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Permit D10-169 - SHASTA BEVERAGE - DETENTION VAULT
SHASTA BEVERAGES VAULT 1227 ANDOVER PK E D10 -169 City ottrukwila 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.: 3523049072 Address: 1227 ANDOVER PK E TUKW Suite No: DEVELOPMENT PERMIT Permit Number: D10 -169 Issue Date: 08/17/2010 Permit Expires On: 02/13/2011 Tenant: Name: SHASTA BEVERAGE - VAULT Address: 1227 ANDOVER PK E , TUKWILA WA Owner: Name: NATIONAL BEVERAGE CORP Address: 8100 SW 10TH ST STE 4000 , PLANTATION FL 33324 Phone: Contact Person: Name: KATHY CRAFT -REISH Address: 2505 THIRD AV, STE 324 , SEATTLE WA 98121 Phone: 206 720 -7001 Contractor: Name: POE CONSTRUCTION Address: PO BOX 1838 , AUBURN WA 98071 -1838 Phone: 253 833 -2400 Contractor License No: POECOI *247QZ Expiration Date: 05/01/2011 DESCRIPTION OF WORK: CONSTRUCTION OF UNDERGROUND CONCRETE DETENTION VAULT FOR THE PROPOSED BUILDING EXPANSION. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, REMOVAL OF EXISTING ON -SITE PAVEMENT, PAVEMENT CUT TO INSTALL UTILITIES, AND STORM DRAINAGE INCLUDING UNDERGROUND DETENTION VAULT. Value of Construction: Type of Fire Protection: Type of Construction: $80,000.00 Fees Collected: $9,205.56 International Building Code Edition: 2006 Occupancy per IBC: 0026 * *continued on next page ** doc: IBC -7/07 D10 -169 Printed: 08 -17 -2010 City ofTukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: //www.ci.tukwila.wa.us Permit Number: D10 -169 Issue Date: 08/17/2010 Permit Expires On: 02/13/2011 Public Works Activities: Charutelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 550 c.y. Fill 550 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: Date: 8 -ri--lo I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the pei•rman e of work. I am authorized to sign and obtain this developme t permit. , Date8 1.71 16 glk • Signature: Print Namef=� I1 This permit shall become null 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 -7/07 D10 -169 Printed: 08 -17 -2010 • 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.: 3523049072 Address: Suite No: Tenant: 1227 ANDOVER PK E TUKW SHASTA BEVERAGE - VAULT • PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D10 -169 ISSUED 07 /01/2010 08/17/2010 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: The special inspections and verifications for concrete construction shall be required. 5: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. 6: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 7: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 8: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 10: 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 Thkwila. 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. 11: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 12: Schedule and attend a Preconstruction Meeting with the Public Works Department, prior to start of work under this permit. To schedule call Public Works at (206) 431 -0179. 13: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 14: PLANS DO NOT SHOW ANY WORK WITHIN THE PUBLIC RIGHT -OF -WAY, HOWEVER, PRIOR TO START OF ANY WORK WITHIN THE PUBLIC RIGHT -OF -WAY; OWNER/APPLICANT SHALL PROVIDE (1) BOND FOR WORK IN THE R.O.W. (2) PROOF OF INSURANCE NAMING THE doc: Cond -10/06 D10 -169 Printed: 08 -17 -2010 • 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 CITY AS ADDITIONALLY INSURED FOR WORK IN THE R.O.W. (3) HOLD HARMLESS AGREEMENT FOR WORK IN THE RIGHT -OF -WAY. 15: Coordinate with Public Works Project Inspector & City Fire Department for pavement marking requirements for new storm water detention tank. 16: If existing Public sidewalk is disturbed, then replace per City of Tukwila standards and specifications. 17: Work affecting traffic flows shall be closely coordinated with the City Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 18: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 19: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 20: Any material spilled onto any street shall be cleaned up immediately. 21: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 22: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 23: The Land Altering Permit Fee is based upon an estimated 550 cubic yards of cut and 550 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 24: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 25: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. * *continued on next page ** doc: Cond -10/06 D10 -169 Printed: 08 -17 -2010 • • 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:8 1 doc: Cond -10/06 D10 -169 Printed: 08 -17 -2010 CITY OF TUKI;A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ci.tukwila.wa.us Building Perri._. No. Mechanical Permit No. Plumbing/Gas Permit No. Public Works Permit No. Project No. plo- 1C��o -oo1 (For office use only) 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 King Co Assessor's Tax No.: 352304 -9072 Site Address: 1227 Andover Park East Tenant Name: Shasta Beverage Corporation Suite Number: Property Owners Name: National Beverage Corporation Mailing Address: 1227 Andover Park East New Tenant: Floor: ❑ Yes Tukwila, WA City State „No 98188 Zip CONTACT PERSON — who do we contact when your permit is ready to be issued Name: Kathy Craft-Reich Mailing Address: 2505 Third Avenue, Suite 324 E -Mail Address: kathy @craftarchitects.com Day Telephone: (206) 720 -7001 Seattle, WA City State Fax Number: (206) 720 -2949 98121 Zip GENERAL CONTRACTOR INFORMATION (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) Company Name: Mailing Address: City Day Telephone: Fax Number: Contact Person: E -Mail Address: Contractor Registration Number: State Zip Expiration Date: ARCHITECT OF RECORD - All plans must be stamped by Architect of Record Company Name: Craft Architects Mailing Address: 2505 Third Avenue, Suite 324 Contact Person: Kathy Craft-Reich Seattle, WA 98121 E -Mail Address: kathy @craftarchitects.com City State Day Telephone: (206) 720 -7001 Fax Number: (206) 720 -2949 Zip ENGINEER OF RECORD — All plans must be stamped by Engineer of Record Company Name: Shutler Consulting Engineers, Inc. Mailing Address: 12503 Bel -Red Road Contact Person: John Headland E -Mail Address: Johnh @shutler.com H:\Applications \Fortes- Applications On Line\2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Bellevue, WA City State Day Telephone: (425) 450 -4075 Fax Number: (425) 450 -4076 98005 Zip Page 1 of 6 BUILDING PERMIT 1NFORMATIO "206- 431 -3670 Valuation of Project (contractor's bid price): $ 80,000.00 Existing Building Valuation: $ 2,000,000.00 Scope of Work (please provide detailed information): Construction of underground concrete detention vault for the proposed building expansion for the Shasta Beverages project. Will there be new rack storage? ❑ Yes ❑.. No If yes, a separate permit and plan submittal will be required. P ovide All Building Areas in Square Footage Below terior Remodel Addition to Existing Structure pc of truction per IBC Type of Occupancy per IBC 2nd Floor 3rd Floor Accessory Struc ur Attached Garage Detached Garage Attached Carport Detached Carpor Covered Deck; Uncovered Deck'; PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ Yes ❑ No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ Sprinklers ❑ Automatic Fire Alarm ❑ None ❑ Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes ❑ No If "yes', attach list of materials and storage locations on a separate 8 -1/2" x 11 " paper including quantities and Material Safety Data Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. H:\Applications¢orms- Applications On Line\2010 Applications \7 -2010 - Permit Application doc Revised: 7 -2010 bh Page 2 of 6 PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction — In all cases, a value of constriction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER R AUTHORIZED AGENT: Cat,- ','L , 4 2tt. f- Signature: Date: 1/ Print Name: n I 1V)i( tt C fill' Day Telephone: a-S 1 —1/L)---)--- Mailing Address: ! - Ctit € 7 . K e td IDate Application Accepted: City �. t. tlXt 52_ State Zip Date Application Expires: ©jI n1 << Staff Initials: H:\Applications \Forms- Applications On Line \2010 Applications \7 -2010 - Permit Application.doc Revised: 7 -2010 bh Page 6 of 6 • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Shasta Beverages (VAUL-(.E -) PERMIT # b/D — . ( /12.3.1 ?lPg ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking /Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C +D) $250 (1) $1 o,000.00 -$ts000:ee`1 560 -+ Oe-oe —, -7f, a ou 1,2807000 ee-- So ebb 97e -ee_ 142500 5. Enter total excavation volume Enter total fill volume EP, moo— cubic yards $ o — cubic yards 9 $2,500.00 427eee,00 gfo $2;625:ee- $ 13 see- (4) soon i Use the following table to estimate the grading plan review and permit fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 '/ 101 -1,000 $37.00 1,001 — 10,000 $49.25 10,001— 100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1sT 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees $ 3i 49,25-.. (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ °; 7,42425"` (� sn The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the sub7sion of the application/plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised Jan. 2009 Jr,o... /G9 RECEIVED JUN 2 2 2010 PERMIT CENTE BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) $ 3 5o 7,125.00 (6) 7. Pavement Mitigation Fee $ 0.00 (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. ° 124 $ Vic. (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 —1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised Jan. 2009 2 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin A 1 Ex. (x. Total A through E $ 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Point 2 Water (Ordinance 2177) E. Allentown/Foster Point 2 Sewer (Ordinance 2177) F. Special Connection (TMC Title 14) G. Duwamish • 1 . Other Fees DUE WHEN PERMIT IS ISSUED $ Total A through G oper tit (6 +7 +8 +9 +10) $1 0.00 (9) AIONa aN ., x3411 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters / Size (inches) allation Cascade Water Alliance RCFC 01.01.2009 — 12.31.2009 'Total Fee 0.75 $600 $6,005 $6,605 1 $1100 $15,012 $16,112.50 1.5 $2400 $ 0,0 25 $32,425 2 $2800 48,040 $50,840 3 $4400 $9.,180 $100,480 4 $7800 $150,12 $157,925 6 $12501 $300,250 $312,750 Approved 09.25.02 Last Revised Jan. 2009 Temporary Meter 0.75" $300 2.5" $1,000 3 • • City of Tukwila Department of Comnuinity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 3523049072 Permit Number: D10 -169 Address: 1227 ANDOVER PK E TUKW Status: APPROVED Suite No: Applied Date: 07/01/2010 Applicant: SHASTA BEVERAGE - VAULT Issue Date: Receipt No.: R10 -01609 Initials: User ID: WER 1655 Payment Amount: $8,382.40 Payment Date: 08/17/2010 02:18 PM Balance: $0.00 Payee: CRAFT ARCHITECTS TRANSACTION LIST: Type Method Descriptio Amount Payment Check 4566 8,382.40 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - NONRES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000.322.100 000.322.100 000.342.400 000.345.830 000.342.400 000.345.830 640.237.114 Total: $8,382.40 1,266.40 250.00 124.50 37.00 3,350.00 3,350.00 4.50 PAYMNT qFfIFIVED doc: Receiot -06 Printed: 08 -17 -2010 ID City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us RECEIPT Parcel No.: 3523049072 Permit Number: D10 -169 Address: 1227 ANDOVER PK E TUKW Status: PENDING Suite No: Applied Date: 07/01/2010 Applicant: SHASTA BEVERAGE CORPORATION Issue Date: Receipt No.: R10 -01219 Initials: User ID: JEM 1165 Payment Amount: $823.16 Payment Date: 07/01/2010 01:03 PM Balance: $1,270.90 Payee: CRAFT ARCHITECTS, PLLC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 4498 823.16 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES 000.345.830 823.16 Total: $823.16 PAYMENT RFeFIVED doc: Receiot -06 Printed: 07 -01 -2010 6 INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1)/0 -/69 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: ,�'�AS; A B p ) Type of Inspection: /v 4. i _ Address: / a�? /) 4/:)‘4102 PI,- f Date Called: Special Instructions: Date Wanted:. /r? /20 /// ( a:n1' .p - Requester: Phone No: siRm Approved per applicable codes. Corrections required prior to approval. CO MENTS: J7,li A.7)T-/ %d,2/ / Date: — 17 ,� .`/�, / D /2. a /// SPECTION FEE REQyIRED. Prior to next inspection. fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ... ..� 'Retain a copy with permit INSPECTION NO. • PERMIT NO. D.Corrections required prior to approval. -. COMMENTS: ict 9. e,93.00. Jc;V1/ % 17140.-•• Yovaso 77:171 ii,A (if.22.) (1 4, /02_ — .1 2 -/ 0 !- ✓, _. 4,,,,,„,„„d, ? th/ ±i5 f-;;01 '-' A w• Date: NSPECTION FEE : EQUIRE /Prior to.nex inspection. fee must be at 6300 Southcenterblvd::•Suite 100. Cal to schedule reinspection. • -- � • • • • :••• pEcTION:FEE REQ IRED. Prior to ext inspection, •fee must be • 1--liFial at 6300 Southceriter tvik, Suite 10 . all to schedule reinspection: • •-• • :-, 4 INSPECTION ECORD Retain a copy with permit INS,PECTRIN NO. PERMIT NCL: \--CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 • • • (0 -Val Projec : trType A— th-iki of Inspecticinl• ‹, pe COA C.. A ress: Date Called: - Special Instructions: A.43'9 7-2- Id/ 96' z., Date Wanted: -10 —3----/ 13"' Requester: . Phone No: sO co -s-S i _ 0 ass- Approved per applicable codes. • ElCorrections required prior to apprOv;1;;.8.:... COMMENTS: tP) IOW rqS A0e4-4.°(/ • . INSPECTIAN NO. INSPECTION RECORD Retain a copy with permit -0 1 O'? PERMIT NO. CITY OF TUKWILA BUILDING DIVISION. 6300 Southcenter Blvd.,= #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: Type of Inspection: ,� - Add ss: Date Calvet Special Instructions: Date Wanted: . a.m. Requester: Phone Phone No: °551-OU 1_J Approved per applicable'codes: Corrections required prior to•approval: • COMMENTS: Date: • EINSPECTION FEti,EQUIRE '. Prior to ext inspection. fee must be • paid at 6300 Southcenter Blvd.. - uite 100'. Call to schedule reinspection. • • INSPECTION RECORD — Retain a copy with permit b4O- 1 j INSPECTION NO. PERMIT NO. g, • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36Th Project: h AS-1 A de a rrs 1 S'°C S' 1?,..e• c (.SOS I ?mot :OA) qr Qerr -k hc, Type of Inspection: cb e INC. (Fnitk A Y�t(c( Gi AH - Io - .�vP5 Address: 17 Z. ? A'4 0.04 e2 E Date Called: ii.ct Special Instructions: Date Wanted: q - rg-/- so m. Requester: Phone No: 2a(- SS' - 02,8 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: a r L- 0- 1 S'°C S' 1?,..e• c (.SOS I ?mot :OA) qr Qerr -k hc, S�1u4j c ' gai1 CA( (Fnitk A Y�t(c( Gi AH - Io - .�vP5 l D 6). co-4 WY J \ot-t fie^ 00...k.V.cie e(%4til I`t -,o Nu:S..0 O.►pV .3=C 0)4av Cu c( ii.ct Date: q - +'-t - IU 0 REINSPECTIO EE REQUIRE . Prior to inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection • • 1 'Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit 0 0 — i(1 PERMIT NO. (206)431 -3670 Project: 6 -PJCI1 -(�r.� ` LoA5� - 1Dj4l Ai z ) AO 0 JC �.. 4, Date Called: Special Instructions: Date Wanted: - ( � ' a.m. 0 " 2. S ` (')/ Requester: ' (0 p.m. Phone No: ?))(— ,c-C( --- d2■K5 Approved per applicable codes. Corrections required prior to approval. COMMENTS: i j ) /7401.--- L417---,r (:)J.P40.LA" 'TO A),--1i/:P (-A.- i,P�.. -* :4 (1-,:,./r4;i- ;et/ C. Approved per applicable codes. Corrections required prior to approval. COMMENTS: i j ) /7401.--- L417---,r (:)J.P40.LA" 'TO A),--1i/:P (-A.- i,P�.. -* :4 (1-,:,./r4;i- ;et/ C. nspecto 60.90 REINSPECTION F REQUII jai at 6300 Southcenter lvd., Sui Date: D. Prior to inspection, fee must be e 100. Call to.seheduVreinspection. t No.: rDate: INSPECTION. NO. INSPECTION RECORD Retain a copy with permit D(0-1G1 PERMIT NO. CITY OFTUKWILA BUILDING DIVISION • 6300 Southcenter. Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 • Permit.In•pectiori Request Line (206) 431 -2451 Project�:++( jj� Type f Inspection: Address: •• 12-11 • ,4 P E Date Called: a a . /bpi. 1 i 1 SpeciarInstructions: • • • Date Wanted: . (o,t2 -I1t Requester: Ertc . Phone No: ' A - SS- I -- Crass C . • DApproved per applicable codes. COMMENTS . aCorrections required prior to approval. Inspector: Date: (O((ZI « ri EtEINSPECTION. FEE REQUIRED. Prior to next inspection, fee must be paid at 6300Southcenter Blvd., Suite 100. Call to schedule reinspection. ',,:• -- i INSPECTION RECORD • Permit Inspection Request Line (206) 431-2451 : • • Project: ok ' . • intfRiZA.. - - Type of Inspection: Ptt) chia • .. Alldress: •. T. IP--1• APE Date Called: • • siatafo ■ . cdfrati _ .y..cti-eni 4-0 Arlrx ( - ' $0tial Instructions: _ • : . : • • -- — - • Date Wanted: giVe la -1k) a.m. P.m. Requester : • . . Phone No: - • •: ' • • EJ . • • Corrections required prior to.'approval. COMMENTS: - 7. Si'lAted • Finafeel 1... .tigu-lf se4 4o. cii-y sktutards. Knivitools anuthi • LC ti€,JA 4r1 feeloue, C.,3 socAs Imo( tk,ficy ■ . cdfrati _ .y..cti-eni 4-0 Arlrx ( - ran- - Ettkied - _- '136cted -1k) - NAifil avidefims at sib I4cpec-f,-00. Inspector: DS 'Date: es 12-Co REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be . paid at 6300Southcenter Blvd., Suite 100. Call to schedule reinspection. • -. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit 7)10 -1441 PERMIT NO. Project: Type of Inspection: Address: `1/ /3 a-7 A er a Date Called: i s //5V/ 0 Special Instructions: . fie, -k. f �� � l C (( i+) i o r Date Wanted: �- /46, //2 a.m. p.m. Requeltggr,': Phone No: ti A53- S33 -..) yov Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: 44 rot- pW (i0o/) k heeds 4o be q11 l ;ye fat S Alo 4viA.1 glum Inspector: (Date: 1 17 i (1," f U • 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.: 'Date: _ . Information LTo Build On Engineering • Consulting • Testing December 22, 2010 Mr. Nick Heaton Shasta Beverage, Inc. 1227 Andover Parkway E. Tukwila, WA. 98188 Subject: Dear Mr. Heaton: Final Letter Special Inspection and Testing 0742380 Shasta Beverage Bldg Permit # D10 -16 Tukwila, WA. In accordance with your request and authorization, Professional Service Industries, Inc. (PSI) has performed inspection services for the above referenced project. The special inspection provided on this project was: • Epoxy Anchor Bolt Installation/Torque Testing • Detention Vault • Soil Inspection • Reinforced Concrete • Hollow Core Plank • Grout Inspection • Structural SteelNisual Weld /H.S.Bolting • Roof Diaphragm • Ultrasonic (NDE) Testing (Fabrication Shop) • Concrete Expansion Anchors To the best of our knowledge, all work listed above that PSI was scheduled on -site to verify, has been found to be in general accordance with the approved plans and specifications, approved changes from the FOR and Chapter 17 of the 2006 International Building Code. If you have any questions, or if we can be of further assistance, please do not hesitate to contact our office at (253) 589 -1804. Respectfully submitted, Professional Service Industries, Inc. Donald Miller Project Manager Cc: City of Tukwila (J. Dunaway) Professional Service Industries, Inc. • 10025 South Tacoma Way. 011 • Tacoma, WA 98499 • Phone 253/589 -1804 • Fax 253/589 -2136 (. 8" SD #3. RIM = 23.83 $" CONC W = '2.22 U •i,• 1 IX • J IL CONC VALL TYP 3.84 ® 1.07% PER 'LANS E(TRUDED 1E CURB -48" LID) !6.50 !0.00 MCRETE N 3.92 GAS VALVE EX. SEWER MANHOLE A RIM = 23.62 12" PIPE N 16.49 12" PIPE S = 16.53 8" PIPE E = 16.53 8" PIPE W = 16.53 (PIPES PVC OR D.I.) STREET LIGHT 3.52 —BOX EX. EX. FIRE HYDRANT - WATER VALVE ATCH = 24. CONC S EC ATCH !B —IN 0) 1 1w 1N PLANTER 26 SPOUT STEPS REET/ HT I i i 24.25 1,742,B POUTS WHICH :6 #4. IDONED EX. CATCH BASIN E RIM = 24.25 18" CONC N = 19.90 8" CONC S = 20.05 12" CONC W — 20.05 TCN NEW '' 23 Co 6IECEIVEL1 CTMQFTI.A AUS 05. IPERMIEINSIN • EX. STORM MANHOLE. EX. CATCH BASIN D RIM 22.71 18" CONC E = 19.2 18" CONC W = 19.3 EX. CATCH BASIN C RIM = 22.74 18" CONC E 19,3 18 " CONC W= 19.3 (DOES NOT CONNECT CATCH BASIN E) GAS VALVE WATER VALVE REVIEWED FOR CODECOMPLI i E APPROVE At, a 7 21110 City of Tukwila BUILDING DIVVSI FIELD LOCATE EX. 18" CONCRETE PIPE. INSTALL NEW 54" SDMH #1 OVER EX. PIPE. CONNECT EX. PIPE FROM SOUTH AND EXTEND AS SHOWN FOR DISCHARGE OF NEW VAULT. RIM =24.51 (MATCH EX. GRADE) IE =19.4 (FIELD VERIFY) 6 F-49.41;sal allOS ilr! bti?i'_i4 is ikgd;i4g1-! :htlI' `.51lI SI3UTLER CONSULTING ENGINEERS, Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB Shaste TI SHEET NO. COVER CALCULATED BY jch CHECKED BY SCALE JOB NUMBER 10 -23.01 OF DATE 6/22/2010 DATE STRUCTURAL CALCULATIONS FOR: DETENTION VAULT -- SHASTA BEVERAGES T.I. 1227 ANDOVER PARKWAY EAST TUKWILA, WASHINGTON PROPOSED BY: BARGHAUSEN 18215 - 172ND AVE. SOUT KENT, WA 98032 (425) 251 -6222 licopREVIEWED F ®R E COMPLIANCE APPROVED AUG 17 2010 City of Tukwila BUILDING DIVISION DESIGN CRITERIA: CODE INTERNATIONAL BUILDING CODE, 2006 EDITION LID LIVE LOAD HS20 TRUCK LOAD WITH EARTH COVER 250 PSF UNIFORM LOAD WITH EARTH COVER FIRE TRUCK LOAD WITH EARTH COVER ALLOWABLE SOIL BEARING IS 2500 PSF PER REPORT #ES- 1581.01 BY EARTH . SOLUTIONS NW, DATED MAY 19, 2010. ALL FOUNDATION WORK TO BE IN ACCORDANCE WITH THIS REPORT. ECE IVED CITY OF TUKIMLA JUL 0 7 2010 REID MIDDLETON JUL 01 2010 PERMIT CENTER etimi riv ^l:p SHUTLER CONSULTING NM ENGINEERS, INC JOB SHEET NO. OF 12503 Bel -Red Rd,, Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 CALCULATED BY DATE SCALE TOIL COVER (FT) (yson. = 120 PCF U.N.O.) J 1- 2 w 2 12 11 CONCRETE TECHNOLOGY CORPORATION 12'/2" HOLLOW CORE SLAB 250 PSF Vent Notch9 10- = Number of Filled Voids required for 2' -0" at each end of each slab. 11 Strands • - ...) I rlr inci { 'se;1 ! •i i pci) Knee ; VVaII3i 0 14 16 GENERAL NOTES: 18 20 22 24 26 28 SiMPLE SPAN (ft) 30 32 34 36 38 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee-Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. ' Minimum span length = 14' -0 ". The values shown on this chart are in compliance with IBC 2003 & ACI 318 -05. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 6W standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void till concrete fc = 3,000 psi. Refer to Detail 3 on page 15 of this brochure for vent notch details. 08 MANUFACTURERS OF PRESTRESSED CONCRETE • TArnmA WACN1K1r11r11.! A A SOIL COVER (FT) Non_ = 120 PCF U.N.O.) I- 2 0 W 2 CONCRETE TECHNOLOGY CORPORATION 12'/2" HOLLOW CORE SLAB HS2O -44 = Number of Filled Voids required for 2' -0" at each end of each slab. 14 16 18 20 22 24 26 28 30 SIMPLE SPAN (ft) 32 34 36 38 GENERAL NOTES: 1.) A minimum cover depth of six inches OR a three inch thick cast in place concrete topping slab is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) The Knee Wall envelope represents the maximum span and height of soil cover that can be supported by slabs with standard notches for manhole openings, assuming void fill concrete fc = 3,000 psi. Points falling outside this envelope require knee walls to support the slabs at manhole openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7 1 Minimum span length = 14' -0 ". The values shown on this chart are in compliance with IBC 2003 & ACI 318 -05. 9.) The Vent Notch envelope represents the maximum span and height of soil cover that can be supported by slabs with 6' /Z' standard notches in adjacent slabs to accommodate 12" diameter vents, assuming void fill concrete fc = 3,000 psi. Refer to Detail 3 on page 15 of this brochure for vent notch details. 08 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA. WASHIN(;TnN 7 I COVER (FT) (YsolL = 120 PCF U.N.O.) HEIGHT OF CONCRETE TECHNOLOGY CORPORATION 12 %" HOLLOW CORE SLAB 45 KIP OUTRIGGER ON 18"x18" PADS @ 15' -0" O.C. = Number of Filled Voids required for 2' -0" at each end of each slab. 14 16 18 20 22 24 26 28 30 SIMPLE SPAN (ft) GENERAL NOTES: 32 34 36 38 1.) A minimum cover depth of nine inches is required. 2.) Simple Span is centerline of bearing to centerline of bearing. 3.) Knee walls are required at all manhole and vent openings. 4.) Interpolation between strand contours is acceptable. DO NOT extrapolate beyond the bounds of this chart. 5.) Soil cover is assumed to be uniform. 6.) Except as noted, soil cover unit weight is assumed to be 120 pcf. 7.) Minimum span length = 14' -0 ". The values shown on this chart are in compliance with IBC 2003 & AC1 318 -05. )8 MANUFACTURERS OF PRESTRESSED CONCRETE • TACOMA, WASHINGTON 11 SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB a40 -P'7. • SHEET NO. //!v/ OF CALCULATED BY `.. C.tel DATE SCALE ITT.d (%j(te,; 4TH 4-02_1A. tuviv p ��•u`� i� erg L ) &,44,e P-- P SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 } JOB SHEET NO. v OF CALCULATED BY e/ -io DATE SCALE � le/ iltc.'1'"�C. wi; 1 1615 • Or O. `_'�° .. v•va 3fi�'� %5 ^1 1 0006.4 _ � Uo l S'' )4! /e) SHUTTER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB �� b'! r%'' SHEET NO. ✓ r,� OF CALCULATED BY /, ( (.�� 4 LC/ DATE — 4'70 SCALE SHUTLER CONSULTING ENGINEERS, INC 12503 Bel-Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB SHEET NO. CALCULATED BY DATE SCALE OF to -if -/d A0°) (0, :rl ,4 (go y''` • ' /e") ;... -t. kusito 0, 00 ,-j ClAthiJIL rcpk, H 4? or /M( SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB SHEET NO. CALCULATED BY DATE SCALE SHUTLER CONSULTING ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450 -4075 FAX (425) 450 -4076 JOB SHEET NO. CALCULATED BY DATE SCALE SHUTLER CONSULTING MIS ENGINEERS, INC 12503 Bel -Red Rd., Suite 100 Bellevue, WA 98005 (425) 450-4075 FAX (425) 450 -4076 JOB SHEET NO CALCULATED BY C/4 DATE SCALE t. NOP VD 1 NP114 ® SHUTLER CONSULTING ENGRS ri 12503 Bel -Red Road Suite 100 Bellevue, Washington 98005 (425) 450 -4075 ` Fax (425) 450 -4076 Title : Dsgnr: Description : Scope : Job # Date: 4:16PM, 22 JUN 10 Rev: 580003 User. KW- 0600346. Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software • Rectangular Concrete Column Page 1 Description Knee wall General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Width Depth Rebar: 4- # 5 d = 4.000 in - # d = 0.000 in 48.000 in fc 8.000 in Fy Seismic Zone 3,000.0 psi 60,000.0 psi 4 LL & ST Loads Act Separately Total Height Unbraced Length Eff. Length Factor Column is BRACED 8.350 ft 0.000 ft 1.000 Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Dead Load Live Load Short Term 8.500 k 45.000 k k Axial Loads Summary Eccentricity 2.500 in 48.00 x 8.00in Column, Rebar: 4 - #5 @ 4.00in ACE C -1 Applied : Pu : Max Factored 88.40 k Allowable : Pn • Phi @ Design Ecc. 242.77 k M- critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po * .80 P : Balanced Ecc : Balanced 18.42 k -ft 2.500 in 1.00 2.500 in 18.42 k -ft 840.35 k 171.90 k 4.290 in ACI C -2 11.90 k 242.77 k 2.48 k -ft 2.500 in 1.00 2.500 in 2.48 k -ft 840.35 k 171.90 k 4.290 in ACI C -3 7.65 k 242.77 k 1.59 k -ft 2.500 in 1.00 2.500 in 1.59 k -ft 840.35 k 171.90 k 4.290 in Slenderness per ACI 318-95 Section 10.12 & 10.13 Actual k Lu / r 0.000 Elastic Modulus ACI Eq. C -1 Neutral Axis Distance 3.6800 in Phi 0.6500 Max Limit kl /r 34.0000 Beta = M:sustained /M:max 0.1346 Cm 1.0000 El / 1000 0.00 Pc : piA2 E I / (k Lu) ^2 0.00 alpha: MaxPu / (.75 Pc) 0.0000 Delta 1.0000 Ecc: Ecc Loads + Moments 2.500 Design Ecc = Ecc * Delta 2.500 3,122.0 ksi ACI Eq. C -2 - 3.6800 in 0.6500 34.0000 1.0000 1.0000 0.00. 0.00 0.0000 1.0000 2.500 2.500 Beta 0.850 ACI Eq. C -3 3.6800 in 0.6500 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 2.500 in 2.500 in ACI Factors (per ACI 318 -02, applied internally to entered loads) ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor ACI C -1 & C -2 LL • 1.700 ACI C -3 Dead Load Factor ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor ....seismic = ST * : 1.100 0.750 Add "I "1.4" Factor for Seismic 1.400 0.900 Add "I "0.9" Factor for Seismic 0.900 1.300 I City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director KATHY CRAFT 2505 THIRD AV, STE 324 SEATTLE WA 98121 RE: Permit No. D10 -169 SHASTA BEVERAGE - VAULT 1227 ANDOVER PK E TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 11/22/2011. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 -431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 11/22/2011, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File: Permit File No. D10 -169 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 05 -02 -2011 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director KATHY CRAFT -REISH 2505 THIRD AV, STE 324 SEATTLE WA 98121 RE: Permit No. D10 -169 1227 ANDOVER PK E TUKW Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and /or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 06/21/2011. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. Each inspection creates a new 180 day period, , provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven (7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and /or receive an extension prior to 06/21/2011, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, .---bc.i0(-----4c4 ,j, Bill Rambo Permit Technician File: Permit File No. D10 -169 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 CIVIL'�))"E''NGINEERING 'r.; :�! t�1'�iM1Y.yt.+Kw 'l- Milµ - SRVIIRAL''ENGINEERING; yPLNING''' SURVEYING August 17, 2010 File No 262010.005/00801a Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review = Fina] Submittal Shasta Beverage Warehouse Detention Vault (D10 -169) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Portions of the structural design have been deferred by the structural engineer for submittal to the city of Tukwila until after issuance of the initial building permit. The architect has been informed that the city of Tukwila may require the issuance of additional permits. The following is a summary: 1: Design drawings for precast, prestressed concrete floor systems (vault lid). Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Earth Solutions NW, dated May 19, 2010. The following is a summary: 1. Site excavation and grading. 2. Overexcavation for placement of structural fill, where applicable. 3. Placement of structural fill and soil compaction. 4. Verification of soil - bearing capacity. 5: Installation of foundation subsurface drainage system. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Concrete placement at concrete construction: Continuous. 2. Reinforcement at concrete construction: Periodic. 3. Installation of precast, prestressed concrete members (vault lid): Periodic WASHINGTON 728 134th Street SW Suite 200 Everett, WA 98204 hone: 425 741-3800 Fax 425 741 -3900 ALASKA 4300 B Street Suite 302 Anchorage, AK 99503 Pic e: 907 562 -3439 Fax, 907 561 -53'9 Mr. Bob Benedicto, Building Official City of Tukwila August 17, 2010 File No. 262010.005/00801a Page 2 Enclosed are one set of the structural drawings and structural calculations. We are retaining the structural calculations for the addition and the geotechnical report for our use in reviewing the next submittal for the addition. If you have questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. U. Phil' . Brazil, P.E., S.E. Senior Engineer Enclosures cc: Kathy Craft, Craft Architects (by e -mail) Sarah Gehrke, Shutler Consulting Engineers (by e -mail) Brenda Holt, City of Tukwila (by e -mail) knb\26 \planrevw \tukwila\ 10 \t008r1 a.doc \prb Reid iddleton :CIVIL ENGINEERING`" ' ''STRUCITURALENGINEERING` �a +PLANNING 'SURVEYING r 't ° s, August 11, 2010 File No. 262010.005/00801 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Shasta Beverage Warehouse Addition and Vault (D10 -162 and D10 -169) Dear Mr. Benedicto: We reviewed the proposed project for compliance with the structural provisions of the 2006 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by Earth Solutions NW, dated May 19, 2010. See IBC Sections 1704.7 and 1802. The following is a summary: a. Site excavation and grading. b. Overexcavation for placement of structural fill, where applicable. c. Placement of structural fill and soil compaction. d. Verification of soil - bearing capacity. e. Installation of foundation and retaining wall subsurface drainage system. WASHINGTON 728 134th Street SW Architectural Suite 200 Everett, WA 98204 Phone. 425 74' -3800 1. Portions of the structural design have been deferred by the structural engineer for ,,ax. -125 741 -3900 submittal to the city of Tukwila until after issuance of the initial building permit. The architect should recognize that the city of Tukwila may require the issuance ALASKA 4300 B Street Suite 302 Anchorage, AK 99503 Phone: 907 562-3439 `ax: 907 561 -5319 • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 2 of additional permits. See IBC Section 106.3.4.2. The following is a summary: a. Design drawings for open -web steel joists and girders. b. Design drawings for precast, prestressed concrete floor systems (vault lid). c. Design drawings for canopies (i.e., East Elevation). Structural General 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Concrete placement at concrete construction, including precast (tilt -up) reinforced concrete walls: Continuous, see also Section 1704.4. b. Reinforcement at concrete construction: Periodic, see also Section 1704.4. c. Structural welding of concrete reinforcement at the seismic - force- resisting system (e.g., Details L/S5.0 and M/S5.0; and Type B connection, Sheet S6.0): Continuous, see also Item 2 of Table 1704.4 and Item 5.b.2 of Table 1704.3. d. Structural welding of concrete reinforcement other than at the seismic- force- resisting system, where applicable: Periodic, see also Item 2 of Table 1704.4 and Item 5.b.4 of Table 1704.3. e. Reinforcement at, and installation of, precast (tilt -up) reinforced concrete walls: Periodic, see also Section 1704.4. f. Installation of anchor bolts /rods in concrete: Continuous, see also Sections 1704.4 and 1707.1. g. Installation of welded headed stud anchors in concrete: Continuous, see also Section 1704.13. h. Installation of concrete expansion anchors: In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.13. i. Adhesive installation of concrete reinforcement (e.g., Sheet S1.1): In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.13. j. Fabrication and erection of structural steel: Periodic, see also Section 1704.3. k. Structural welding of structural steel for single -pass fillet welds (maximum 5/16 inch): Periodic, see also Section 1704.3. 1. Structural welding of structural steel, other than single -pass fillet welds (maximum 5/16 inch), where applicable: Continuous, see also Section 1704.3. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 3 m. High - strength bolting of structural steel other than slip - critical: Periodic, see also Section 1704.3. n. High - strength bolting of structural steel, slip - critical, where applicable: Continuous, see also IBC Section 1704.3, Section M5.4 of AISC 360 -05 and RCSC Section 9.3. o. Erection of open -web steel joists and girders: Periodic, see also Section 1704.3. p. Fastening at wood - framed roof diaphragm: Periodic, see also Section 1707.3. 2. The section of the general notes on seismic design information, Sheet S1.0, should be revised by also specifying the basic seismic - force - resisting system(s). See IBC Section 1603.1.5. 3. The design spectral response accelerations, SDS and SDI, in the section of the general notes on seismic design information, Sheet S 1.0, are incorrect for Site Class E, which is recommended in the geotechnical report (page 5). The values should be revised. See IBC Section 1613.1 and Section 11.4 of ASCE 7 -05. Refer to page L2 of the calculations. 4. IBC Table 1911.2 is referenced for the minimum embedment of anchor rods in concrete at the section of the general notes on anchorage to concrete, Sheet S1.0. This table, however, does not apply where load combinations include earthquake load effects or where strength design is used. Sheet S1.0 should be revised to specify compliance with Appendix D of ACI 318 -05, where load combinations include earthquake load effects or where strength design is used. See IBC Sections 1911.1 and 1912.1. 5. At the roof framing plan, Sheet S2.1, the spacing of the open web steel joists at Grids L -M is specified as 6'0 ", but a 10'0" spacing appears to be intended. The framing plan should be revised. Foundation No comments. Vertical No comments. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 4 Lateral 6. The section of the general notes on seismic design information, Sheet S 1.0, specifies a response modification factor, R, of 5.0 but not the seismic- force- resisting system from which this value is obtained. The system appears to be a bearing wall system consisting of special reinforced concrete shear walls. The "tilt -up" method of constructing the exterior concrete walls, however, results in walls that are precast and not cast -in- place. "Precast concrete" is defined in Section 2.2 of ACI 318 -05 as a "structural concrete element cast elsewhere than its final position in the structure." In Section 21.1 of ACI 318 -05, a "shear wall" is included in the definition of "structural wall," and a "special reinforced concrete structural wall" is defined as a "cast -in -place wall," complying with specific sections of ACI 318. There are also definitions of "intermediate precast structural wall" and "special precast structural wall." Table 12.2 -1 of ASCE 7 -05 specifies seismic design coefficients for intermediate precast shear walls but not special precast shear walls. The drawings should be revised to clarify the type of seismic - force - resisting system to enable review. See IBC Sections 1613.1 and 1901.2. 7. Given the "tilt -up" method of constructing the exterior concrete walls, the structure must meet the requirements of ACI 318 -05 for a precast concrete seismic - force - resisting system. There are three possibilities, but the structure, as currently designed, does not meet certain requirements for all of them. The following is a summary (references to R are from Table 12.2 -1 of ASCE 7 -05): a. Special precast structural (shear) walls (R = 5.0). The walls must meet the requirements in Sections 21.2.2.3, 21.2.3, 21.2.4, 21.2.5, 21.2.6, 21.2.7, 21.7, 21.8, 21.13.2, 21.13.3, and 21.13.4 of ACI 318 -05. The 2009 IBC modifies portions of Sections 21.2.5, 21.7, 21.8, and 21.13.3 and adds Sections 21.13.5 and 21.13.6. b. Intermediate precast structural (shear) walls (R = 4.0). The walls must meet the requirements in Section 21.13 of ACI 318 -05. The 2009 IBC modifies Section 21.13.3 and adds Sections 21.13.5 and 21.13.6. c. Ordinary precast structural (shear) walls (R = 3.0): not permitted in Seismic Design Categories D, E, and F. See Section 12.2.1 and Table 12. -1 of ASCE 7 -05. Comments on special and intermediate structural (shear) walls are below. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 5 8. The longitudinal reinforcement in the boundary elements of the concrete Structural (shear) walls, including reinforcement at the edges of openings in walls and diaphragms, is required to comply with ASTM A 706 or equivalent. The general notes, Sheet S1.0, specify this requirement for reinforcement to be welded but not reinforcement at the boundary elements. A note should be added to the drawings. See IBC Section 1901.2 and Sections 21.1-("boundary elements "), 21.2.5, 21.7.6, and 21.9.5.3 of ACI 318 -05. 9. In order for the exterior "tilt -up" concrete walls to qualify as special precast structural (shear) walls, they must meet the requirements of Section 21.7 of ACI 318 -05. Notable among these are the following: a. Reinforcement contributing to the nominal shear strength, V „, of concrete structural (shear) walls is required to be distributed across shear planes but, based on the precast wall panel elevations on Sheet S6.1, the vertical and horizontal reinforcement in the precast structural (shear) walls typically terminate at the side and bottom edges of the individual wall panels. Substantiating data verifying what reinforcement in the panels contributes to V„ should be submitted for review. The drawings should be revised to extend the contributing horizontal reinforcement into adjacent wall panels and the contributing vertical reinforcement into the footings. The extending reinforcement is also required to be developed for its specified yield strength, fy, in tension. See IBC Section 1901.2 and Sections 21.7.2.1 and 21.7.2.3 of ACI 318 -05. b. Concrete structural (shear) walls subject to combined flexural and axial loads are required to be designed in accordance with the applicable requirements of Chapter 10 of ACI 318 -05. The calculations (e.g., page L52) do not appear to consider this requirement. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Section 1901.2 and Section 21.7.5 of ACI 318 -05. 10. Longitudinal reinforcement of concrete structural (shear) walls resisting forces induced by earthquake effects is required to extend into the footings and to be fully developed for tension at the wall/footing interface. Based on the precast wall panel elevations on Sheet S6.1, however, the vertical reinforcement in the precast structural (shear) walls typically terminates at the bottom edges of the individual wall panels. Substantiating data verifying what reinforcement in the panels resists forces induced by earthquake effects should be submitted for review and the drawings should be revised to extend the contributing vertical Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 6 reinforcement into the footings. See IBC Section 1901.2 and Section 21.10.2.1 of ACI 318 -05. 11. Connections between wall panels and between wall panels and the foundation of intermediate and special precast structural (shear) walls are required to be designed one of two ways: so yielding is restricted to steel elements, or reinforcement and the connection elements are required to be capable of maintaining at least 80 percent of their design strength at the deformation induced by the design displacement. The calculations (e.g., page L54) do not appear to consider these requirements. Substantiating data verifying the structural design meets these requirements should be submitted for review. The structural design may need to be revised. Please verify. See IBC Sections 1901.2 and 1908.1.13; and Sections 21.8.1 and 21.13 of ACI 318 -05. Refer to Chapter 7 ( "Precast concrete Design") of FEMA 451 at http: / /www.nibs.org/client /assets /files/bssc/Chapter07.pdf. 12. At Details A/S5.0 and N/S5.0, Simpson MSTI26 straps, with 13 -10d common nails at each end, are specified. These straps are intended to connect 3 x 6 wood stiffeners on either side of open web steel joists, but these locations substantially reduce or eliminate the capacity of the nails in the straps that are installed above the joists and adjacent to them. Since the total number of nails for the straps is 26 (13 at each end), the anticipated capacity of the straps is substantially reduced. The details should be revised by specifying MSTI36 straps with 13- 1 Od common nails at each end. 13. Based on our review, the 5/8 -inch Simpson Strong -Bolt anchors at Details A/S5.0 and N /S5.0 do not appear structurally adequate to support structural demands from out -of -plane seismic forces, principally due to insufficient concrete embedment. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Section 1613.1, Section 12.11.2.1 of ASCE 7 -05, and ICC -ES ESR -1771. Note that we are assuming the "embedment" lengths in the details refer to the embedment depth, hnom, in ESR -1771, and the details specify nonstandard embedment depths. 14. An axial load of 6.87 kips is specified at Details B /S5.0, F /S5.0, and J /S5.0 for the open web steel joists and is determined on page L6 of the calculations. The strength design forces of steel elements of the structural wall anchorage system, however, are required to be increased by 40 percent over the anchorage design forces, Fp. The detail should be revised. See IBC Section 1613.1 and Sections 12.11.2.2.1 and 12.11.2.2.2 of ASCE 7 -05. Reid iddleton • • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 7 15. In the determination of seismic base shear on page L12 of the calculations, a dead load of 124.3 kips is reported for the roof. Based on our review, the dead load is 731 kips, which is the same as determined in the north -south and east - west directions on pages L11 and L12, respectively, of the calculations. The calculations, and the base shear, V, in the section of the general notes on seismic design information, Sheet S 1.0, should be revised and resubmitted for review. The structural design may also need to be revised. Please verify. See IBC Section 1613.1 and Section 12.7.2 of ASCE 7 -05. 16. Several of the segments of the tilt -up concrete walls, typically adjacent to wall openings for doors, meet the definition of wall pier in ACI 318 -05, as modified by the 2006 IBC. These segments are required to have transverse reinforcement at a maximum spacing of 8 inches o.c., and this reinforcement is required to continue at least 12 inches beyond wall openings. Such reinforcement, however, is not specified at the segments adjacent to the 3'0" x 7'0" doors and is not specified to continue beyond the openings at any of the segments (Sheet S6.1). The drawings should be revised. See IBC Sections 1901.2, 1908.1.8, 1908.1.9, and 1908.1.13; and Sections 21.1 and 21.13 of ACI 318 -05. 17. At the roof framing plan, Sheet S2.1, a note specifies the roof sheathing panels to be installed with their strength axis perpendicular to supports. However, the plan and Detail aa/S3.0 depicts the strength axis parallel to supports. The drawings should be revised. Refer to APA documents (e.g., "Nonresidential Roof Systems," Form A310) for further information. 18. The 15/32 -inch Structural I roof sheathing is not structurally adequate for the support of the roof design load of 25 psf. The roof framing plan, Sheet S2.1, and Detail aa/S3.0 should be revised by deleting the reference to "OSB" (Sheet S2.1) and by specifying five -ply plywood structural panels, or by increasing the sheathing thickness to 19/32 inch and length of the sheathing nails to 2 1/8 inches. See IBC Section 2304.7.2 and Table 2304.7(5). 19. The design of the roof at Grid K.7/5 qualifies as a horizontal structural irregularity Type 2 (reentrant corner). The lateral forces for the design of seismic collectors and other seismic - force - resisting elements at this type of irregularity are required to be increased by 25 percent. The calculations do not appear to consider this requirement. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See IBC Sections 1613.1 and Section 12.3.3.4 of ASCE 7 -05. Reid iddleton • Mr. Bob Benedicto, Building Official City of Tukwila August 11, 2010 File No. 262010.005/00801 Page 8 20. The splice lengths of the #7 bars at Detail M/S5.0 should be increased to 6'9" or the on- center spacing increased to 3 1/2 inches o.c. The current design is apparently based on a Cb / db ratio of 1.5, but this requires a clear spacing of 2 db between the spliced bars, which equals an on- center spacing of 4 db. See IBC Section 1901.2 and Section 12.2 of ACI 318 -05. 21. Based on our review, the flare- bevel - groove welds between the reinforcement and the steel embedment plates at Details I/S5.0 and M/S5.0 are not structurally adequate to transfer design lateral loads from the precast concrete shear walls to the steel beams serving as seismic collectors. The calculations (e.g., page L33) do not appear to consider the allowable capacities of the welds. Substantiating data verifying structural adequacy should be submitted for review. The structural design may need to be revised. Please verify. See Table 2.1 of AWS D1.4 -98. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. -0,- lr '°- P lip Brazil, P.E., S.E. Senior Engineer Enclosures cc: Kathy Craft, Craft Architects (by e-mail) Sarah Gehrke, Shutler Consulting Engineers (by e-mail) Brenda Holt, City of Tukwila (by e-mail) knb\26\planrevw \tukwila\ 10 \t008 r l . doc \prb Reid iddleton r• Allen Johannessen Plans Examiner Tukwila Building Division 6300 Southcenter Boulevard Tukwila, WA 98188 July 29, 2010 RE: Responses to Building Permit Review for Stormwater Vault Shasta Beverage Corporation City Permit No. D10 -169 Our Job No. 14770 Dear Allen: • CIVIL ENGINEERING, LAND PLANNING, SURVEYING We have revised the plans and technical documents for the above - referenced project in accordance with your comment memorandum dated July 14, 2010. Enclosed are the following documents for your review and approval: 1. One (1) each Response Letter from Shutler Consulting Engineers, Inc. 2. Four (4) sets Civil Engineering Plans Sheets C1, C3 and C4 The following outline provides each of your comments in italics exactly as written, along with a narrative response describing how each comment was addressed: 1. Typically each building permit shall be provided with its own separate site plan /cover sheet. In additional a floor plan with elevation detail for the vault is not included with this permit. It appears the sheets missing are C3 and C4 from the building permit. Those sheets provide additional details that relate to this vault in addition to the sheets provided. Please provide a site plan with all related plan details for this vault permit. Response: The additional plan sheets have been added to this submittal package as requested. 2. Provide a table that clearly identifies the specific `special inspections" required for this project beyond what the General Notes indicate. The table shall specify periodic or continuous inspection requirements for each required inspection. Response: Please refer to the attached response from the structural engineer regarding this comment. 18215 72ND AVENUE SOUTH KENT, WA 98032 (425) 251 -6222 (425) 251 -8782 FAX BRANCH OFFICES • OLYMPIA, WA • CONCORD, CA • TEMECULA, CA www.barghausen.com Allen Johannessen Plans Examiner Tukwila Building Division -2- July 29, 2010 We believe that the above responses, together with the enclosed revised plans and technical documents, address all of the comments in your memo dated July 14, 2010. Please review and approve the enclosed at your earliest convenience. If you have questions or need additional information, please do not hesitate to contact me at this office. Thank you. Daniel K. Balmelli, P.E. Executive Vice President DKB /ath /bd 14770c.001.doc enc: As Noted cc: Kathy Craft - Reich, Craft Architects Ali Sadr, Barghausen Consulting Engineers, Inc. .4 ®® SHUTLER ® I ? '':I ! '1 CONSULTING maw mow ,. iii:. ENGINEERS, INC. I 12503 Bel -Red Road, Suite 100, Bellevue, WA 98005 * (425) 450 -4075 * FAX (425) 450 -4076 July 27, 2010 Building Division Permit Review Tukwila, Washington Re: Permit # D10 -169 Shasta Beverages Inc. Detention Vault 1227 Andover Parkway East Tukwila, WA 98188 Response to Plan Review Comments on July 14, 2010. Comment # 2: See the Inspection section of the General Notes on sheet VS -1.0. All special inspection requirements are included in this section. The information provided is sufficient per Dave Larson, Plans Examiner 7/27/10. Please review this information and contact me if you have any questions. Sarah Gehrke, P.E. CORRECTION c4095 JUL 2.0 ? 0 2010 PIT 1710 I (p°1 . Tr/ U.) - 8" C tP. WALL THE FOLLOWII INIMUM COVER SHALL BE PROVIDER REINFORCEMENT (UNLESS REINF. PER INDICATED OT WISE ON DRAWINGS): SECT. BPS-1.0 OD A) CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO EARTH 3" EARTH FACE B) CONCRETE EXPOSED TO EARTH OR WEATHER (CAST IN FORMS) #6 THROUGH #18 BARS 2" #5 BARS & SMALLER 1-1/2" C) CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS & JOIST - #11 BAR & SMALLER 3/4" BEAMS & COLUMNS 1 -1/2" STRUCTURAL STEEL: STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 (Fy = 36,000 psi). WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE w /AWS D1.1 & BY WABO CERTIFIED WELDERS. USE FRESH E70XX LOW HYDROGEN ELECTRODES. INSPECTIONS: A COPY OF ALL INSPECTION REPORTS & TEST RESULTS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING DEPT., SHUTLER CONSULTING ENGINEERS, THE OWNER & THE ARCHITECT BY THE TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE AN INDEPENDENT TESTING AGENCY APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING INSPECTIONS SHALL BE PROVIDED AS A MINIMUM; ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUILDING DEPARTMENT SHALL ALSO BE PERFORMED. JOB SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION. SOILS ENGINEER TO TAKE COMPACTION TESTS WITHIN VAULT AREA. COMPACTION TO BE AS REQUIRED BY SOILS REPORT. FOUNDATION -- SOILS ENGINEER TO INSPECT FOUNDATION EXCAVATIONS PRIOR TO POURING FOOTINGS. AN INDEPENDENT TESTING LAB APPROVED BY THE ARCHITECT SHALL INSPECT CONCRETE AND REBAR AS FOLLOWS. CONCRETE -- INSPECT REBAR PLACEMENT PRIOR TO POURING. TAKE 3 CYLINDERS FOR EACH CONCRETE POUR, BUT NOT LESS THAN ONCE FOR EACH 150 CUBIC YARDS OF CONCRETE, NOR LESS THAN ONCE FOR EACH 5000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS. TEST ONE CYLINDER AT 7 DAYS. TEST REMAINING CYLINDERS AT 28 DAYS. SLUMP, AIR CONTENT AND CYLINDERS PER ACI SECTION 1905.6. (GENERAL NOTES CONTINUED ABOVE LEFT) INCLUDES 29K LADDER LOAD TION FIRE TRUCK r _ -___ c� I o ® 8 I N I I . . I i0 co I —i -- L .41. L 1 J N I 17' I 14' TO 30' • I�VEHICLE 8K 32K 32K . PERIMETEI VEHICLE PERIMETER HS -20 TRUCK Frow► ()S - /. ZD JUN30 ZC July 23, 2010 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Kathy Craft -Reich Craft Architects 2505 Third Av — Suite 324 Seattle, WA 98121 RE: Correction Letter #1 Development Permit Application Number D10 -169 Shasta Beverage Corporation —1227 Andover Pk E Jack Pace, Director Dear Ms. Craft - Reich, 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 memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D10 -169 W:\Permit Center\Correction Letters \2010'D10 -169 Correction Letter 61.DOC 6300 Southcenter Boulevard, Suite #100 a Tukwila, Washington 98188 0 Phone: 206- 431 -3670 0 Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Building Division Review Memo Date: July 14, 2010 Project Name: Shasta Beverage Corporation Permit #: D10 -169 Plan Review: Allen Johannessen, Plans 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 1 1x17 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. Typically each building permit shall be provided with its own separate site plan/cover sheet. In addition a floor plan with elevation detail for the vault is not included with this permit. It appears the sheets missing are C3 and C4 from the building permit. Those sheets provide additional details that relate to this vault in addition to the sheets provided. Please provide a site plan with all related plan details for this vault permit. 2. Provide a table that clearly identifies the .specific "special inspections" required for this project beyond what the General Notes indicate. The table shall specify periodic or continuous inspection requirements for each required inspection. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. July 7, 2010 • City qf Tukwila • Jim Haggerton, Mayor Department of Community Development Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review: D10 -162 and D10 -169 Shasta Beverage Addition and Detention Vault 1227 Andover Pk E Dear Mr. Swanson: Jack Pace, Director Please review the both sets of enclosed plans and documents for structural compliance with the 2006 International Building Code. If you should have any questions, please feel free contact us in the Permit Center at (206) 431 -3670. Sincerely, arshall hnician encl File: D10 -162 & 169 W:\Permit Center\Structural Review\D10 -169 Structural Review.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 P PERMIT C COP* PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -169 DATE: 07/30/10 PROJECT NAME: SHASTA BEVERAGE - VAULT SITE ADDRESS: 1227 ANDOVER PK E Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: - B Division Public Works Fire Prevention Planning Division riStructural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Va Comments: Incomplete ❑ DUE DATE: 08/03/10 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Building Please Route *. Structural Review Required n No further Review Required ri REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/31/10 Approved U Approved with Conditions Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 pspERPAIT COQRD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -169 DATE: 07/01/10 PROJECT NAME: SHASTA BEVERAGE CORPORATION SITE ADDRESS: 1227 ANDOVER PK E X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued DEPART ENT S�tilding iv! ion Public Works ��� G� Av AA NJk 1314 k&v1 41° Fire Prevent on Planning Division Structural Permit Coordinator 74-1 O DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete DUE DATE: 07/06/10 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS ROUTING: Building Please Route cka Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 08/03/10 Not Approved (attach comments) I,K1 DATE: Permit Center Use Only /l CORRECTION LETTER MAILED: -,23- Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 • City of Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Steve Lancaster, Director 1 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7 / 30 / 10 Plan Check/Permit Number: D10-169 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Shasta Beverage Corporation Project Address: 1227 Andover Pk E Y 1.1UL 30 2010 patifircEivrei Contact Person: K ek41,7 Cr" -t^} -- Rte;clei Phone Number: CCOO 720?QO Summary of Revision: 1 Foor (_)) "Eno; 6kO32+ C\ aid CA1 Z.. Ono L!� Cesfoi i sp.. 1e e - ..crDwi `�i--) i-ler (Drh,cb/ fig t� i r10'YS. I nC . av1 d C- ° r e. r� 1 n a-I-e s -Q,, r- n s e� �-; On bv+� 511 — ). Q Sheet Number(s): C. "Cloud" or highlight all areas of revision including' date of revision Received at the City of Tukwila Permit Center by: /i Entered in Permits Plus on \ applications \forms- applications on line \revision submittal Created: 8 -13 -2004 Revised: I2 Contractors or Tradespeople Peter Friendly Page General /Specialty Contractor A business registered as a construction contractor with LEI 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 POE CONSTRUCTION INC UBI No. 171004362 Phone 2538332400 Status Active Address Po Box 1838 License No. POEC01'247QZ Suite /Apt. License Type Construction Contractor City Auburn Effective Date 11/9/1976 State WA Expiration Date 5/1/2011 Zip 980711838 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status NORTHCI905CQNORTHWAY CONSTRUCTION INC Construction Contractor General Unused 2/18/2010 2/18/2012 Active Business Owner Information Name Role Effective Date Expiration Date POE, CHARLES E President 03/01/1996 Amount PETERSON, ALAN D Secretary 04/25/2000 DTC0526D9242COF1005/01/2010 WILLIAMS, WAYNE W Vice President 03/01/1996 FRY, KYLE R Treasurer 03/12/2003 02/18/2010 CLARK, DENNIS M Chief Operating Officer 07/09/2003 01/16/2006 REIFSCHNEIDER, CAROL M Secretary 01/01/1980 07/09/2003 WELFRINGER, SUZANNE M Treasurer 11/09/1976 07/09/2003 POE, FRED W 01/01/1980 01/01/1980 Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 4 SAFECO INS CO OF AMERICA 5698019 05/01/2002 Until Cancelled $12,000.00 03/05/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 30 CHARTER OAK FIRE INS CO DTC0526D9242COF1005/01/2010 Until Cancelled $1,000,000.00 04/29/2010 29 CHARTER OAK FIRE INS CO DTC0526D9242COF09 05/01/2009 05/01/2010 $1,000,000.00 04/20/2009 28 CHARTER OAK FIRE INS DTC0526D92421ND 05/01 /2007 05/01 /2009 $1,000,000.00 04/21/2008 27 TRAVELERS INDEM OF CT DTC0526D92421ND 05/01/2007 05/01/2008 $1,000,000.00 04/20/2007 26 TRAVELERS INDEMNITY CO OF AMER DTC0526D92421ND 05/01/2005 05/01/2007 $1,000,000.00 04/19/2006 25 TRAVELERS INDEMNITY CO KC08400088 05/01/2005 05/01/2006 $1,000,000.00 04/07/2005 https://fortress.wa.gov/lni/bbip/Printaspx 08/17/2010 1� = 30' 0 15 30 60 CALL BEFORE YOU DIG: 1- 800-424 -5555 FILE COPY Permit No.. Q—\kt'\ Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved F eld Co 0 and conditions is acknowledged: City Of lbkwila BUILDING DIVISION PLANNING APPROVED • No changes can be rnadetothese plans without approval from the Planning DMaion of DCD Approved By: Date: a ; �r EXISTING P D -0= 0 0 O 0 yVW� lXl EB D EC VC C&G 60 — w— ss SD • —G G T(UG) — P(UG) P(OH)- 0 0 r 0 Q LEGEND POWER VAULT (PV) LUMINAIRE (LUM.) YARD UGHT POWER METER (PM) POWER POLE JUNCTION BOX (AS NOTED) STORM DRAIN CLEANOUT (SDCO) CATCH BASIN (CB) STORM MANHOLE (SDMH). SANITARY SEWER MANHOLE (SSMH) SANITARY SEWER CLEANOUT (SSCO) GAS METER (GM) GAS VALVE WATER VALVE (WV) FIRE HYDRANT (FH) WATER METER (WM) IRRIGATION VALVE (N) EXTRUDED CURB VERTICAL CURB CURB AND GUTTER SURVEY MONUMENT (AS NOTED) CONCRETE WATER UNE SANITARY SEWER UNE STORM DRAINAGE UNE GAS UNE TELEPHONE UNDERGROUND POWER UNDERGROUND POWER OVERHEAD CHAIN LINK FENCE TELEPHONE MANHOLE TELEPHONE RISER (TEL RISER) TELEPHONE VAULT (TV) SIGN (AS NOTED) DIRECTION OF VEHICLE TRAVEL HEDGE SYMBOL HANDICAP SYMBOL PROPOSED w N E=Z PROPOSED BUILDING PROPOSED CONCRETE PROPOSED ASPHALT PROPOSED STORM PROPOSED WATER PROPOSED FIRE HYDRANT PROPOSED WATER VALVE PROPOSED STORM VAULT COVER SHEET FOR SHASTA BEVERAGES, INC. BUILDING ADDITION EX. BUILDING APPROX. LOCATION OF EXISTING BUILDING. IN MI N N N • PROPOSED BUILDING ADDITION • SEPARATE PERMIT REQUIRED FOR: Mechanical $i Electrical gPlumbing Gas Piping City of Tukwila BUILDING DIVISION EXISTING BUILDING TO REMAIN MAIN L3UILDING UN SHEET INDEX Cl C2 C3 C4 C5 C6 C7 1 of 1 N88'08'01 "W 470.00' REVISIONS No changes shalt be made mm to the scope of work without prior approval of tukwila Building Division. NOTE: R3Uisions will require a new plan submittal and m,;yinclude additional plan review fees. 'a• :4 cr a COVER SHEET ' DEMOLITION AND EROSION CONTROL PLAN GRADING AND STORM DRAINAGE PLAN STORMWATER DETENTION AND WATER QUALITY VAULT SECTIONS AND DETAILS WATER MAIN IMPROVEMENT PLAN DEMOLITION AND EROSION CONTROL NOTES AND DETAILS CONSTRUCTION NOTES AND DETAILS TOPOGRAPHIC SURVEY VICINITY MAP NTS These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: g (3 10 007101. PROJECT INFORMATION TAX ACCOUNT NUMBER 352304 -9072 CURRENT OWNER NATIONAL BEVERAGE CORPORATION LAND USE GOVERNING JURISDICTION CITY OF TUKWILA NOTE 1. UTILITIES ARE SHOWN PER SURFACE OBSERVATIONS ONLY. THIS • MAP IN NO WAY REPRESENTS A BOUNDARY SURVEY. BOUNDARIES SHOWN ARE FOR GRAPHICAL PURPOSES ONLY. SURVEY INFORMATION PROCEDURE./ NARRATIVE A FIELD TRAVERSE USING A "TOPCON G133' GPS ROVER AND BASE, AND "TRIMBLE TSC2" DATA COLLECTOR SUPPLEMENTED WITH FIELD NOTES WAS PERFORMED, ESTABLISHING THE ANGULAR DISTANCE, AND VERTICAL RELATIONSHIPS BETWEEN THE MONUMENTS, PROPERTY LINES, AND TOPOGRAPHIC FEATURES AS SHOWN HEREON. A "TOPCON GR3" GPS ROVER AND BASE WAS USED TO CHECK AND ESTABLISH THE ELEVATION OF BENCHMARKS AND CONTROL POINTS. THE RESULTING DATA MEETS OR EXCEEDS THE STANDARDS FOR LAND BOUNDARY SURVEYS AS SET FORTH IN WAC 332 - 130 -090. DATES OF SURVEYS FIELD SURVEYS BY BARGHAUSEN CONSULTING ENGINEERS, INC. CONDUCTED APRIL 2010. 0 REVISED PER NEW SITE PLAN 0. 0 COVER SHEET CODE AUG 17.2010 city of la BUILDING IVIS1ON HORIZONTAL DATUM - BASIS OF BEARINGS NAD83 /CORS PER WASHINGTON STATE REFERENCE NETWORK. VERTICAL DATUM - NAVD88 PROJECT BENCHMARK WSDOT MONUMENT ID 136. WSDOT 136 IS A BRASS DISK ON OVERPASS OF SOUTH 178TH STREET OVER INTERSTATE 5 NAVD88 ELEV. = 286.49 FEET UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1 -800- 424 -5555 AND THEN POTHOLING ALL OF THE EXISTING UTIUTIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT BARGHAUSEN CONSULTING ENGINEERS, INC. TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. . CONTRACTOR SHALL BE FULLY RESPONSIBLE FOR OBTAINING PERMITS FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES FOR REMOVING AND REPLACING ALL SURVEY MONUMENTATION THAT MAY BE AFFECTED BY CONSTRUCTION ACTIVITY, PURSUANT TO WAC 332 -120. APPLICATIONS MUST BE COMPLETED BY A REGISTERED LAND SURVEYOR. APPLICATIONS FOR PERMITS TO REMOVE MONUMENTS MAY BE OBTAINED FROM THE WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES, OR BY CONTACTING THEIR OFFICE BY TELEPHONE AT (206) 902 -1190. WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES PUBLIC LAND SURVEY OFFICE 111.1 WASHINGTON STREET S.E. P.O. BOX 47060 OLYMPIA, WASHINGTON 98504 -7060 UPON COMPLETION OF CONSTRUCTION, ALL MONUMENTS DISPLACED, REMOVED, OR DESTROYED SHALL BE REPLACED BY A REGISTERED LAND SURVEYOR, AT THE COST AND AT THE DIRECTION OF THE CONTRACTOR, • PURSUANT TO THESE REGULATIONS. THE APPROPRIATE FORMS FOR REPLACEMENT OF SAID MONUMENTATION SHALL ALSO BE THE RESPONSIBILITY OF THE CONTRACTOR. WY OF t y' LA JUL 2 0 2010 PERMIT CENTER JUL d Z Lli va Q a Q .4 IA � 5S CO <o - z `t co CNA CJ 0 N c N 0 s 0 aM a_ 0 I- c 0$ 0 0 0 0 0. 0 v o• THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE CITY OF TUKWILA ENGINEERING DIVISION. CORRECTION LTR APPROVED BY: DATE APPROVED: 18215 72ND AVENUE SOUTH ON000 rn (0ah- i L .0 z 0 0 -o 0 d 1 N N N 3 4770 — s.dwg, z 4770BDY.dwg, z 0 0 h a> X z 0 ct w 2 w 0 II 0 a 1 Date /Time:6 /30/2010 v 0 0 N CP I- a) a a) N h 0 0 0 i 1" = 30' 15 30 60 CALL BEFORE YOU DIG: 1- 800 - 424 -5555 CONSTRUCTION SEQUENCE . PRIOR TO CONSTRUCTION, OBTAIN ALL APPLICABLE DEMOLITION AND CONSTRUCTION PERMITS. • 2. SCHEDULE AND ATTEND PRE - CONSTRUCTION MEETING WITH CITY OF TUKWILA INSPECTOR, GREG VILLANUEVA (206) 433 -0179. . LOCATE EXISTING UTIUTIES AND INITIATE COORDINATION WITH APPROPRIATE UTILITY AGENCIES. 4. FLAG ALL CLEARING AND GRADING LIMITS FOR PROJECT AS SHOWN ON THE PLANS. 5. CONSTRUCT TEMPORARY CONSTRUCTION ENTRANCE AS SHOWN ON PLANS. 6. INSTALL TEMPORARY CATCH BASIN INLET PROTECTION AS SHOWN ON PLANS. 7. INSTALL TEMPORARY FILTER FABRIC FENCE AS SHOWN ON PLANS. 8. CONSTRUCT SEDIMENT TRAP UNTIL WET /DETENTION VAULT CAN BE USED FOR SEDIMENT RETENTION. 9. CONSTRUCT. INTERCEPTOR DITCHES /DIKES AND ROCK CHECK DAMS WHERE SHOWN ON PLANS. 10. CONSTRUCT WET /DETENTION VAULT TO ACT AS SEDIMENT TRAP. A TIME LIMIT APPLIES TO ANY WORK PERFORMED IN THE CITY OF 11. TUKWILA R.O.W. CONTRACTOR TO COORDINATE WITH CITY OFFICIAL FOR TIMING OF ANY CONSTRUCTION WITHIN R.O.W. 12. 13. 14. PROTECT ALL PROPERTIES ADJACENT TO THE PROJECT . FROM SEDIMENT DEPOSITION. • NO RUNOFF IS TO LEAVE SITE WITHOUT TREATMENT. CLEAR AND GRADE SITE AND AMEND E.S.C. FACILITIES AS REQUIRED. WHEREVER CONSTRUCTION VEHICLES ACCESS ROUTE CROSSES PAVED ROADS, CARE MUST BE MAKE TO MINIMIZE THE TRANSPORT OF SEDIMENT (MUD) ONTO THE PAVED ROAD. IF SEDIMENT IS 15. TRANSPORTED ONTO PAVED SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. WITH EACH LAYER OF. FILL MATERIAL, INTERCEPTOR DITCHES AND 16. T.E.S.C. FACILITIES MUSH BE GRADED AND MAINTAINED TO PROVIDE POSITIVE SLOPE FOR DRAINAGE TO DISCHARGE POINT. • . . ALL DISTURBED AREAS AND EXISTING DITCHES WHICH HAVE BEEN EFFECTED BY GRADING OPERATION SHALL BE HYDROSEEDED UPON 17. COMPLETION OF GRADING ACTIVITIES AND IN ACCORDANCE WITH GRADING AND TEMPORARY EROSION AND SEDIMENTATION. CONTROL .NOTES. CONTINUOUS MAINTENANCE AND UPGRADE OF T.E.S.t: MEASURES, INCLUDING DUST CONTROL, SHALL BE PROVIDED AFTER FILL OPERATIONS ARE COMPLETED. MAINTAIN E.S.C. FACILITIES UNTIL ALL RISK OF EROSION /SEDIMENTATION. DRAINAGE HAS PASSED AND PERMANENT STORM DRAINAGE SYSTEM IS INSTALLED AND FUNCTIONAL, DO NOT CONVEY SEDIMENT -LADEN WATER INTO STORM DRAINAGE SYSTEM. TEMPORARY EROSION AND SEDIMENTATION CONTROL FACILITIES CAN BE REMOVED ONLY UPON FINAL SITE STABILIZATION AND APPROVAL FROM THE CITY. ESTIMATED CUT /FILL = 950 C.Y. LEGEND: S X2654 EX. ASPHALT TO BE REMOVED CLEARING LIMITS TEMPORARY SILT FENCE TEMPORARY "V" DITCH ROCK CHECK DAM / RIP RAP PAD CATCH BASIN INLET PROTECTION EXISTING SPOT ELEVATION DEMOLITION AND EROSION CONTROL PLAN FOR SHASTA BEVERAGES, INC. BUILDING ADDITION EX. BUILDING APPROX. LOCATION OF EXISTING BUILDING EX. CATCH BASIN RIM = 24.71 8 CONC N = 23.16 8" CONC E = 22.91 APPROX. LOCATION Y I RANT EX. CATCH BASIN RIM = 24.34 8" CONC E = 22.24 NO PIPE TO W. FOUND) TEMPORARY SEDIMENT POND OUTLET CONTROL STRUCTURE SEE DETAIL SHEET C6 OVERFLOW EL =25.0 IE =23.0 STREET LIGHT J.-BOX x 25. J -BOX x 25.1 WATER VALVE 23.37 1 ^ 3.9 .'� 3.16 CATCH BASIN INSERT PER DETAIL SHEET C6 (TYP.) EX. 8" SD EX. CATC RIM = 8" CONC W = 0 :a 0 0 cn w WATER VALVE C SARI G IT P CONC V.ALL FIELD LOCATE EX. 18" CONCRETE PIP INSTALL NEW 54" SDMH #1 OVER .. EX. PIPE. CONNECT EX. PIPE FROM SOUTH AND EXTEND AS SHOWN FOR .84 DISCHARGE OF NEW VAULT. GAS RIM = 24.5± (MATCH EX. GRADE) VALVE • IE =19.4 (FIELD VERIFY) EX. SEWER MANHOLE A RIM = 23.62 12" PIPE N =- 16.49. 12" PIPE S = 16.53 ' 8" PIPE E .= 16.53 8" PIPE W = 16.53 ' (PIPES PVC OR DJ.) . x 25.28 INSTALL TEMPORARY INTERCEPTOR bi1'H W/ ROCK CHECK DAMS PER DETAIL SHEET C6 x 29.68 x 29.40 • x 29.21 INSTALL TEMPORARY SEDIMENT TRAP TOP EL =26.0 BOTTOM PDND =22.5 x 29.63 x 29.55 STREET LIGHT J-BOX EX. FIRE HYDRANT WATER VALVE CATCH BASIN INSERT PER DETAIL SHEET C6 (TYP.) 31.74 x 30.15 ' \ x 3...4- ' x 29.76 PROPOS D 3 BUILLING PAD \ x 29.93 x 30.31 x 30.05 x 2964 x 30.27 x 30.36 x 30.30 0 E EX. FENCE TO BE REMOVED x 30.62 OVERHEAD SPRINKLER ON BLDG GATE x 30.38 x 30.33 1 x 30,08 x 29.55 J -BO J -BO)( 0.41 ECT 0) 3.59 23 622 EX. OVERHEAD SPRINKLERS TO BE REMOVED EX. 8" PIPE TO BE REMOVED AND EX. ROOF DRAIN COLLECTION SYSTEM SHALL BE RECONNECTED TO NEW STORM AS SHOWN ON THE GRADING AND STORM DRAINAGE PLAN. 25.87 • EX. CINCH B RIM = 18" CONC N = 8" CONC S = 12" CONC W I `- BUILDING CANOPY 25 .90 .05 .05 EX. STORM MANHOLE EX. CATCH BASIN D RIM = 22.71 18" CONC E = 19.27 18" CONC W = 19.33 EX. CATCH BASIN C RIM = 22.74 18" CONC E = • 19.37 18" CONC W = 19.37 (DOES NOT CONNECT TO CATCH BASIN E) GAS VALVE WATER 3.,2 VALVE 0 cv EXISTING BUILDING TO REMAIN FF EL =30.0 kr) se cr w 0 0 z 1- m to 1n 1 of • ..1' 0 4.4I GAS VALVE CLEARING LIMITS (TYP.) EX. CATCH BASIN N88'08'01 "W 470.00' - TELEPHONE MANHOLE 8" S: -W- EX. SDCVA 0 EX. SEWER MANHOLE A RIM. = 25.39 12" PIPE N = 18.16 12" PIPE S = 18.20 8" PIPE E = 18.20 8" PIPE W =.18.20 (PIPES PVC OR D.I.) EX. FIRE HYDRANT EX. SEWER MANHOLE A RIM = 25.39 12" PIPE N = 18.16 12" PIPE S = 18.20 8" PIPE E = 18.20 8" PIPE W = 18.20 (PIPES PVC OR D.I.) REVIEWED FOR CODE COMPLIANCE APPROVED AUG 172010 City of Tukwila BUILDING DIVISION APPROVED AUG 13 2010 Uity of Tukwila PUBLIC Works A -ED AU I 2010 of Tuk ila BLIC Wo RECEIVED JUN 22 2010 PERMIT CENTER c 0 REVISED PER NEW Y 0 0 0 r d z z -J -J 0. 0 0 O m w z a O ©C co cc n Icr 0 0 CC wu.w m BUILDING ADDITION aS U) c 0 0 Dote 5/21/10 THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE CITY OF TUKWILA ENGINEERING DIVISION. APPROVED BY: DATE APPROVED: 72ND AVENUE SOUTH 00 CN ca I 3: LC) LC) Cris . -S co W. • U- w 0 N 0 0 N co ai E a) v 0 Job Number 6) 6) ) a 1n 0 • 15 1" = 30' 30 60 CALL BEFORE YOU DIG: 1- 800 - 424 -5555 GRADING AND STORM DRAINAGE PLAN FOR SHASTA BEVERAGES, INC. BUILDING ADDITION EX. FENCE TO BE REPLACED WITH NEW FENCE AND MAN GATE TO PROVIDE ACCESS TO EXISTING FIRE HYDRANT. NEW EXTENDED CAST -IN -PLACE CONCRETE CURB ALONG NORTH EDGE OF PAVEMENT. EX. BUILDING APPROX. LOCATION OF EXISTING BUILDING NEW UNDERGROUND STORM DRAINAGE DETENTION AND WATER QUALITY VAULT 108' x 20' WIDE SEE DETAIL ON SHEET C4 MAX. W.S. EL =23.0 STATIC W.S. EL =20.0 BOTTOM VAULT EL =15.15 FINISH GRADE EL =26.0± STREET LIGHT J -BOX J -BOX WATER VALVE 30' R.O.W. • I� u) 1 � • i I I 3.3 1, °E 1 R M =2 • .50 IE=2 ' .83 EX. CATCH BAS N RIM = 24.71 8" CONC N = 23.16 8" CONC E = 22.91 EX. CATCH BASIN RIM = 24:34 8" CONC E = 22.24 NO PIPE TO W: FOUND) CB #2, TYPE 1 RI =27 =22 26 PAR ING TAL S APPROX. LOCATION Hy, RANT W 4' WID N GTE EX. 8" SD EX. CATCH RIM = 8" CONC W = BASIN 23.83 2.22 CONC V ALL P,ARKII LS CB #3, TYP 1 =25 90 4 11 4 PAR 3. B 4 3.84 _ a.,MFENCE 28.0 H.P. ✓��9 .J 219 LF 8" PVC ROOF DRAIN ® 1.0% 9 LF 12" PVC ROOF DRAIN ®'1.0% 3.92 74 LF 6" PVC ROOF DRAIN • ® 0.50% MIN. 0 0.50 %iiIN. ROOF LINE 108 LF 12" CPEP 0 1.07% STEPS PER ARCHITECTURAL PLANS 30.0 EXTRUDED CONCRETE CURB CB #4, TYPE 2 -48" (W/ SOLID LID) RIM =26.50 IE =20.00 0-CONCRETE PAD SE SECTION 57� WATER VALVE GAS VALVE EX. SEWER MANHOLE A RIM = 23.62 12" PIPE N = 16.49 12" PIPE S• = 16.53 8" PIPE E = 16.53 8" PIPE W = 16.53 (PIPES PVC OR D.I.) STREET LIGHT • 352 J•-BOX EX. FIRE HYDRANT WATER VALVE . EX. RIM 12" (DO TO 'ATCH .•SIN E 24.33 CONC E n , 41 .S NOTI C Nip EC ATCI-I ! IBASIN D) EX. STORM MANHOLE EX. CATCH BASIN D RIM = 22.71 • 18" CONC E = 19.27 18 " CONC W= 19.33 EX. CATCH 'BASIN C RIM = 22:74 18" • CONC E = 19.37 18 " CONIC W= 19.37 (DOES NOT CONNECT CATCH BASIN E) PLANTER GATE --. OVERHEAD SPRINKLER ON BLDG • 24.25 EX. CATCH BASIN RIM = 24:61 6" D.I. E = 23.31 EX. 8" C.I. ROOF DRAIN PIPE TO BE REMOVED AND REPLACED WITH NEW ROOF DRAIN SIZED TO HANDLE RUNOFF FROM PORTIONS OF BOTH BUILDINGS. .29 I?5.22 EX. ROOF AREA /TOUTED THRU VAULT CONNECT ROOF DOWNSPOUTS TO NEW 12" PVC WHICH DISCHARGES AT CB #4. EX. SD TO BE ABANDONED EX. CATCH BASIN F RIM = 24.25 18" CONC N = 19.90 8" CONC S = 20.05 12" CONC W - 20.05 ca SAWCUT AND MATCH NEW A.C. TO EXISTING GRADE EX. ROOF LINE EX. CATCH' B RIM = 18" CONC N = 15" CONC S SIN G 23.79 20.38 20.44 EXISTING BUILDING TO REMAIN FF EL =30.0 Lut:' .4 REVIEWED FOR CODE COMPL .x e E APPROVED Auu 17 2010 - GAS FIELD LOCATE EX. 18" CONCRETE PIPE. VALVE INSTALL NEW 54" SDMH #1 OVER EX. PIPE. CONNECT EX. PIPE FROM SOUTH AND EXTEND AS SHOWN FOR DISCHARGE OF NEW VAULT. RIM =24.5± (MATCH EX. GRADE) IE =19.4 (FIELD VERIFY) WATER .12 VALVE a U7 GAS Ai VALVE rt LTELEPHONE MANHOLE 4_EX. 3" SS EX. SEWER MANHOLE A RIM = 25.39 12" PIPE N = 18.16 12" PIPE S = 18.20 8" PIPE E = 18.20 8" PIPE W = 18.20 (PIPES PVC OR D.I.) • MAIN BUILDING LINE x • in t EX. CATCH BASIN -'N_ N88'08 01 "W 470.00' EX. SDCVA 30' ---- R.O.W. EX. FIRE HYDRANT EX. SEWER MANHOLE A RIM = 25.39 12" PIPE N = 18.16 12" PIPE S = 18.20 8" PIPE E = 18.20 8" PIPE W = 18.20 (PIPES PVC OR D.I.) City of Tukwila BUILDING DIVISION APPROVED AUG 132010 City of Tukwila PUBLIC Works i O y .> REVISED PER NEW SITE PLAN • Y 0 CD m'' 0 0 a O z z a. w a O cc z G z co- O WE a cc ir O W < U 0 m a� 1-- J co n a RECEIVED CITY QF TUKWILA JUL 02010 PERMIT CENTER JUL 292010 TUKWILA, WA G) U) a c 0 U o o 0 0 THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE CITY OF TUKWILA ENGINEERING DIVISION. APPROVED BY: DATE APPROVED: z z` 0 0 z w z z w L 0 r 4 : z D •- a rn N 6 0 a I 0 N N rn ro v 0 N rn 0 rn N N ro N ro m 0 N N IT ro 0 (y\ N 0 CC w• II' 0 a) 6 U Date /Time:6/29/2010 4:51 PM ro 0 6 u) c a) C a) 0 N N 0 0 0 ii C. 8" SD RIM = 23.83 8" CONC W = 2.22 U CONC ALL v I4 3.84 #3. 1YP 1 5 90 3.92 23 • 1.07% PER CLANS /- EXTRUDED 1TE CURB -48" LID) 6.50 GAS VALVE EX. SEWER MANHOLE A RIM = 23.62 12" PIPE N = 16.49 12" PIPE S 16.53 8" PIPE E = 16.53 8" PIPE W = 16.53 (PIPES PVC OR DJ.) STREET LIGHT J BOX EX. FIRE HYDRANT -WATER VALVE I- C) PROXI ATE SAWCUT UNE NC ETE P N S EX. RIM 12" (DO ATCH = 24. CONC s Noli ATCH BiSIN ce: (r▪ ) PLANTER EC ID) D) EX. STORM MANHOLE EX. CATCH BASIN D RIM = 22.71 18" CONC E = 19.27 18" CONC W = 19.33 EX. CATCH BASIN C RIM = 22.74 18" CONC E = 19.37 18" CONC W -= 19.37 (DOES NOT CONNECT CATCH BASIN E) - GAS VALVE 26 SPOUT STEPS 23 WATER VALVE 24.25 " WNW AB 05 woe R "J.1"? FIELD LOCATE EX. 18" CONCRETE PIPE. INSTALL NEW 54" SDMH #1 OVER EX. PIPE. CONNECT EX. PIPE FROM SOUTH AND EXTEND AS SHOWN FOR DISCHARGE OF NEW VAULT. RIM=24.5± (MATCH EX. GRADE) IE=19.4 (FIELD VERIFY) ;POUTS WHICH EX. CATCH BASIN i , RIM = 24.25 :33 #4. 18" CONC N = 19.90 8" CONC S = 20.05 MOWED I 12" CONC W - 20.05 111.11-77:411IIII ICH NEW BOTTOM OF VAULT STORMWATER DETENTION AND WATER QUALITY VAULT SECTIONS AND DETAILS FOR SHASTA BEVERAGES, INC. BUILDING ADDITION 15.15 BOTTOM OF VAULT •• • • . . • .. • 4 4 • . . 4 • " . . •• 24" DIAMETER MANHOLE ACCESS (TT'R) .4. 4 - 1 .. "` A . L. AL AM11.. 4 A 14.65 15.15 15.15 5'x10' REMOVABLE GRATE BOTTOM OF VAULT CELL 2 BOTTOM OF VAULT CELL 1 \ 13.94 . 14.11 / z•--- REMOVABLE PANEL MADE OF STAINLESS STEEL, WOOD, FIBERGLASS OR PLASTIC 4 5'0 0' REMOVABLE GRATE 15.15 Fir .... . .... 7 „, , L 411) r tkili•_. AIL AIL AL. AIL Al*Ah.. BOTTOM OF VAULT . . . . . ' ' BOTTOM OF VAULT 41' 76' 32' 108' PLAN VIEW SCALE: 1"=5' 5'x10' REMOVABLE GRATE APPROXIMATE /- PROPOSED GRADE 15.15 BO1TOM OF VAULT 12" DIAMETER VENT (TYP.) ALL FOUR CORNERS 15.15 BOTTOM OF VAULT PAVED ROAD SURFACE BOTTOM OF LID ELEVATION=23.5 MAX WS EL=23.0 4" ELBOW IE=22.30 12" MIN 4" 2" MIN VAULT ACCESS LID ismisciaar .. 4 ORIFICE =27/32" DIA. PIPE SUPPORTS: 3"x0.090 GAGE BOLTED OR IMBEDDED 2" IN WALL © MAX. 31-0" SPACING (MIN. ONE SUPPORT) CLEANOUT GATE: 8"DIA. SHEAR GATE • lE=2U RISER REMOVABLE WATER-TIGHT COUPLING OF FLANGE PLATE WELDED TO ELBOW WITH ORIFICE AS SPECIFIED ELBOW DETAIL FIELD VERIFY LOCATION FOR ATTACHMENT OF SHEAR GATE HANDLE TO WALL OF. VAULT CLEANOUT SHEARGATE HANDLE TO BE HUNG FROM LADDER FOR EASIER ACCESS --REVIEWED FOR OODECOMPLIANCE APPROVED AUG 1 7 2010 FLOW RESTRICTOR RISER City of Tukwila BUILDING DIMinr4 . • 4. 0 • • • • • A . • 0 • 12" OUT lE=20.0 4 .4 : Af • / / / / / / / / , 4 • . • , . • . • 4* . • !$ • .1* 4. . • ' . • • • . . • • . 4.• A.- „ . 4.. • 4 . . • • A• • • • • A . . • ' 4 • . MAX. W.S. CELL 2 0.5' • • • STATIC W.S. EL=20.0 v BOTTOM OF WALL EL=15.15 TOP OF SEDIMENT EL=15.9 v TOP OF 'BAFFLE EL=21.35 BOTTOM OF BAFFLE EL=16.65 14.65 CELL 1 SECTION B-B SCALE: 1"=5' H 1"=2' V 12" IN EL=18.0 12" CMP STANDPIPE RESTRICTOR PLATE WITH ORIFICE DIA. = 2 17/32" NOT TO SCALE BOTTOM OF VAULT EL=15.15 APPROXIMATE PROPOSED GRADE / , // , // //,/X\// // /A` . • . . • . • • • • • • • .4 A • MAX. W. EL=23.0 7 0.511 STATIC W.S. EL=20.0 v =F. ..1-//■\\ BOTTOM OF LID EL=23.5 .Tt C 0 REVISED PER NEW 0. 0 CNI m)" 0 0 E a 0 z a co TOP OF SEDIMENT EL=15.9 v EL. VARIES 4 SECTION A-A SCALE: 1"=5' H 1"=2' V APPROVED AUG 13 2010 City of Tukwila PUBLIC Works BOTTOM OF WALL EL=15.15 CI4FAISLA JUL 1? 0 2010 PERMIT CENTER JUL 2 9 2010 z SHASTA BEVERAGES, u_ -a 4., c b "6 I 0 N II *C a o o .-• > = m ' 0) m c 0 m c 3 .. 0 O o 0 Q) s... .c 0 in 0 10 4.) THESE PLANS ARE APPROVED FOR CONFORMANCE WITH THE CITY OF TUKWILA ENGINEERING DIVISION. APPROVED. BY: DATE APPROVED: (f) w > • (\I 003 zo < Lc) 1-2 cN z COW .0 E z 0 0 0 4.1 1) X 0 ce w ce Scale:1:1 _XREF Date/Time:6 /21 /2010 CP "C) Pr) • 0 N C C 0 Cn - CP N- N- 0 0 a.. • EZ #3 HAIRPIN ® 24 "o.c. BRG. STRIP PER PLANK MFR. GENERAL NOTES- DETENTIO.N VAULT STRUCTURE CODE: INTERNATIONAL BUILDING CODE, 2006 EDITION LIVE LOADS• VAULT LID CASE I HS20 -44 HIGHWAY LOADING W/ EARTH COVER CASE II250 PSF UNIFORM LIVE LOAD W/ EARTH COVER CASE IIIFIRE TRUCK LOAD W/ EARTH COVER . VAULT WALLS....ACTIVE FLUID PRESSURE - 50 PCF, RESTRAINED WALL PASSIVE FLUID PRESSURE - 350 PCF COEFFICIENT OF FRICTION - 0.40 SEISMIC SURCHARGE - 6X WALL HEIGHT TRAFFIC SURCHAGE - 70 PSF . FOUNDATIONS: FOUNDATION DESIGN PER REPORT #ES- 1581.01 DATED MAY 19, 2010, BY EARTH SOLUTIONS NW, LLC. ALL FOUNDATION WORK PER THIS REPORT. ALLOWABLE SOIL BEARING 2500 PSF PER REPORT. SOILS ENGINEER TO INSPECT AND APPROVE FOUNDATION EXCAVATIONS PRIOR TO POURING. ALL FOOTINGS SHALL BEAR ON COMPETENT NATIVE SOILS OR STRUCTURAL FILL. ALL SLABS SHALL BEAR ON COMPETENT NATIVE SOILS OR STRUCTURAL FILL. SEE THE SOILS REPORT FOR SPECIFIC FILL REQUIREMENTS, FILL PLACEMENT REQUIREMENTS, AND ADDITIONAL INFORMATION: . CONCRETE: ALL CONCRETE SHALL BE STONE - AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 145 POUNDS PER CUBIC FOOT. 28 DAY COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS: fc = 4000 psi FOR VAULT SLAB AND WALLS fc = 4000 psi MINIMUM FOR PLANK VOID CLOSURE POURS . (VERIFY MINIMUM REQUIRED WITH PLANK SUPPLIER) CONCRETE IN ALL EXTERIOR SLABS TO BE AIR ENTRAINED 6% PLUS OR MINUS 1%. CONCRETE SUBMITTALS SHALL CONFORM TO ACI SECTION 1905. MIXING AND PLACING OF ALL CONCRETE SHALL BE IN ACCORDANCE WITH THE IBC AND ACI CODE 318. PROPORTION OF AGGREGATE TO CEMENT SHALL BE AS SUCH TO PRODUCE A DENSE, WORKABLE MIX, . WITH A MAXIMUM SLUMP OF 4 INCHES, WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. 3/4" CHAMFER ON ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. . GROUT: (FOR LONGITUDINAL SHEAR KEYS BETWEEN PLANKS) fc = 3000 psi (VERIFY MINIMUM REQUIRED WITH PLANK SUPPLIER) GROUT SHALL BE ONE PART CEMENT TO THREE PARTS SAND, BY WEIGHT, WITH A MAXIMUM WATER CONTENT OF 5 GALLONS PER SACK OF CEMENT. PRECAST CONCRETE PLANKS: PRECAST CONCRETE PLANKS SHALL BE ULTRA -SPAN PRECAST, PRESTRESSED HOLLOW CORE SLABS FABRICATED IN ACCORDANCE WITH ICC REPORT #ESR -2152, OR APPROVED EQUAL. ALL FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH ACI STANDARD 318, BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, AND SHALL COMPLY WITH APPLICABLE LOCAL BUILDING CODE REQUIREMENTS. THE PRECAST CONCRETE PLANKS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND LOADING CONDITIONS SHOWN ON THE DRAWINGS. DESIGN CALCULATIONS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW. DESIGN SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A. STATE OF WASHINGTON REGISTERED STRUCTURAL ENGINEER. THE MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND ERECTION DRAWINGS TO THE ARCHITECT FOR APPROVAL. DRAWINGS SHALL SHOW NUMBER AND SIZE OF PRESTRESSING STRANDS, PRESTRESS FORCE, BLOCKOUTS, MARK NUMBERS, AND ALL OTHER DETAILS NECESSARY FOR THE MANUFACTURE AND INSTALLATION OF THE HOLLOW CORE PLANKS: , REINFOiCING STEEL: . ALL REINFORCEMENT SHALL CONFORM TO ASTM A615. ALL REINFORCING SHALL BE GRADE 60 (Fy = 60,000 psi; Fs = 24,000 psi). LAP CONTINUOUS REINFORCING BARS IN CONCRETE AS INDICATED BELOW, 1' -7" MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1' -7" BEND) WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH TEE ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES. WELDED WIRE FABRIC TO CONFORM TO ASTM A -82 AND A -185. WELDED HEAD STUDS SHALL CONFORM TO ASTM A108 (Fy = 55,000 psi). . MINIMUM LAP SPLICE LENGTHS BAR SIZE fc =4000 #4 #5 #6 #7 29" 36" 43 ". 63" 8" C.I.P. WALL THE FOLLOWING MINIMUM COVER SHALL BE PROVIDED FOR REINFORCEMENT (UNLESS REINF. PER INDICATED OTHERWISE ON DRAWINGS): SECT. B /VS -1.0 r A) CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO EARTH . 3" EARTH FACE B) CONCRETE EXPOSED TO EARTH OR WEATHER (CAST IN FORMS) #6 THROUGH #18 BARS 2" #5 BARS & SMALLER 1-1/2" ' CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS & JOIST - #11 BAR & SMALLER 3/4" BEAMS & COLUMNS 1 -1/2" STRUCTURAL STEEL: STRUCTURAL STEEL SHALL CONFORM TO. ASTM A36 (Fy = 36,000 psi). WELDS NOT SPECIFIED SHALL BE 3/16" CONTINUOUS FILLET MINIMUM. ALL WELDS TO BE IN ACCORDANCE w /AWS D1.1 & BY WABO CERTIFIED WELDERS. USE FRESH E70XX LOW HYDROGEN ELECTRODES. INSPECTIONS: A COPY OF ALL INSPECTION REPORTS & TEST RESULTS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING DEPT., SHUTLER CONSULTING ENGINEERS, THE OWNER & THE ARCHITECT BY THE TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE AN INDEPENDENT TESTING AGENCY APPROVED BY THE BUILDING DEPARTMENT. THE FOLLOWING INSPECTIONS SHALL BE PROVIDED AS A MINIMUM; ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUILDING DEPARTMENT SHALL ALSO BE PERFORMED. JOB SITE VISITS BY THE ENGINEER DO NOT CONSTITUTE AN OFFICIAL INSPECTION. SOILS ENGINEER TO TAKE COMPACTION TESTS WITHIN VAULT AREA. COMPACTION TO BE AS REQUIRED BY SOILS REPORT. . FOUNDATION -- SOILS ENGINEER TO INSPECT FOUNDATION EXCAVATIONS PRIOR TO POURING FOOTINGS. AN INDEPENDENT TESTING LAB APPROVED BY THE ARCHITECT SHALL INSPECT CONCRETE AND REBAR AS FOLLOWS. . CONCRETE -- ' INSPECT REBAR PLACEMENT PRIOR TO POURING. TAKE 3 CYLINDERS FOR EACH CONCRETE POUR, BUT NOT LESS THAN ONCE FOR EACH 150 CUBIC YARDS OF CONCRETE, NOR LESS THAN ONCE FOR EACH 5000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS. TEST ONE CYLINDER AT 7 DAYS. TEST REMAINING CYLINDERS AT 28 DAYS. SLUMP, AIR CONTENT AND CYLINDERS PER ACI SECTION 1905.6. (GENERAL NOTES CONTINUED ABOVE LEFT) INCLUDES 29K LADDER'LOAD JEel6K L 1' -6" MIN. FREE - DRAINING BACKFILL PER GEOTECH REPORT TO WITHIN 1' -0" OF SUFACE .17---11, o O °00 -cf o ° ��� o00 0 °o 5 1 -4" ® 12 "o.c. (ALT. BEND) . #4;'-'77.0 24 "o.c. (PER PLAN 0 °0 _2" CLR. TO VERT. REINF. s #4 HORIZ. © 12 "o.c #5 VERT. 0 1 2" o.c. - 8" C.I.P. WALL CONC. SLAB PER PLAN wt • d _ • ej 0 0 0 0 0e0 °�°o °. :m i ir-Ti I I I i L I 1' -2" 8" 1'- 3' -0" " [PER PLAN]+ WATERSTOP PER CIVIL DRAWINGS 4 - #5 CONT. SECTION A/VS-1.Q SCALE: 3/4"=1'- " PAVING PER SITE PLAN FREE - DRAINING MATERIAL PER SOILS ENGINEER 1' -6" (SEE CIVIL. DWGS FOR FINISHED GRADES) 0 0 0 0 p° 0 ° °000 °oo - III -III- 1)4" CLR. () PER PLAN C.I.P. WALL SEE SECTION A /VS -1.0 FOR REINFORCING SECTION D/VS-1 .0 SCALE: 3/4 " =1' -0" DESIGN PLANK FOR 27.7K FACTORED AXIAL LOAD FROM WALL BEAM BELOW #6 CONTINUOUS 1' -6" (SEE CIVIL DWGS FOR FINISHED GRADES) PAVING PER SITE PLAN \. 1=111=111-1 1 PER PLAN 6 0 a_ tcsi cc 0 0 0 REINF. PER SECT. G /VS -1.0 C.I.P. WALL REINF. PER A /VS -1.0 #32C HAIRPIN ® 24 "o.c. 8" 4-0 #5 16 "o.c. (3 TOTAL) SECTION H /VS -1.0 SCALE: 3/4"=1' -0" #5 VERT. ® 12 "o.c. #4 HORIZ. 12 "o. 24 "o.c. CONC. SLAB PER PLAN - III -I 1I- EQ: - (-EQ. 8" C.I.P. WALL - O 5 t' -4" ® 12 "o.c. ALTERNATE BEND) 4 0 0 •• d 0 0 3' -0" [PER PLAN] -Ili -lil- (PER PLAN) 4 - #5 CONT. SECTION B VS -1.0 SCALE: 1/4"=1' -0" 1' -6" (SEE CIVIL DWGS FOR , FINISHED GRADES) MANHOLE. STRUCTURE BY OTHERS 2 - #7 I--I TOP & BOTTOM EA. WAY AROUND OPNG.- -� GRATE & ANGLE BY OTHERS 8" C.I.P. WALL w / #5 ® 12 "o.c. EACH WAY PAVING PER SITE PLAN - I�IIIII I II' •11 d� 2' -0" #3 HAIRPIN 24 "o.c. #6 CONT. 8" C.I.P. WALL REINFORCE PER SECTION B /VS -1.0 0 0 0 °�Ya 0 0 0 °fib SECTION E/VS-1.0 SCALE: 3/4 " =1' -0 PAVING PER SITE PLAN 2" rCLR. II�IIIIfiILIII A. 1' -0" CLR. #3 STIRRUPS 4 "o.c. (TYP.) 2' -0" o OPENING 8" *- #5 „Nl © 24 o.c. (TYP.) • #6 CONT. I 6 II • -_ - lam_ • 1, -0" 8" C.I.P. WALL SEE SECT. A /VS -1.0 FOR REINF: 8" C.I.P. WALL SEE SECT. B /VS -1.0 FOR REINFORCING SECTION J/VS- 1.0 SCALE: ce w O 0 U FREE - DRAINING BACKFILL PLACED IN ACCORDANCE w /SECT. A /VS -1.0 8" #5 ter® 24 "o. PAVING PER SITE PLAN I PAVING PER SITE PLAN . 1' -6" (SEE CIVIL DWGS FOR FINISHED GRADES) ITT- 3 MINE #6 CONT. BRG. 1► I -� i l- . -111 =1 I I -I 1 .. L.. .. , cc 6 cc W 0 0 Z0 0 PER PLAN -VOID DAM BY PLANK MFR. 2' •0" #3 ' HAIRPIN ® 24 "o.c. BEARING STRIP EIN BY PLANK MFR. C.I.P. WALL 2„ SEE SECT. A /VS -1.0 FOR REINFORCING CLR. SECTION C/VS-i .0 SCALE: 3/4 " =1' -0" 10' 0" '-0" GRATE & SUPPORT i.'S BY OTHERS - ICI -'I1- -1 I I -I 1I- 4 44 4 .Q • 4 • a- PER PLAN #3 HAIR PIN ® 24 "o.c. GROUT w /NON- SHRINK GROUT PER MFR'S REQUIREMENTS (TYP.) s 6 cc w 0 PER PLAN 4 - #4 HORIZ. (TYP.) 2 #6 TOP & BOTTOM (TYP.) #3 U STIRRUPS ® 6 "o.c. (TYP.) SECTION F/VS-1.O SCALE: 3/4''=1' -0" Inwaralowittormansonammarissmousr Rt VIEWED This 0la* w•s rcvivvrerl for general caai.nssuce aria the 1tuihneteg ankfJw.�'h ' the litris4ktkni: Stro►xwrai P?oVlsions of thc .»ttlidlig ode aonstr civrol Provisions at It elma twtalM+t BtlgtMelt Cade L7..Other. Thu projeo epplibaat it responsible for conformance with all applicable ado, oo.di eser of approva,L and' • permit reguiransnts subject to the figoinrtrents feud iMerpelstki. 016Th go,ti°rniag artrtiwritr Mg. review diver not Mires the Architect asst Wows of Krim of the respresibility Al . •wpitt►. ail* • *kb lie two of IY Puri dietidtt'•gA MiM1. •Ir N l I Jurist* By ► RN $D ARAM Code Revisit , Ds 41 tc SHOP DRAWINGS: SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SHOP DRAWINGS CONSISTING OF REPRODUCTIONS OR COPIES OF ANY PORTIONS OF THE STRUCTURAL DRAWINGS WILL NOT BE ACCEPTED AS SHOP DRAWINGS NOR REVIEWED BY THE STRUCTURAL ENGINEER AS SUCH. 1) REINFORCING STEEL a)structural concrete elements i.e. beams, walls, ftgs, etc. 2) PRECAST CONCRETE PLANKS 3) MISCELLANEOUS STEEL EMBEDS THE ENGINEER OF RECORD WILL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. VERIFICATION OF DIMENSIONS AND QUANTITIES ARE THE RESPONSIBILITY OF THE ' CONTRACTOR AND ARE NOT GUARANTEED BY THE ENGINEER OF RECORD. DRAWINGS FOR COMPONENTS DESIGNED PRIMARILY BY THE MANUFACTURER SHALL BEAR THE STAMP OF A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND BE SUBMITTED TO THE STRUCTURAL ENGINEER FORA CURSORY REVIEW FOR COMPLIANCE WITH THE INTENT OF THE STRUCTURAL DRAWINGS AND FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS. SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND TWO COPIES; . REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. SPECIAL CONDITIONS: DURING CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE, AND LOCAL CODES. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD. OBTAIN ARCHITECT'S APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND , LOCATIONS, FLOOR AND WALL FINISHES, ETC. . " GRATE & SUPPORT ANGLES BY OTHERS 8" C.I.P. WALL 1' -6" (SEE. CIVIL DWGS FOR FINAL GRADES) -I I I -I 1I- 2' -0 "x 12" THICK #5 VERT. ® 12 "o.c. CENTERED IN 8" WALL EXTENDING 2' -0" INTO WALL BELOW #4 HORIZ. CO 12 "o.c. #6 CONTINUOUS - C.I.P. WALL BEYOND REINFORCING PER SECT. A /VS -1.0 1y2" CLR. TO TIES 2 VERT BARS EACH SIDE OF OPENING (SEE WALL SECTIONS FOR SIZE) C. 8" .P. WA_L -1 I I -1 1I- 3" MIN. BEARING 6 w 0 aa.. 4, PER PLAN 5 - #5 HORIZ. ' N EXTEND 4' -10" BEYOND OPNG #3 TIES © 4 "o.c. #4 HORIZ. ® 12 "o.c. #5 VERT. ® 12 "o.c. 5' -0'� CLR. z 4 •d SECTION G/VS1.Q SCALE: 3/4"=1'- " �•3" TYP. 2' -0" TYP. INFLOW /OUTFLOW PIPE PER CIVIL DRAWINGS #5 EA. FACE #5x4' -0" DIAGONAL (TYP.) I6.111Ti�ItII- I111I II- 2' IL11 0 GVW =64K t� • 8 el co I lo NP. THRU WALL PENETRATION FIRE TRUCK VEHICLE PERIMETER WI I- _ --N I lo i --N I 17' ' 14' TO 30' _ I- VEHICLE 8K 32K 32K . PERIMETER. Original drawing is 24" x 36 ". Scale entities accordingly if reduced Sheet No: .■ 0 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 17 2010 City ofTukwila BUILDING DIVISION CONSULTANT SHUTLER CONSULTING ENGINEERS Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425)450 -4075 FAX: (425)450.4076 ISSUE 6 -29 -10 PERMIT SET I`' ;� . �tECEIV CITY OF TU LA JUL 0 7 '2018 JUL 0.12010 REID MIDDLET EMIT CENTER Revisions: ' Sheet Title:DETENTION VAULT SECTIONS & GENERAL NOTES . Date: Engineer: Drawn: 6 -29 -10 JH Project No: Approved: 10 -23.01 JH HS -20 TRUCK JUN30 2010 1 OF 2 -4-111110 Of 109' -4 4' -0" 12' -0" 12' -0" 12' -0" 12' -0" 24' -0" 28' -0" 4' -0" z 1' =0" it TYP. r -0" TYP. A /VS -1.0 A /VS -1.0 CONTRACTOR NOTE: 1) VAULT WALLS ARE NOT TO BE BACKFILLED UNTIL PLANKS ARE SET & GROUTED, AND C.I.P. LID HAS REACHED DESIGN STRENGTH. 2) VAULT LID & WALLS HAVE NOT BEEN DESIGNED FOR CONSTRUCTION EQUIPMENT LOADS (TRUCKS, PAVERS, EARTH - MOVING EQUIPMENT, ETC.) OR CONSTRUCTION MATERIAL STORAGE LOADS GREATER THAN THE DESIGN LIVE LOADS SHOWN IN THE GENERAL NOTES. IT IS THE RESPONSIBILITIY OF THE CONTRACTOR TO PROVIDE ADEQUATE SHORING (TO BE APPROVED . BY PLANK MANUFACTURER) IF CONSTRUCTION LOADS EXCEED DESIGN LIVE LOADS. 126.00' „ A/V DETENTION VAULT FOUNDATION PLAN SCALE: X3"=1' -0" NOTES: 1) ELEVATIONS SHOWN THUS: (__._') INDICATE TOP OF FOOTING ELEVATIONS. 2) ELEVATIONS SHOWN THUS: [__._'] INDICATE TOP OF CONCRETE SLAB ELEVATIONS. 3) PROVIDE WATERSTOPS AT ALL JOINTS AS REQUIRED BY CIVIL ENGINEER. 4) PROVIDE #5x2' -6" AT CORNERS OF OPENINGS IN C.I.P. WALL. 5) SEE CIVIL DRAWINGS TO VERIFY ALL OPENING LOCATIONS IN WALLS. 6) VERIFY ALL ELEVATIONS WITH CIVIL DRAWINGS. 109' -4" REVIEWED FOR CODE COMPLIANCE APPPAVEO AUG 17 201D Crtyof Tukwila BUILDING Wpm, 13.00') A /VS -1.0 3' -0" CONT. FTG. _8„ C.I.P. WALL 27 @ .4' -0 "= 108' -0" „ 16' -0" 10, -0" 12' -0" 10' -0" 56' -0" J/VS -1.0 121'0 INLET BELOW , -0" G/VS -1.0 -0" H/VS -1.0 0 0 N 1D/VS-1.0 c- 00 26.00' 12"93 INFLOW 2'-0"0 MANHOLE ACCESS (TYP. 2 PLACES) F /VS -1.1r -0 "x1 ACCESS (TYP. 6 ,_0" 1,_0„ C /VS -1.0 0' -0" OPENI, ( PLACES) STEEL GRATE BY OTHERS (TYP AT ACCESS OPNGS) F/VS -1.0 -1.0 U a GAS-1.0 10' -0" CLR. H /vs -1.o DETENTION VAULT LID PLAN SCALE: r=1 *-0" NOTES: 1) BOTTOM OF PLANKS ARE AT ELEVATION 23.50'. 2) ELEVATIONS SHOWN THUS: €__ -.__} INDICATE APPROXIMATE FINISHED GRADE. SEE CIVIL DRAWINGS FOR FINAL FINISHED GRADES. 3) CONTRACTOR TO ' COORDINATE ALL OPENINGS IN LID WITH PLANK SUPPLIER & CIVIL DRAWINGS. c /vs -1.o 121'0 INLET BELOW „ 26.00' 12)/2" C.I.P. CONC. LID j -v J /VS -1.0 D /VS -1.0 12"0 VENT (4 PLACES) 26.00' WEIEWE 1. AUG 1 7 2010 REID .MIDDLETON, INC. RECEIVED JUL 0 7 2010 . REID MIDDLETO,,. • C�OFT�UIiWILA JUL 0.12010 PERMITCENTER U Z CONSULTANT SHUTLER CONSULTING M ENGINEERS Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425)450 -4075. FAX: (425)450 -4076 ISSUE. 6 -29 -10 PERMIT SET Revisions: Sheet Title: DETENTION VAULT FOUNDATION & LID PLANS Date: 6 -29 -10 Engineer: JH Drawn:. Project No: Approved: 10 -23.01 JH Original drawing is 24" x 36 ". Scale entities accordingly if reduced �0 Sheet No: 2. JUN 3QZ010 2 OF 2 of - Co -: ¢ c) 3 15.15'] o „ 4" CONCRETE SLAB ` w/12x12- W2.9/W2.9 W.W.F. CENTERED ON GRANULAR BASE PER SOILS REPORT 15.15'] o �; [ 15.15' I o "? o 14.65'] [14.11' I -1 ° z ° o J B VS -1.0 • / _ 13.941 J _ _ °- J B S -1.0 J �I- I o I r 2 a J B/VS -1.0 00 (.1 3 -= • J '] 15.15 : �°_�¢ r 1515'] [15.15'j A /VS -1.0 CONTRACTOR NOTE: 1) VAULT WALLS ARE NOT TO BE BACKFILLED UNTIL PLANKS ARE SET & GROUTED, AND C.I.P. LID HAS REACHED DESIGN STRENGTH. 2) VAULT LID & WALLS HAVE NOT BEEN DESIGNED FOR CONSTRUCTION EQUIPMENT LOADS (TRUCKS, PAVERS, EARTH - MOVING EQUIPMENT, ETC.) OR CONSTRUCTION MATERIAL STORAGE LOADS GREATER THAN THE DESIGN LIVE LOADS SHOWN IN THE GENERAL NOTES. IT IS THE RESPONSIBILITIY OF THE CONTRACTOR TO PROVIDE ADEQUATE SHORING (TO BE APPROVED . BY PLANK MANUFACTURER) IF CONSTRUCTION LOADS EXCEED DESIGN LIVE LOADS. 126.00' „ A/V DETENTION VAULT FOUNDATION PLAN SCALE: X3"=1' -0" NOTES: 1) ELEVATIONS SHOWN THUS: (__._') INDICATE TOP OF FOOTING ELEVATIONS. 2) ELEVATIONS SHOWN THUS: [__._'] INDICATE TOP OF CONCRETE SLAB ELEVATIONS. 3) PROVIDE WATERSTOPS AT ALL JOINTS AS REQUIRED BY CIVIL ENGINEER. 4) PROVIDE #5x2' -6" AT CORNERS OF OPENINGS IN C.I.P. WALL. 5) SEE CIVIL DRAWINGS TO VERIFY ALL OPENING LOCATIONS IN WALLS. 6) VERIFY ALL ELEVATIONS WITH CIVIL DRAWINGS. 109' -4" REVIEWED FOR CODE COMPLIANCE APPPAVEO AUG 17 201D Crtyof Tukwila BUILDING Wpm, 13.00') A /VS -1.0 3' -0" CONT. FTG. _8„ C.I.P. WALL 27 @ .4' -0 "= 108' -0" „ 16' -0" 10, -0" 12' -0" 10' -0" 56' -0" J/VS -1.0 121'0 INLET BELOW , -0" G/VS -1.0 -0" H/VS -1.0 0 0 N 1D/VS-1.0 c- 00 26.00' 12"93 INFLOW 2'-0"0 MANHOLE ACCESS (TYP. 2 PLACES) F /VS -1.1r -0 "x1 ACCESS (TYP. 6 ,_0" 1,_0„ C /VS -1.0 0' -0" OPENI, ( PLACES) STEEL GRATE BY OTHERS (TYP AT ACCESS OPNGS) F/VS -1.0 -1.0 U a GAS-1.0 10' -0" CLR. H /vs -1.o DETENTION VAULT LID PLAN SCALE: r=1 *-0" NOTES: 1) BOTTOM OF PLANKS ARE AT ELEVATION 23.50'. 2) ELEVATIONS SHOWN THUS: €__ -.__} INDICATE APPROXIMATE FINISHED GRADE. SEE CIVIL DRAWINGS FOR FINAL FINISHED GRADES. 3) CONTRACTOR TO ' COORDINATE ALL OPENINGS IN LID WITH PLANK SUPPLIER & CIVIL DRAWINGS. c /vs -1.o 121'0 INLET BELOW „ 26.00' 12)/2" C.I.P. CONC. LID j -v J /VS -1.0 D /VS -1.0 12"0 VENT (4 PLACES) 26.00' WEIEWE 1. AUG 1 7 2010 REID .MIDDLETON, INC. RECEIVED JUL 0 7 2010 . REID MIDDLETO,,. • C�OFT�UIiWILA JUL 0.12010 PERMITCENTER U Z CONSULTANT SHUTLER CONSULTING M ENGINEERS Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425)450 -4075. FAX: (425)450 -4076 ISSUE. 6 -29 -10 PERMIT SET Revisions: Sheet Title: DETENTION VAULT FOUNDATION & LID PLANS Date: 6 -29 -10 Engineer: JH Drawn:. Project No: Approved: 10 -23.01 JH Original drawing is 24" x 36 ". Scale entities accordingly if reduced �0 Sheet No: 2. JUN 3QZ010 2 OF 2