, 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 -02 SECTION 5.3 AND SECTION 1904, 1905 AND 1906 OF THE IBC. THE USE OF A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. 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. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT 51), GRADE 60, fy = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, fy = 40,000 PSI. WELDED WIRE FABRIC SHALL BE ASTM A185 WITH Fy = 75 KSI. GENERAL STRUCTURAL NOTES (TYPICAL UNLESS NOTED OTHERWISE ON THE PLANS) REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI MANUAL OF STANDARD PRACTICE AND ACI 318 -02, CHAPTER 12. 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 ACI 318 -02, CLASS B AS DEFINED IN ACI 318 -02 SECTION 12.15. 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 SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER ( #6 BARS OR LARGER) 2" ( #5 BARS OR SMALLER) 1 -1/2" CONCRETE WALL REINFORCING -- PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 8" WALLS CAST -IN -PLACE CONCRETE: SEE CIVIL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF ACCESS OPENINGS IN ALL CONCRETE WALLS AND DECKS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. NON- SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED PLUS 1000 PSI WITH A 3000 PSI MINIMUM. PLACING REQUIREMENTS PLACING: PLACE CONCRETE AS NEARLY AS PRACTICABLE TO ITS FINAL POSITION TO AVOID SEGREGATION. THE FREE UNCONFINED FALL OF THE CONCRETE SHALL NOT EXCEED 5 FEET. DEBRIS: REMOVE ALL DEBRIS FROM FORMS PRIOR TO PLACING CONCRETE. CONSOLIDATION: CONSOLIDATE CONCRETE BY SUITABLE MEANS. THOROUGHLY WORK CONCRETE AROUND EMBEDDED ITEMS AND INTO CORNERS OF FORMS. CONSTRUCTION JOINTS: THE SURFACES OF ALL CONSTRUCTION JOINTS SHALL BE ROUGHENED AND CLEANED OF ALL LAITANCE AND LOOSE MATERIAL AND SHALL BE PAINTED WITH A NON -WATER SOLUBLE IMPERMIABLE BONDING AGENT PRIOR TO PLACING NEW CONCRETE. CURING REQUIREMENTS CURING: CONCRETE SHALL BE MAINTAINED IN A MOIST CONDITION FOR A SUITABLE PERIOD OF TIME AFTER PLACEMENT. WEATHER CONDITIONS: ADEQUATE PRECAUTIONS SHALL BE TAKEN DURING HOT AND COLD WEATHER IN ACCORDANCE WITH THE SPECIFICATIONS. SHORING AND EXCAVATION THE CONCTRACTOR SHALL BE SOLEY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES, INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES. HOLLOW CORE PLANK DESIGN CRITERIA VERTICAL LOADS ON VAULT LID: DESCRIPTION UNIFORM LIVE LOAD TRUCK WHEEL LOADS * SOIL COVER OUTRIGGER LOAD * UNIFORM LIVE LOAD AND TRUCK LOAD NEED NOT BE APPLIED CONCURRENTLY. 3.0' 1.0' 1.0' HOLLOW CORE PLANK SCOPE OF WORK: THE WORK INCLUDED IS THE DESIGN, MANUFACTURE AND DELIVERY OF PRECAST PRESTRESSED CONCRETE UNITS. DESIGN PLANK FOR THE MOST CRITICAL OF THE LOADING CONDITIONS AS SHOWN WITHIN THE DESIGN CRITERIA NOTE. THE MANUFACTURER SHALL SUBMIT STRUCTURAL CALCULATIONS AND PLACEMENT DRAWINGS SIGNED BY A WASHINGTON STATE REGISTERED STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. THE MANUFACTURER SHALL INSTALL ALL BLOCK OUTS REQUIRED FOR THE STRUCTURAL CONNECTIONS AS INDICATED ON THESE DRAWINGS. NO OTHER PENETRATIONS ARE ALLOWED WITHOUT THE PRIOR APPROVAL OF THE PLANK MANUFACTURER. ALL HOLLOW CORE JOINTS SHALL BE GROUTED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ANCHORAGE #4 @ 10 HORIZ. #5 @ 9 VERTICAL 1 CURTAIN @ LIVE LOAD 250 PSF * HS20 -44 N/A 45 KIP* DEAD LOAD N/A N/A 1' -6" MIN, 2' -0" MAX N/A 3.0' 1.0' 1.0' POST- INSTALLED MECHANICAL ANCHORS INTO CONCRETE SHALL BE TITEN HD SCREW ANCHORS AS MANUFACTURED BY THE SIMPSON STRONG TIE COMPANY AND INSTALLED IN STRICT CONFORMANCE TO I.C.C. REPORT NUMBER ESR -1056, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. SPECIAL INSPECTION IS REQUIRED FOR THE INSTALLATION OF ALL SCREW ANCHORS RESISTING TENSION. DRAWING INDEX FOUNDATION NOTES: 1. SEE 3/S3.1 FOR WALL REINFORCEMENT CO ENDS, CORNERS & INTERSECTIONS. 2. VERIFY ALL OPENING SIZES, LOCATIONS, AND SEALING REQUIREMENTS FOR PIPE PENETRATIONS WITH CIVIL. 3. SHORING SHALL BE COORDINATED WITH THE ENGINEER PRIOR TO CONSTRUCTION. 4. VERIFY TANK DIMENSIONS AT LID SUPPORT WALL PRIOR TO CONSTRUCTING LID. PROVIDE Y4" CLEARANCE FOR LID INSTALLATION ALL AROUND. LID SHALL BEAR ON LEDGE. 5. REFER TO GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. S1.1 GENERAL STRUCTURAL NOTES & PLAN S3.1 DETAILS S3.2 DETAILS NOTE: INTERIOR SLAB AND PRECAST PLANKS MUST BE IN PLACE AND AT STRENGTH PRIOR TO BACKFILLING ANY OF THE VAULT WALLS OR LID ACCESS COVER VERIFY SIZE & LOCATION w/ CIVIL DRAINAGE VAULT PLAN SCALE = 1/8" =1' -0" PER CIVIL r o�w ECEIVED AUG 20 PERMIT CENTER NORTH 1 Peter A. Opsahl Structural Engineering, Inc. 514 19th Avenue East. Suite D Seattle, Washington 98112 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com MEDICA DETENTION VAULT Tukwila, Washington R".lev‘ie°"bil \ APPRO 0 2i l3 City C �(UkWila Phase Permit Submittal Date Drawn by Checked by Revisions 08 -19 -2008 Review Correction Response CORRECTION Sheet Title Sheet No. July 16, 2008 MKR /ATE PAO /TDU Do938i General Structural Notes Et Plan A Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. f'c =2500 psi LAP SPLICE LENGTH & fy =60000 psi DEVELOPMENT LENGTH (IN.) BAR SIZE Lo LT Lse Lser 3 18 23 23 31 # 4 24 31 31 41 # 5 30 39 39 51 # 6 36 47 47 61 # 7 53 69 69 90 # 8 60 78 78 102 # 9 68 88 88 115 # 10 75 98 98 121 # 11 83 108 108 141 # 14 105 137 N/A N/A # 18 135 176 N/A N/A f'c =3000 psi LAP SPLICE LENGTH & fy =60000 psi DEVELOPMENT LENGTH (IN.) BAR SIZE Lo LT Lse Lsar # 3 17 22 22 24 # 4 22 29 29 38 # 5 28 36 36 48 # 6 33 43 43 56 # 7 48 62 62 82 # 8 55 72 72 93 # 9 62 81 81 105 # 10 69 90 90 117 # 11 76 99 99 129 i 14 96 125 N/A N/A # 18 124 161 N/A N/A TYPICAL LAP SPLICE LENGTH TABLE SCALE: 3/4" =1' -0" SCALE: 1/2" =1' -0" f'c =4000 psi LAP SPLICE LENGTH & fy =60000 psi DEVELOPMENT LENGTH (IN.) BAR SIZE LD LT Lse Lsar # 3 15 20 20 26 # 4 19 25 25 33 # 5 24 31 31 41 # 6 29 38 38 50 # 7 42 55 55 71 # 8 48 62 62 82 # 9 54 70 70 92 # 10 60 78 78 102 # 11 66 86 86 112 # 14 84 109 N/A N/A # 18 107 139 N/A N/A f'c =5000 psi LAP SPLICE LENGTH & fy =60000 psi DEVELOPMENT LENGTH (IN.) BAR SIZE Lo LT Lse Lsar # 3 13 17 17 22 # 4 17 22 22 29 # 5 22 29 29 38 # 6 26 34 34 44 # 7 38 49 49 65 # 8 43 56 56 73 # 9 48 62 62 82 # 10 54 70 70 92 # 11 59 77 77 100 # 14 75 98 N/A N/A # 18 96 125 N/A N/A ALL CONCRETE STRENGTHS BAR SIZE Loc Lsc # 3 9 12 4 12 15 # 5 15 19 # 6 18 23 # 7 21 27 # 8 24 30 # 9 27 34 # 10 30 38 # 11 33 42 # 14 42 — # 18 54 — SCALE: 1 1/2" =1' - 0" ADD #5 DIAG AS SHOWN TYP. WALL REINF. NOTES 1. MINIMUM REINFORCEMENT SPACING IS 3 BAR DIAMETERS ON CENTER. 2. MINIMUM CLEAR SIDE COVER ON HOOKS IS 2r. 3. MINIMUM CLEAR COVER FOR 90 DEGREE HOOK EXTENSION IS 2 ". 4. INCREASE LD BY 30% FOR BARS WITH 12 OR MORE INCHES OF CONCRETE CAST BELOW THEM. 5. VALUES ARE FOR NORMAL WEIGHT CONCRETE ONLY. 6. MINIMUM CLEAR COVER IS 1 BAR DIAMETER, U.N.O. db = NOMINAL BAR DIAMETER (INCHES) LD = TENSION DEVELOPMENT LENGTHS (INCHES) FOR REINFORCEMENT SATISFYING THE FOLLOWING REQUIREMENTS: SLABS & WALLS: CLEAR SPACING >2db, & CONCRETE CLEAR COVER >db BEAMS & COLUMNS: CLEAR SPACING >db, & CONCRETE CLEAR COVER >db LT = DEVELOPMENT LENGTH OF TOP BARS IN TENSION = 1.3xLo (IN.) Lco = DEVELOPMENT LENGTH OF BARS OR DOWELS IN COMPRESSION = 19 x db (IN.) Lcs = TIED COLUMN LAP SPLICE IN COMPRESSION = 30 x Lo (IN.) Lse = TESNION LAP SPLICE LENGTH FOR OTHER THAN TOP BARS = 1.3 x Lo (IN.) Lsar = TESNION LAP SPLICE LENGTH FOR TOP BARS = 1.69 x Lo (IN.) BOT OF VAULT AS OCCURS FOR EACH GROUP OF VERTICAL BARS CUT ® OPENINGS ADD ONE VERICAL BAR FULL HEIGHT EA. SIDE OF OPENING SCALE: 3/4' =1' -0" SCALE: 1" =1' -0" SCALE: 1/2" =1' -0" WALL CORNER WALL INTERSECTION HOOKS MAY BE SKEWED TO MAINTAIN COVER WALL ENDS CONT. BACKER ROD IF REQUIRED ALT BENDS " i11.11111111 F91(0:1)314 BARS w /STD (1) TYP EINF BARS TO MATCH HORIZ OOKS OR C ORNER 4, VEERT R WALL REINF TYPICAL WALL REINFORCING - SINGLE LAYER FILL WITH GROUT AS DIRECTED BY PRECAST PLANK MFGR SCALE: 3/4" =1' -0" SCALE: 3/4" =1' -0" NOTE; NO WALL ABOVE CO SIM SEE CIVIL DWGS FOR COVER DETAILS. DO NOT FASTEN VENT COVER TO VENT PIPE. PVC VENT PIPE; VERIFY SIZE, QUANTITY AND LOCATION w /CIVIL , 3" MIN. BEARING FOR INFORMATION NOT SHOWN SEE 5/S3.2 SEE 5/S3.2 FOR WALL INFORMATION NOT SHOWN TANK WALL (2) #4 TOP CONT TANK LID RECEIVED AUG 2 0 2 i PERMIT CENTER Peter A. Opsahl Structural Engineering, Inc. 514 19th Avenue East. Suite D Seattle, Washington 98112 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com MEDICA DETENTION VAULT Tukwila, Washington Phase Permit Submittal Date Drawn by Checked by Revisions 08 -19 -2008 Review Correction Response -381 Sheet Title Details Sheet No. S3.1 July 16, 2008 MKR /ATE PAO /TDU Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. Phase Peter A. Opsahl Structural Engineering, Inc. 514 19th Avenue East. Suite D Seattle, Washington 98112 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com MEDICA DETENTION VAULT Tukwila, Washington Permit Submittal Date July 16, 2008 Drawn by MKR/ATE Checked by PAO/TDU Revisions 08-19-2008 Review Correction Response Sheet Title Details Sheet No. 53.2 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc. #5 HAIRPIN w/14" WIDTH Sc' 18" LONG TAILS 0 EACH VOID KNOCKOUT, VERFY w/PRECAST DECK MAN F. 1 11 111-11-111 I I-1 r411EIIHIHEIIHEIIHEIlt-LlitIlt-'1All',111E r rEillE111=111_11KHIIE-111721 1E 1=1 1=1 1EE illrlIrEl 1-111-111=111=111-EllrlIKIIEHIE4rEmEllIEllE-ArlIrlHEIIHETIE 11.11111LLI Ell=111-1 111i=_111=111=111 E-Il E111 111=-111-11111-1- === 111== 1J E= — 111 - 11, 1 1 -- 1 1 111 ' I HI I I 1H - F I 1 I 111 rl ril 1 - 1 IL I — 1-1 - 1 - 1 _111=111-F_-111 1H it±LIIIIIInotff_12,1 I _JIIEEIIIEEdlrEmE411EEI 1=111=-7:-111=-111-=-1111=_111=-111- — 111=111-E-1111:_-_ - 111E111E111 1 1E111.E111=-11-E111 H 11 H __11 i - E 11 1 1 1 1 111 11 1 I I l l llll l ll llll l llll lllllll l l llllll l lllll l llll l lllllll l llllll l lllll l l l llllll l llllll l lllll l lll l llll ll llllll l lllll l lllllllllll ll llll l llll l lllllll l lllll l llll ll llllll l lllll ll lllllll l lllll ll llllll ll llllll l llllllll ll llll l lllll l lllllll ll lllllll lll lllll l lllll ll llll l 111 .1 1 1 II I I- 1 I I 1 I I 1 — 111-= - 111-1-7-_111=111-7-7_111-E - 111_111: 7 = - 111=_ - 111 1- = - 111 - 111 - =111 - 11 17= —111=11 1-1=-111=111=111=111E-111E111-E-111== 1 1 1 1 1 1 111:7=111=_111==_111-11 1 I 1 1 1 1 1-111-111=-111=-111=111=111=111=-1117_=.111-111=111_- 1111= III III 111==_111E-1-111-111_111=111=111±=11=111E = 11 1111:_ 1=1 E-7 III-1-1-111 t 0 00 Cr #4 CONT ---__1 c)-- - 1 -_-_-H=1 cm rmw 1 ■ I 0 1111=111E 1=1111-E11411F--- " 1 ll CONT. 1 11 I ■ 1 ; 3" MIN. #4x 18"o.c. b 5% SLOPE --;1 — m C.) a CL C D 1..il I ca..7 :0 3" MIN. ■ I 4 '4 '4 III 11 0 11 11 0 4 0 1 111 $ 1111 0 1111 0 0. 1 0 1 °1 ' II I 1 1 1 1 1 1 1 1 1 11 1 HE — DRAINAGE PANEL PER CIVIL 111_1 : =1H - - - E - 1 1 1 • 3" MIN. \ 111=111 0 BEARING #4 0 18"o.c.TOP • - 111 L- 111 17 111 E1111111 111=7- = H-911 17=111-1 - = - 11 1111 L=_1111 111=-111 - 111 111-Z-111=111 - E - 111 - 1 111 111 111 = 0 4 4 1 4 I t „1 ,) 71 % ' a • BEARING #4 DOWELS TO MATCHG VERT. 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N. 01 [EH ; 111=111 !,74111 --III--III--III--II n11 1:1 11-11 1 -- -- °°:. - , I L----"-ll----11H- 1H Ell 111-= -11 IHE _=II1=-1 111- - . 2) • • 111 — 111 11111-111-E-- • • • . . . . a — 1 • ° 1 1 1 I 1 1 1 1 1 • 0 111-111-111---7r!m.r' ; A • 1 1=III=111=111==1 1 I I I 1 1 111-111= HEE 1 1 1 1 11E-H11 Ell — 1 1 1 1 11 11 I II 1 111-11-11-111-111-1-1 --11:-- --I —Ill—Ill-1 III-111-111=IIIEIIIE-11=111=III_I - ,t - 11=111=111:77_ - _-111-E-=-:111=1 2'-0" --II I—II- 8" III-1 2'-0" 1 1 1 11 . - - -:1 11 =-111=11 1 1=1 1 111 =111=111=111-11 =III—I = = = _I l 1. l — 111=-7=111E1 _IIII-L 1E 1 I _ _ _ _ _ _I _I — 111=-111=_=_1117-_ - _ - -111 - _ --- --= - 111:_=.11177-_- - .111E111:=_111-=.11 -- - - _-111.1-7: _111—=111= —11— IE-111=111=111=111=1111=_ —11E 11=111=111=111 2'-0" T YP. 8 " • TYP. 2'-0" TYP. (4) #5 LONGIT. T&B, TYP. #4 0 18" CONT. EW / / / i( FOR INFORMATION NOT SHOWN SEE 5/S3.2 SCALE: 3/4" = I-0" SCALE: 3/4" = V-0" #4x #4x #4x — — 0 12"o.c. : 0 . 12"o.c. #4 CONT, TYP AS SHOWN . ACCESS PANEL BY OTHERS ADEQUATE TO SUPPORT 45 KIP OUTRIGGER LOAD . . - . iX 0 „ --" ik „.1 othretti C,OIX Ve, 4 pg. ,, , '0 A\ G -(-` ' • Citl VII 1‘10VisilS31,...0- - II D 0 6... 3 e , 1 RECEIVED , AUG 201111111 . PERMIT CENTER CONT "CONT L3x3xY4 w/ 3/40 x6'' STUDS © 12"o.c. ACCESS PANEL BY OTHERS ADEQUATE TO SUPPORT 45 I 0 12"o. #4 KIP OUTRIGGER LOAD o o III III III HI III III I I III- HI - 1 HI III-III- CONT L3x3xY4 3 /4"0 x6" 0 12"o.c. w/ STUDS " 111 III-=Il ' —Nv- , , , , , , , ,_ f ,4 S 0 12"o.c. #4x SEE 5/S3.2 FOR REINFORCING INFO h " CLR, TYP (4) #4 CONT BOTTOM 1h" CLR • • / o +___.__ _11 <,) 0 o 1 -0" MAX ,r VERIFY w/ CIVIL /4 -0" NOT SHOWN PANEL PER PLAN ' " 3-0 4'-0" MAX 0 SIM / 9 SCALE: 1" = 11-0" -10 SCALE: 1" = I-0" Phase Peter A. Opsahl Structural Engineering, Inc. 514 19th Avenue East. Suite D Seattle, Washington 98112 Phone: 206.322.4518 Fax: 206.322.4528 www.paostructural.com MEDICA DETENTION VAULT Tukwila, Washington Permit Submittal Date July 16, 2008 Drawn by MKR/ATE Checked by PAO/TDU Revisions 08-19-2008 Review Correction Response Sheet Title Details Sheet No. 53.2 Reuse or reproduction of these drawings is strictly prohibited without written consent from Peter A. Opsahl Engineering, Inc.