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HomeMy WebLinkAboutPermit D08-297 - LA PANZANELLA - FOUNDATIONLA PANZANELLA 18475 OLYMPIC AV S D08 -297 Parcel No.: 7888900111 Address: 18475 OLYMPIC AV S TUKW Suite No: Cit3116f Tukwila Tenant: Name: LA PANZANELLA Address: 18475 OLYMPIC AV S , TUKWILA WA Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Owner: Name: RRP LA PANZANELLA LLC Address: 1808 PARKSIDE DR E , SEATTLE WA 98112 Phone: Contact Person: Name: PAUL THIENES Address: 3201 1 AV S #209 , SEATTLE WA 98134 Phone: 206 623 -8733 Contractor: Name: JOSEPH MCKINSTRY CONST CO Address: 3304 BEACON AV S , SEATTLE WA 98144 Phone: 206 723 -4651 Contractor License No: JOSEPMC065O3 DESCRIPTION OF WORK: PROVIDE FOUNDATION FOR 256 SF FLOUR SILO doc: IBC -10/06 DEVELOPMENT PERMIT Value of Construction: $20,000.00 Fees Collected: $685.13 Type of Fire Protection: SPRINKLERS International Building Code Edition: 2006 Type of Construction: MB Occupancy per IBC: 26 * *continued on next page ** r Permit Number: D08 - 297 Issue Date: 07/01/2008 Permit Expires On: 12/28/2008 Expiration Date: 04/16/2010 D08 -297 Printed: 07 -01 -2008 Public Works Activities: Charnnelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie Signature: Print Name: doc: IBC -10/06 City Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us N x vvi Permit Number: DO8 -297 Issue Date: 07 /01/2008 Permit Expires On: 12/28/2008 Date: V-t'C`DI ed this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit 1/1 j Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. D08 -297 Printed: 07 -01 -2008 Parcel No.: 7888900111 Address: Suite No: Tenant: 18475 OLYMPIC AV S TUKW LA PANZANELLA 1: ** *BUILDING DEPARTMENT CONDITIONS * ** City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us PERMIT 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. Permit Number: Status: Applied Date: Issue Date: 5: The special inspections for steel elements of buildings and structures shall be required. All welding shall be done by a Washington Association of Building Official Certified welder. 6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. D08 -297 ISSUED 05/27/2008 07/01/2008 7: 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. 8: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 9: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 10: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 11: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12: All wood to remain in placed concrete shall be treated wood. 13: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based on satisfactory completion of this requirement. 14: Manufacturers installation instructions shall be available on the job site at the time of inspection. 15: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. doc: Cond -10/06 D08 -297 Printed: 07 -01 -2008 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 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. doc: Cond - 10/06 * *continued on next page ** D08 -297 Printed: 07 -01 -2008 • 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. AU 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. Signature: Print Name: doc: Cond -10/06 PAL, `- i t LJ,E? Date: Noe D08 -297 Printed: 07 -01 -2008 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http /,5vum' ci tu/twila.wa.us King Co Assessor's Tax No.: `759e cf co ill Site Address: 1'4 76 . dL.sf11np1C, ANiC S Suite Number: Floor: Tenant Name: L.A. PA K Z ' LL / FI GvbTT New Tenant: Iii Yes ❑ ..No Property Owners Name: r42.1.F 1. i 13 gz. diy1\ Mailing Address: 6112 S t214.Z p c-,-c 5E- 4.Tr City SITE LOCATION 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 ** CONTACT PERSON - who do we contact when your permit is ready to be issued Name: L tl feS Mailing Address: 3261, t Ave 'r°` Building Permit No. Mechanical Permit No. Plumbing /Gas Permit No. Public Works Permit No. Project No. ro (For office use only) 5 •'S`C� Grg134 n Day Telephone: 2-06 G2'3 C. 8733 City State E -Mail Address: 9410 - b5 O �i � 4b-CA- k"i'LC`T'G ,,fix Number: 20G 67.3- 8 Gram Zip 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: Expiration Date: Contact Person: E -Mail Address: Contractor Registration Number: Company Name: GG -f` Gat NS Mailing Address: 2 114\14-:-; 5 -00 Contact Person: 6F... 7 E -Mail Address: G 4ZfrG C.03 G14.. amp 04 GoM Q:\Applications\Fomu- Applications On Line U-2006 - Permit Application.doc Revised: 9 -2006 bh State Day Telephone: 4Z. 74 -85o° Fax Number: 4 7 — 5 Zip ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: 114. .4t( 1415 t.rRG1rE1-T 1 Mailing Address: 32.01 5 4- 24: 0 1, S etrctL . , t r i & CJ City State Zip Contact Person: 1 poU L t, (r1,(L -,llj Day Telephone: ZQG L Z3 ` AS 3 E -Mail Address: ess.v: -ef � p -.c. . - c.„max Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record - tf IA 13$ ■fib 98o u0 ity State Zip Page 1 of 6 BUILDING PERMIT INFORMATION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ ` Z- 0.41 Existing Building Valuation: $ Scope of Work (please provide detailed information): f t � A \ f 1 t 7 F F 0y Qj t ( f .tj c j .1 Will there be new rack storage? ❑ Yes 71. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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 Q. No If `yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Ur Sprinklers Automatic Fire Alarm ❑ None (specify) ❑ Other eci Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 6.. No If ''yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safety to Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q: \Applications\Forns- Applications On Linel3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 1 Floor 2i °& In 1- 4 sFaziN(4. r�si wu 2 Floor 2.1723.01 IV K sPWiV1t. 3` Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage Attached Carport Detached Carport Covered Deck Uncovered Deck BUILDING PERMIT INFORMATION - 206 - 431 -3670 Valuation of Project (contractor's bid price): $ ` Z- 0.41 Existing Building Valuation: $ Scope of Work (please provide detailed information): f t � A \ f 1 t 7 F F 0y Qj t ( f .tj c j .1 Will there be new rack storage? ❑ Yes 71. No If yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below 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 Q. No If `yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: Ur Sprinklers Automatic Fire Alarm ❑ None (specify) ❑ Other eci Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ Yes 6.. No If ''yes', attach list of materials and storage locations on a separate 8 -1 /2 "x 11" paper including quantities and Material Safety to Sheets. SEPTIC SYSTEM ❑ On -site Septic System — For on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Q: \Applications\Forns- Applications On Linel3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 2 of 6 PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Print Name: %5.01.._. '` 4-1E 5 Mailing Address: 3i0 1 lsT S Date Application Expires: I 1 12. ' 1 i Date Application Accepted: Q:Wpplications\Fonns- Applications On LineU -2006- Permit Application.doc Revised: 9 -2006 bh Day Telephone: City Date: 517-7/ 27` 206. g, -43733 \ij q $ l3d- State Zip Staff Initials: Page 6 of 6 Parcel No.: 7888900111 Address: 18475 OLYMPIC AV S TURIN Suite No: Applicant: LA PANZANELLA Receipt No.: R08 -02358 Payee: KENDRA M. HORN ACCOUNT ITEM LIST: Description tine.• Raraint -OR BUILDING - NONRES STATE BUILDING SURCHARGE • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http:/lwww.ci.tukwila.wa.us TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2283 417.00 RECEIPT Initials: JEM Payment Date: 07/01/2008 11:51 AM User ID: 1165 Balance: $0.00 Account Code Current Pmts 000/322.100 412.50 000/386.904 4.50 Total: $417.00 Permit Number: D08 - 297 Status: APPROVED Applied Date: 05/27/2008 Issue Date: Payment Amount: $417.00 4291 07/01 9711 TOTAL 417.00 P rintprt • (17 -M -200R Parcel No.: 7888900111 Address: 18475 OLYMPIC AV S TUKW Suite No: Applicant: LA PANZANELLA Receipt No.: R08 -01811 Payee: LA PANZANELLA, LLC ACCOUNT ITEM LIST: Description PLAN CHECK - NONRES • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: http://www.ci.tukwila.wa.us RECEIPT Initials: JEM Payment Date: 05/27/2008 12:40 PM User ID: 1165 Balance: $417.00 TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2831 268.13 Account Code Current Pmts 000/345.830 268.13 Total: $268.13 Permit Number: D08 - 297 Status: PENDING Applied Date: 05/27/2008 Issue Date: Payment Amount: $268.13 2881 05/27 9710 TOTAL 268.13 doc: Receiot -06 Printed: 05-27 -2008 Project: L f-. P>a NZ A ikE Type of Inspection t N 54 Address: t 81475 oLL {lam Po Plv Date Called: 5 Special Instructions: ` / Date W ted: a..rj Requester: Pho No: �' a 2 --3 I ,® -2q I v INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. T "^ (206)431 -36 Approved per applicable codes. Corrections required prior to approval. COMMENTS: r 0 Inspector Date: ` - 7 $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: v COMMENTSk Type of Inspection: / / ( oef., A (-, .A..ci /.J r f v () a _ osei 1i J ( /— So: 1`j /,.,NA ( I) cl A 0 f el A A)/ c diAe Requester: e__".. .: ,i / Q .i fl Project: m r,c1;i IZ F1�t/�LL r4 Type of Inspection: / / \J Address :: / � 7 ' 7.5 ai/" °' Date Called: Special Instructions: Date Wanted: _ / /— 65 r� p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION - 1 2 v 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3 7 J Approved per applicable codes. corrections required prior to approval. Inspec or: c Date: 5 - 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: ti, COMMENTS: 5 6 : -Pf r Ar (Z,e..GA Ii/ J A S 0 e,.0 4 pGc ) n Cr-,)(-- (tQ`.nFu(ci C., n. ( -( L. c , ( ' A h c J - 1 e. — S a 7t 5 of ( C-v T P T _ )ti-f, c r fr t .-A j A,A . .- R s l��t x — `,,,) ^-S " o .0 1 /- - ‘ 1 : c J � . 7 % e Q Ut--) u s ) : ( ( ( 52_ tow / P. � Y V" (. 11 ul. / r' t / J 77 i � ' ' / C Y Phone No: d 1 R Project: � � r Type of It 'on: 5 Addrress:: 1 O IS U L e /l'l/c. Date Calle / �� Special Instructions Date Wanted: s-- 2� P. Requester: Phone No: d INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 1 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Er Approved per applicable codes. Corrections required prior to approval. Inspec_ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'Date: r _ r ()� Receipt No.: 'Date: August 19, 2009 City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 -2544 Project: La Panzanella Bakery Permit Number: D08 -297 Address: 18475 Olympic Avenue S, Tukwila Job Number: 08 -0620 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Anchor bolting for racks Sincerely, OTTO ROSENAU & ASSOCIATES, INC. J P_.# Susan Rosenau -Moser Vice President Email c: ron @lapanzanella.com OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website: www.ottorosenau.com RECEIVED to 2 0 2009 COMMUNST DEVELOPMENT April 16, 2009 City of Tukwila 6300 Southcenter Blvd, Suite 100 Tukwila, Washington 98188 -2544 Project: La Panzanella Bakery Address: 18475 Olympic Avenue S, Tukwila Job Number: 08 -0620 We state that the work requiring special inspection was, to the best of our knowledge, in conformance with the approved plans and specifications and the applicable workmanship provision of the building code. Our knowledge is limited to our reports. All typewritten reports have been mailed to your office or are enclosed. All reports appear to be complete. This report should not be considered as a warranty for conditions and /or details of the building. Items inspected are: 1. Reinforced concrete 2. Structural steel fabrication 3. Epoxy grouting Sincerely, OTTO ROSENAU & ASSOCIATES, INC. OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing 6747 M. L. King Way South, Seattle, Washington 98118 -3216 USA Tel: (206) 725 -4600 • Toll Free: (888) OTTO -4-US • Fax: (206) 723 -2221 WBE W2F5913684 • WABO Registered Agency • Website' www.ottorosenau.com 51/az/V204-aul Susan Rosenau -Moser Vice President RECEIVED APR 3 0 2009 COMMUNITY DEVELOP' F ietenfED APR 3 0 2009 puBW wows Permit Number: D08 -297 Fax c: Joseph McKinstry Construction Company Attention: Mr. Joe Berndsen OTTO ROSENAU & ASSOCIATES INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 99731 Description: Structural Steel Fabrication Project: Address: Client: Inspector and Date Dennis Newman 9/9/2008 La Panzanella Bakery 18475 Olympic Ave S, Tukwila La Panzanella Oct = .4 : CEIVED CONSTRUCTION INSPECTION REPORT, & , , 10 4 OCT 1 0 iv 2008 Permit Number: Job Number: Client Address: Remarks 1/16" diameter E71T -1 wire was used. WABO certified welder: H. N. Nguyen, #W06409, expires 10/1/08. Conforms Copies to: X Client Contractor Architect X Building Dept. Technical Responsibility: X Engineer II/ 8 4 4 O COMMUNITY DEVELOPMENT D08 -297 08 -0620 612 S Alaska St, Seattle, WA 98108 Visually inspected fillet welding of tabs; physically verified overall lengths and hole size /location on (1) HSS 6x6 header and (1) HSS 6x6 column prepared as per details on page S1.0 of approved plans and specifications. Ou ILA J./ \41■1. avid Lyal, Technical Director This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -01 (Rev 05/03) OTTO ROSENAU &ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Report Number: 99733 Description: Epoxy- Grouted Anchor Bolts Conforms CONSTRUCTION INSPECTION REPORT Project: La Panzanella Bakery Permit Number: D08 -297 Address: 18475 Olympic Ave S, Tukwila Job Number: 08 -0620 Client: La Panzanella Client Address: 612 S Alaska St, Seattle, WA 98108 Inspector and Date Remarks Dennis Newman Inspected Subcontractor's installation of 5/8" diameter all- thread anchors, 15" deep in existing 9/10/2008 concrete, into clean, epoxy - filled holes as per flour silo RFI #1 of 8/4/2008. Hilti HIT -RE 500 -SD epoxy used, expires 5/09. Copies to: X Client Contractor Architect X Building Dept. Technical Responsibility: X Engineer 1),4 Q David Lyal, Technical Director This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report, except in full, without written permission from our firm is strictly prohibited. Page 1 of 1 6747 M.L. King Way S., Seattle, Washington 98118 - Phone (206) 725 - 4600 or 1 888 - OTTO - 4 - US - Fax (206) 723 - 2221 Form No.: ADMIN -63 -01 (Rev 05/03) OTTO ROSENAU & ASSOCIATES, INC. Geotechnical Engineering, Construction Inspection & Materials Testing Job Number: 08 -0620 Project: La Panzanella Bakery Client: La Panzanella Address: 18475 Olympic Avenue S, Tukwila Address: 612 S Alaska Street, Seattle Inspector: Paul Kanikkeberg Date: 8/26/2008 Description /Location: Silo foundation and (2) dumpster pads along south face of building. Resteel checked for size, type, clearance, and spacing per approved plans and details. Resteel Verified: Yes 8/26/2008 by Paul Kanikkeberg Grade: 60 Mfg: Cascade Placement Data ;., ; "':.-. Design;;p. Actual. :: Batch :Welgt is /CUbic Yard Supplier: Glacier Cement (lbs /type): 611# Type: 1/1I Mix Number: 3430 Fine Agg. (lbs): 1315# Slump Spec: 5" +/- 1" Coarse Agg. (lbs/size): 1855# 3/4" Slag (lbs): W/C Ratio Spec: 0.45 max. Coarse Agg. (lbs/size): Air Spec: 5% +/- 1.5% Coarse Agg. (lbs/size): Total Yards: 21 Fly Ash (lbs): Placed Via: Chute Water (lbs or gal): 242# Consolidated: Yes Admixtures (specify): 3 oz. AEA, 26 oz. WRA Required Strength (psi): 4000 Sampling and Testing Data Time ! Oubic : , Water, : - _Slump . Air % Cene.Temp Anil:dent Truck Ticket ASTM C 172; C 31 Made; Yards Added 'C '143 C'231 C'1064 Temp : No No Cast Samples: 1 -4 10:45 am 10.50 10 gal. 5 1/2" 4.4% 74 °F 65 °F 657 221836 Weather: Partly Cloudy Date Samples Picked Up: Specimen Test Number Date 1 9/2/08 9/23/08 9/23/08 9/23/08 28 4 x 8 12.57 8.68 79,550 6330 4 = Discarded Tested in general accordance to: ASTMC39 p ASTMC617 ❑ ASTMC1231 Copies to: Client — 1 Contractor ❑ Architect ik Building Dept (✓i Engineer Batch Plant CONCRETE REPORT Report Number: RC90029 Permit Number: D08 -297 Slump Range: 5 " -5 1/2" 8/27/2008 Initial Curing Method: Excluding ASTM C31-12.1.5 • - Commeits COMPRESSIVE TEST RESULTS Field Age Size Area Weight Max Load Strength Fracture Type Cure (Days) (in.) (Sq.ln.) (Lbs.) (Lbs.) (psi) (other than cone) 7 4 x 8 12.57 8.68 61,720 4910 28 4 x 8 12.57 8.64 78,140 6220 28 4 x 8 12.57 8.65 80,500 6400 Technical Responsibility: REINFORCING / PLACEMENT: Conforms MI Does Not Conform ❑ Air % Range: 4.4 % -5% Initial Curing Temp: Excluding ASTM C31- 10.1.2 David Lyal, Technical Director This report applies only to the items tested or reported and is the exclusive property of Otto Rosenau & Associates, Inc. Reproduction of this report except in full, without written permission from our firm is strictly prohibited. 6747 M.L. King Way S., Seattle, Washington 98118 — Phone (206) 725 -4600 or 1- 888 - OTTO -4 -US — Fax (206) 723 -2221 Form No.: ADMIN -62 -04 (Rev 09/06) RECEIVED OCT -.6 2008 COMMUNITY DEVELOPMENT Page 1 of 1 Structural Calculations FOR La Panzanella Silo Foundation #2 18475 Olympic Ave. S Tukwila, WA EXPIRES 9 / 5 0 e pq May 21, 2008 C � ENGINEERING 250 4 Avenue S, Suite 200 Edmonds, WA 98020 (425) 778 -8500 CG Engineering Project No. 08071.10 B ILDI° _._. k SION KtVIEWED FOR CODE COMPLIANCE APPROVE JUN 2 5 2 RECENED CITY OF TUKWILA MAY 272008 PERMIT CENTER VOz'-211- Project Location Street Address: 18475 Olympic Ave. S, Tukwila, WA Latitude: 47.43706° N Longitude: 122.25163° W Project Description This project involves design of a mat foundation to be used for the installation of a flour silo at the La Panzanella Bakery located at 601 South Snoqualmie Street in Seattle, Washington. The silo and its anchorage is manufactured and designed by Kisco Manufacturing. The geotechnical engineering evaluation listed liquefaction as a risk with potential ground surface settlements of approximately 5 " -15" for a magnitude 7.5 earthquake. Scope of Work Analyze and design the proposed mat foundation with the capacity to withstand the applied gravity and lateral loads. The silo and its anchorage shall be designed by the manufacturer. Stamped structural foundation calculations and construction drawings will be provided as required to obtain a building permit. Liquefaction and related settlement is not considered. Basis of Design 2006 IBC and Referenced Standards Gravity Design Loads Bin DL Flour Weight Live Loads Soil Data 5000 # 80000 # 25 PSF (Snow) Soil Report: No. 784608 by Nelson Geotechnical Associates, Inc. dated 4/23/08 Seismic Soil Class: E Allowable Bearing: 1000 PSF Subgrade modulus: 200 pci Friction coefficient: 0.35 Passive Resistance: 250 PCF (neglect top 6 ") Seismic Loading (Refer to Lateral Summary) Wind Loading (Refer to Lateral Summary) ENGINEERING 250 4th Ave South Suite 200 Edmonds, WA 98020 Description Project Summary Project La Panzanella Silo Foundation #2 By DJ P Checked Scale NTS Job No. 08071.10 Date 5/14/2008 Date Sheet No. Seismic Design ASCE 7 -05 Site Class S.C.= E Section 11.4.2 0.2s Spectral Response S 1.382 Fig. 22 -1 through 22 -14 1.0s Spectral Response S 0.472 Fig. 22 -1 through 22 -14 (Source: http: // earthquake. usgs. gov / research /hazmaps/design /index.php) Site Coefficient (short period) Fa= 0.9 Table 11.4 -1 Site Coefficient (1.0 second) F 2.4 Table11.4 -2 SMS =Fa * Ss S 1.2438 Section 11.4.3 Sm1=Fv*Si S 1.1328 Section 11.4.3 Sps =2/3 * SMS Sps= 0.829 Section 11.4.4 SD1 =2/3 *S SD1= 0.755 Section 11.4.4 Occupancy Category Type I Table 1 -1 Seismic Importance Factor 1= 1.00 Table 11.5 -1 Seismic Design Category SDC= D Section 11.6 Nonbuilding structure type Type= Flat - bottom ground - supported tanks: Table 15.4 -2 steel: mech. anchored Response Modification Coeff. R= 3.0 Table 15.4 -2 System Overstrength Factor 00= 2.0 ft. Table 15.4 -2 Deflection Amplification Factor Cd= 2.5 ft. Table 15.4 -2 Analysis Procedure ELF Table 12.6 -1 Equivalent Lateral Force Design Section 12.8 Structure Type for Period All Other Structural Systems Table 12.8 -2 Building Period Coefficient C 0.02 Table 12.8 -2 Building Period Coefficient x= 0.75 Table 12.8 -2 Building Height h 13 Building Period, T =C T 0.137 Section 12.8.2.1 Long Period, T T 6 Figure 22 -15 CS= SDS /(R /I) Cs= 0.276 Eqn. 12.8 -2 Max C S /(T *R /I) Max C 1.838 (Ta <T Eqn. 12.8 -3 Max C S *R /I) Max C 80.560 (Ta >T Eqn. 12.8 -4 Min. C Min. C 0.03 Section 15.4.1.2 Min. C 0.044S Min. C 0.03648 IBC 1613.7.1 Seismic Response Coeff., C C 0.276 Section 12.8.1.1 Seismic Design Comments Seismic Design includes design of silo connection to foundation and concrete foundation. The silo manufacturer shall submit special certification of seismic qualifications per ASCE 7 Section 13.2.2. See following pages for seismic design. O ENGINEERING 250 4th Ave South Suite 200 Edmonds, WA 98020 Description Seismic Summary Project La Panzanella Silo Foundation #2 By DJ P Checked Scale NTS Job No. 08071.10 Date 5/14/2008 Date Sheet No. Project Name = La Panzanella Silo Foundation #2 Date = Wed May 14 08:56:16 PDT 2008 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.4345833333 Longitude = - 122.253041667 Spectral Response Accelerations Ss and S1 Ss and 31 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 , Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.382 (Ss, Site Class B) <--- 1.0 0.472 (S1, Site Class B) -<--- s Wind Design (Method 2 - Analytical Procedure) ASCE 7 -05 Building Exposure Exp.= B Section 6.5.6.3 Velocity Pressure V= 85 mph Per Jurisdiction Top of antenna height h= 27 ft. Velocity Pressure Exp. Coeff. KZ 0.70 Table 6 -3 (Case 2) Topo. Effect Coeff., KZt K 1 Section 6.5.7, by insp. Wind Directionality Coeff., Kd Kd= 0.95 Table 6 -4 Importance Factor, I I 1 Table 6 -1 Velocity Pressure, q q 12.30 psf Section 6.5.10 Gust Effect Factor G= 0.85 Section 6.5.8 Least horiz. Dim, D D= 10.25 ft. Figure 6 -21 Cross - section variable DIg 35.9 Figure 6 -21 Type of surface Surface= Smooth Figure 6 -21 Aspect Ratio, h/D h /D= 2.63 Figure 6 -21 Force Coefficient C 0.53 Figure 6 -21 Projected area, Af At 276.75 SF Design Wind Force F= 1533 lbs. Section 6.5.15 Design pressure q= 5.5 psf Wind Design Comments See following pages for calculations. 4 ENGINEERING 250 4th Ave South Suite 200 Edmonds, WA 98020 Description Wind Summary Project La Panzanella Silo Foundation #2 By DJP Checked Scale NTS Job No. 08071.10 Date 5/14/2008 Date Sheet No. 4 eHq 19 D - gokfS -, 16.16 1 /4Z, Co �F 6,2 D = o ,2 (o. 629)(4.7, ) QS" J5%f x 0, cn,s - =5,G3 Yr 4 o, z76 nT 4,157, cP °b = Z3.4c, t 1 5,1 o = 39.310 k V►i - / Z3,4c9 L(S,25F l,$ /ago (1.5 /) ti 34 , 93 - 3 57,1 t o -) F (l✓/ 0 j°m( , D /q. P )(.0014- 14 0,7 774, 6¢) h 7, k Y = b , 7 ( 5`7,36,' ' 7 74 4 (2 : - ? (357, ) 2k5k e- '/ ' 7-45 4-77,41 - - /�5 < /c, = ZS ( /. /oE 2K) 3 :;; c : 09, = ?,S 445 es Ps,4) = (4(x) - 6 (Go 5 )� 6'77 , fi) / /4, ' /2° .ksi 4 1, 336,C) ics .f) (3s i- $z =(Ga - e ) f /e (to (, 5) - 2 ( 1 6)) (/11,4 /10 ' o, /, L c '(i20, )c- )( / 17i4 For_ 16 sc,. ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description Project G9. ociA/ 244/46,01 By t Checke Scale n1-5 Job No. 00071 , to Date / Date Sheet No. 5911" gEAA / (// cK (Gorki ) o E /0 /A G.v+JAL �yE4 VY U : 0 ( ,S (0) / = 19 4$`` q#1 0,1(307,1)/A. = 177,1 1 17741 e : �" 1 1,0 gd 4P -r `Vg C/f ( "X T 4'74,) - -r?-'( p *S l7 6,40 /67 6114 h /42,62 543 z- /¢45, 43 = 10,2s /n: a 0, 3 - 8 ks r 4-r,0 ✓ ok - 1--Y o + 0, - 7E og`rf10 = 0,111&0.94) —o.•7 (236, = 6'Zg 30 V= ty , z50,s /1,2 S 1,95 = 6,0s ° `1 /5' /Y _ , (i7 g, = (4(/6>- eatt,,.$) 6 ,v� x1,33 At 1, 21 L. /,33 J, oZ /, 33 o /4 so„j k /g "Dr° • ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description Project / Q / . `` • By DJ/ Checked Scale N Job No. 7r, / Datte , Date Sheet No. (o rporidG r.,r 14V , Asia. 0.1. ,, /S - 0, (3 ,3, 1 1 Y `14-0 .2.egA P,�) 11 N ' (o ��� 12'/ - j S2j k " : 76 <' /, 0 ,00r iz,.z o. 39 ,�� `r y( /(0) , 4 , cI, cLE \ 7,3.4CQk' . = 7-3 63,25 ') = sob&: 1 44; ,% 'Y' !v% /6374 nn 1, D'AG -.)M,JL.T, 7 3 ' ' j 1,t _ °12-1' n.1.1" 044 ,.� u .#S!? f i " a , - r s , T 0E35,65 ,A - 7 / 9, 42- IA y " 31o:g5 •IZ•L = z 4b,6, es. = 2 '1'ro = O • .25, ,3 3 = 7. e,5 (E- 0-.1(.0 Ve ^ 23,461/ A. ,47 /4 C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description cO pe5 /(mil Project / ,) % / - A rtist By ot.),} Checked Scale A Job No. Dat / 20 / 06 Date Sheet No. 7 Sto / 7( /1)11/z-) (I Z` %) //S sr. = " -� c>� . T /ell:4E �, 4o rL vw 0, 9D-r 7,7E Foe n1inx dv c,"1 wr=r 0,9 — (o,z) ( & ,9 = 6 6, -�-= (06,c#/ /t! -- 7,M5 ¢,i,-55O ; (7 ( /sb) s77 /01 0,1 D -t E 714 = - 6 /Z.(o,gzi)(N)) .— 7, 05 = — 5,75' sfC cq c o GA-Cu/LA-I) LA) 01 .! 3 • ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Description lPrieNn,a41a c bEsi Project sy Ri/ Checked Scale Nt Job No. ©607 , i b D e ��a /o Date Sheet No. Job Name: Job #1 Date /Time: 5/20/2008 11:20:47 AM 1) Input Calculation Type : Analysis Number of Anchors : 1 Embedment Depth : 4.5 in Anchor : 5/8" L -Bolt Built -up Grout Pads : Yes c : 34.5 in c : 48 in c : 48 i n c : 48 i n b b : 2 in b : 2 in b : 2 in Concrete : Normal weight Cracked Concrete : No Condition : B Thickness, h : 18 in Supplementary edge reinforcement : No Anchor Calculations Anchor Designer for ACI 318 (Version 2.0) Load factor source : ACI 318 Section 9.2 Nua : 3950 lb V uax : 1470 lb V uay : 0 lb M : 0 1 b *ft M : 0 1 b *ft Moderate /high seismic risk or intermediate /high design category : No c4 c1 b Vuay Muy Nua b2 -41-11P- Anchor Model = L -Bolt Category = N/A e2 bg Vuax Mux 4 SINGLE ANCHOR 'N IS POSITIVE FOR TENSION ANO NEGATIVE FOR COMPRESSION f' : 4000 psi ' co/ : 1.40 OF : 2210 psi d = 0.625 in h = 3.88 in hmin = 6.5 in soh = 3.75 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor #1: N ual = 3950 lb = 0 in e' =0in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1: Vaal = 1470 lb, (V = 1470 lb, vualy = 0 lb) e' =0in e' =0 in Number of influencing edges = 0 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = fAsefuta [Eq. D -3] Number of anchors acting in tension, n = 1 N = 28250 lb (for a single anchor) = 0.75 [D.4.4] oNsa = 21187.50 lb (for a single anchor) C 5.81in smin = 3.75 in 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = A Nc /A Nco ed,N 'Vc,NVcp, [Eq. D -4] h = 3.8750 in ANCO = 135.14 in [Eq. D -6] ANC = 135.14 in T ed, N = 1.0000 [Eq. D -10 or D -11] wcN = 1.2500 [Sec. D.5.2.6] Tcp, = 1.0000 [Eq. D -12 or D -13] N = k Jf c h l • 5 ef = 11578.41 lb [Eq. D -7] k = 24 N = 14473.01 lb [Eq. D -4] = 0.7 [D.4.4] (1)Ncb = 10131.11 lb (for a single anchor) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] N = 0.9f' c e h d o [Eq. D -16] e = 3d = 1.88 in N = `Y p [Eq. D -14] c p = 1.4 [D.5.3.6] o N = 5906.25 lb = 0.7 [D.4.4] mN = 4134.38 lb (for a single anchor) /0 7) Side Face Blowout Strength of Anchor in Tension [Sec. D.5.4] Concrete side -face blowout strength is only calculated for headed anchors with deep embedment and close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] V = 110.6Asefuta [Eq. D -20] V = 16950 lb (for a single anchor) = 0.65 [D.4.4] 0V = 11017.50 lb (for a single anchor) 0Vsa is multiplied by 0.8 due to built -up grout pads.. [Sec D.6.1.3] 0V = 8814 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec. D.6.2] In x- direction. V cbx = ' Vcx/' Vcox 'Ved,vWc,vVbx [Eq • D -22] Avcx = 1728 in Avcox = 4608 in [Eq. D -23] W ed,v = 1.0000 [Eq. D -27 or D -28] Wc,v = 1.4000 [Sec. D.6.2.7] V bx = 7(le/do)0.2✓do Jf'c(Cal)1.5 [Eq. D -24] V bx = 91258.08 lb Vcbx = 47910.49 lb [Eq. D -22] 0 = 0.7 [D.4.4] cVcbx = 33537.35 lb (for a single anchor) In y- direction... V cby = ' Vcy�' t Vcoy ''ed,vWc,vVby [Eq. D -22] p A vcy = 1485 in Away = 4608 in [Eq. D -23] `' ed,v = 0.9156 [Eq. D -27 or D -28] = 1.4000 [Sec. D.6.2.7] V = 7(1e/do)°.2Jdo 1f'c(ca1)1.5 [Eq. D -24] V = 91258.08 lb V cby = 37699.10 lb [Eq. 0 -21] = 0.7 [D.4.4] 0V cby = 26389.37 lb (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] V cp = kcpNcb [Eq. D -29] k = 2 [Sec. 0.6.3.1] N = 14473.01 lb (from Section (5) of calculations) v = 28946.02 lb 0 = 0.7 '[D.4.4] OV cp = 20262.21 lb (for a single anchor) 11) Check Demand /Capacity Ratios [Sec. D.7] /1 Tension - Steel: 0.1864 - Breakout: 0.3899 - Pullout: 0.9554 - Sideface Blowout: N/A shear - steel: 0.1668 - Breakout : 0.0438 - Pryout: 0.0725 V.Max(0.17) <= 0.2 and T.Max(0.96) <= 1.0 [Sec D.7.1] Interaction check: PASS use 5/8" diameter L -Bolt anchor(s) with 4.5 inch embedment GEOTECHNICAL ENGINEERING EVALUATION NEW LA PANZANELLA BAKERY SILO TUKWILA, WASHINGTON PREPARED FOR MR. PAUL PIGOTT t.!f J REVIEWED FOR CODE COMPLIANCE APOVED JUN 2 5 2008 %Of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 2 7 2008 PERMIT CENTER PM 21* 17311 — 135 Avenue NE, A -500 Woodinville, WA 98072 (425) 486 -1669 • (425) Fax 481 -2510 April 23, 2008 Mr. Paul Pigott La Panzanella, LLC. 612 South Alaska Street Seattle, WA 98134 Dear Mr. Pigott: ltii GA Geotechnical Engineering Evaluation New La Panzanella Bakery Silo Tukwila, Washington NGA File No. 784608 NELSON GEOTECHNICAL ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS Snohomish County (425) 337 -1669 Wenatchee /Chelan (509) 784-2756 This report presents the results of our foundation and slab support evaluation and recommendations for your planned flour silo in Tukwila, Washington. Our services have been completed in general accordance with the contract signed by you on February 5, 2008. INTRODUCTION The site is located at 18475 Olympic Avenue South, Tukwila, Washington, as shown on the Vicinity Map in Figure 1. The purpose of this study is to explore and characterize the surface and subsurface conditions within the project site and to provide our opinions and recommendations with respect to the new silo support. For our use in preparing this report, we have been provided with a set of plans, showing the planned construction, prepared by Thienes/Williams Architects, PLLC titled, "La Panzanella Bakery, Alterations, 18475 Olympic Avenue South, Tukwila," dated January 31, 2008. Project plans include relocating the existing flour storage silo from the existing bakery building in Seattle to the new building in Tukwila. The silo itself is a metal structure 10 feet in diameter and 27 feet in height, fabricated of thin - walled corrugated metal sheets, and is currently supported on a concrete slab foundation. You have retained us to evaluate the site surface and subsurface conditions within the new location and to provide recommendations for the silo foundation support. Our evaluation will also Geotechnical Engineering Evaluation La Panzanella Bakery Silo 18475 Olympic Avenue South - Tukwila, Washington April 23, 2008 NGA File No. 784608 Page 2 provide a liquefaction potential assessment of the site soils. The planned site layout is shown on the Site Plan in Figure 2. SCOPE The purpose of this study is to explore and characterize the site subsurface conditions, and provide recommendations for slab -on -grade support. Specifically, our scope of services includes the following: 1. Review available soil and geologic maps of the area. 2. Explored the subsurface soil and groundwater conditions within the site with one 44 -foot geotechnical boring. Drill rig was subcontracted by NGA. 3. Perform laboratory classification and analyses on selected soils samples obtained in the explorations, as necessary. 4. Provide an assessment of the liquefaction potential of the site soils and mitigation recommendations for such potential. 5. Provide recommendations for the silo slab -on -grade support. 6. Document the results of our explorations, findings, conclusions, and recommendations in a written geotechnical report. SITE CONDITIONS Surface Conditions The site is an irregularly shaped parcel covering approximately 1.19 acres. The site is relatively level, and is currently occupied by a multi -story commercial warehouse building. The remainder of the site, including the proposed silo area is covered with paved parking and small landscaped areas. The proposed silo area is located immediately to the southwest of the existing building in a fenced area approximately 60 feet by 70 feet wide. The property is bordered to the north by commercial properties, to the east by Olympic Avenue South, to the south by South Glacier Place, and to the west by railroad tracks and the Green River. We did not observe any surface water within the site during our visit on April 4, 2008. Subsurface Conditions Geology: The site is mapped on the Geologic Map of the Des Moines 7.5' Minute Quadrangle, King County, Washington, by Derrick B. Booth and Howard H. Waldron (2004). The site is mapped as NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation La Panzanella Bakery Silo 18475 Olympic Avenue South - Tukwila, Washington April 23, 2008 NGA File No. 784608 Page 3 Alluvium (Qa). The alluvium deposits are described as cobble gravel, pebbly sand, and sandy silt. Our explorations generally encountered sand, silty sand, and silt with sand generally consistent with the description of alluvium. Explorations: The subsurface conditions within the site were explored on April 4, 2008 with a single boring using a truck - mounted drill rig. The exploration (B -1) was located within a fenced area near the southwest corner of the building, in the planned location of the flour silo. The approximate location of the exploration is shown on the Site Plan in Figure 2. A geologist from Nelson Geotechnical Associates, Inc. (NGA) was present during the exploration, examined the soils and geologic conditions encountered, obtained samples of the soil, and maintained logs of the boring. A Standard Penetration Test (SPT) was performed on each of the samples during drilling to document soil density at depth. The SPT consists of driving a 2 -inch outer - diameter, split -spoon sampler 18 inches using a 140 -pound hammer with a drop of 30 inches. The number of blows required to drive the sampler the final 12 inches is referred to as the "N" value and is presented on the boring logs. The N value is used to evaluate the strength and density of the deposit. The soils were visually classified in general accordance with the Unified Soil Classification System, presented in Figure 3. The log of our exploration is presented in Figure 4. We present a brief description of the subsurface conditions in the following paragraph. For a detailed description of the subsurface conditions, the boring log should be reviewed. Exploration B -1 encountered approximately 5.0 feet of light brown to brown, medium stiff, sandy silt underlain by approximately 30.0 feet of gray, very soft to stiff, silt with varying amounts of fine sand. The silt was underlain by dark gray to black, very loose, fine to coarse sand with trace silt. We interpreted these soils to be the native alluvium and the boring was terminated within these soils at a depth of 44.0 feet below the existing ground surface. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation La Panzanella Bakery Silo 18475 Olympic Avenue South - Tukwila, Washington April 23, 2008 NGA File No. 784608 Page 4 Hydrologic Conditions Groundwater was encountered at approximately 5.0 feet below the existing ground surface in the boring exploration. It is our opinion that the groundwater encountered is part of the regional groundwater table. We do not anticipate that groundwater levels would fluctuate significantly through the year. SEISMIC HAZARD General: We reviewed the 2006 International Building Code (IBC) for site seismic classification. Since mostly non - glacial soft deposits underlie the site, the site conditions best fit the IBC description for Soil Class E. Geotechnical seismic considerations for this site include liquefaction potential. The type of soil most susceptible to liquefaction during an earthquake is a saturated loose to medium dense sand deposit. A loose saturated sand deposit, when subjected to vibration, tends to compact and decrease in volume. If the sand deposit does not drain, the pore water pressure increases. If the pore water pressure is allowed to buildup by continued vibration, a "quick" condition can be reached when the pore water pressure equals the effective overburden pressure at that depth. Under this condition the sand temporarily loses its shear strength and acts as liquid. Liquefaction Potential: Some of the soils encountered during our explorations at depth have liquefaction potential. The liquefaction potential was evaluated based on the information obtained from the exploration and in general accordance with the simplified method described by Seed (1985) and Robertson (1996). The soil zone we identified as having risk of liquefaction extends from a depth of about 5.0 feet down to the maximum depth explored of 44 feet. Liquefaction- Induced Settlement: We also evaluated the potential liquefaction- induced settlement. This was completed in general accordance with simplified method described by Tokimatsu and Seed (1987). The results of that evaluation indicated potential ground surface settlements in the vicinity of the planned silo could be on the order of 10 inches, with a margin of error of 50 percent. These predicted settlements are for a magnitude 7.5 earthquake and a maximum acceleration of 0.2g. Liquefaction- Induced Lateral Spreading: Lateral spreading is lateral movement of liquefied soil and overlying soil downslope or towards an open space. The site and vicinity have relatively flat topography which lends the site unfavorable for lateral spreading. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation La Panzanella Bakery Silo 18475 Olympic Avenue South - Tukwila, Washington April 23, 2008 NGA File No. 784608 Page 5 LABORATORY ANALYSIS We performed four grain - size analyses on selected soil samples obtained from the site. Laboratory tests were performed on samples taken from our exploration at 2.5, 7.5, 22.5 and 37.5 feet below the existing ground surface. The results of the sieve analyses are presented as Figures 5 through 8, respectively. CONCLUSIONS AND RECOMMENDATIONS General It is our opinion, from a geotechnical standpoint, that the site is compatible with the planned flour silo relocation, provided that our recommendations for site preparation and silo support are followed. The site is underlain by a relatively thick deposit of very loose to medium dense alluvium. These soils have some potential for consolidation -type settlement and liquefaction- induced settlement if the silo is supported directly on these deposits. A deep foundation support system such as pin piles driven to refusal would effectively eliminate the settlement potential. We have discussed silo support alternatives with you and your architect. Based on that discussion, we understand that you desire to "float" the silo on the on- site soils, accepting the risk of settlement and thus eliminating the use of deep foundations. Based on these conditions and your desire to eliminate the deep foundation support alternative, we recommend that the silo be supported on a heavily reinforced concrete mat that in turn is supported on a layer of crushed rock. The crushed rock layer should bear on the underlying native alluvium. The thickness of the rock spall layer should be a minimum of three feet below the silo slab. The rock should consist of 2- to 4 -inch spalls placed in lifts and compacted to a non - yielding condition using a trackhoe bucket. It should be understood that supporting the silo on a heavily reinforced slab and the crushed rock should help reduce the adverse impacts of settlement on the structure rather than eliminate the settlement potential. Only supporting the silo on deep foundations would effectively eliminate the settlement potential. However, based on the good performance of the existing building, it is our opinion that the recommended silo support methods should provide a good level of protection against settlement. NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation La Panzanella Bakery Silo 18475 Olympic Avenue South - Tukwila, Washington April 23, 2008 NGA File No. 784608 Page 6 Silo Area Preparation The silo area should be prepared by over - excavating the subgrade a minimum of three feet below bottom of slab. The over - excavation should be backfilled with 2 to 4 - inch rock spalls placed in 12 - inch lifts and compacted to a non - yielding condition. The spall layer should extend a minimum of three feet below finished slab subgrade and a minimum of two feet horizontally on all sides of the slab. The horizontal extension of the rock spalls may be reduced in the field based on conditions encountered and proximity of the silo to existing structures. Depending on the material exposed in the over - excavation, it might be necessary to place a layer of geo- fabric on the exposed surface prior to placing the crushed rock. NGA should be retained to observe the earthwork phase of construction and provide on -site recommendations for completing the excavation and placement of the recommended rock spall layer and the geo- fabric, as needed. The sides of the excavation should be sloped for safety if worker access is necessary. Also, existing footings adjacent to the excavation and other structures should be protected against undermining by the excavation. This should be reviewed and planned prior to construction. All WISHA/OSHA requirements for safe worker access should be implemented at all times. Silo Slab Design We recommend that the flour silo be supported on a heavily reinforced concrete slab. This slab should be supported on crushed rock as described above. The slab should be embedded a minimum of 18 inches into the crushed rock for frost protection and bearing capacity considerations. For slab constructed as outlined above, we recommend an allowable design bearing pressure of no more than 1,000 pounds per square foot (psf) be used for designing the slab founded on a minimum of three feet of rock spalls extending to the native soils. We should be consulted if higher bearing pressures are needed. A subgrade modulus of 200 pounds per cubic inch should be utilized in the slab design. IBC guidelines should be used when considering increased allowable bearing pressure for short-term transitory wind or seismic loads. Lateral loads may be resisted by friction on the base of the slab and passive resistance against the subsurface portions of the slab. A coefficient of friction of 0.35 may be used to calculate the base friction and should be applied to the vertical dead load only. Passive resistance may be calculated as a triangular NELSON GEOTECHNICAL ASSOCIATES, INC. Geotechnical Engineering Evaluation La Panzanella Bakery Silo 18475 Olympic Avenue South - Tukwila, Washington April 23, 2008 NGA File No. 784608 Page 7 equivalent fluid pressure distribution. An equivalent fluid density of 250 pounds per cubic foot (pcf) should be used for passive resistance design for a level ground surface adjacent to the slab. This level surface should extend horizontally a distance equal to at least three times the depth to the bottom of the slab. These recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values for frictional and passive resistance, respectively. To achieve this value of passive resistance, the slab should be poured "neat" against the crushed rock. We recommend that the upper six inches of material be neglected when calculating the passive resistance. USE OF THIS REPORT NGA has prepared this report for Mr. Paul Pigott and his agents, for use in the planning and design of the planned flour silo on this site only. The scope of our work does not include services related to construction safety precautions and our recommendations are not intended to direct the contractors' methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. There are possible variations in the subsurface conditions from what is described in this report. Our report, conclusions, and interpretations should not be construed as a warranty of subsurface conditions. A contingency for unanticipated conditions should be included in the budget and schedule. We recommend that NGA be retained to review project plans prior to construction and to monitor the earthwork phase of the project. These additional services are intended to confirm that the conditions encountered during construction are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities comply with our recommendations. We should be contacted a minimum of one week prior to construction activities and could attend pre - construction meetings if requested. Within the limitations of scope, schedule and budget, our services have been performed in accordance with generally accepted geotechnical engineering practices in effect in this area at the time this report was prepared. No other warranty, expressed or implied, is made. Our observations, findings, and opinions are a means to identify and reduce the inherent risks to the owner. NELSON GEOTECHNICAL ASSOCIATES, INC, Geotechnical Engineering Evaluation La Panzanella Bakery Silo 18475 Olympic Avenue South - Tukwila, Washington April 23, 2008 NGA File No. 784608 Page 8 It has been a pleasure to provide service to you on this project. If you have any questions or require further information, please call. Sincerely, NELSON GEOTECHNICAL ASSOCIATES, INC. Lee S. Bellah Staff Geologist Khaled M. Shawish, PE Principal LSB:KMS:pkw Eight Figures Attached Two Copies Submitted cc: Paul Thienes — Thienes Williams Architects (One Copy) Greg Guillen — CG Engineering (One Copy) NELSON GEOTECHNICAL ASSOCIATES, INC. s1 /501st (take y ank 182nd.St' • idle l y l ) ,ra A.1 '0;1 I VICINITY MAP Not to Scale 5,178fti, Sts 180th St Segale Part!) Dr. �, Orilila P roject Site ._. ._. —5_2 Qt) St ro S 204t1) St ; The Boeing s 204th : ,St ® 2008 MapOu , est Inc. Tn � _ - .... • Costco Or Tukwila, WA x' 11 F.l ,g u 5..84. h PI /s 19o01_St 1 1. $193rd St {144ti1;PI • S 184th St :sr S 202nd '5 Map Data 9 zoos NAVIEQ N Project Number 784608 Figure 1 La Panzanella Bakery Vicinity Map NELSON GEOTECHNICAL NGA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311.155Z Aw. NE, A.500 WooSnW5., WA 56072 (425) 45615651 Fax 4512510 6nopOnYN County (425) 337 -1565 W.Mtoh..ICANan (525) 665.7655 wwx.nal.ong.Obdi.com No. Date 4/sros Revision Original By JRW CK LSB UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE- GRAINED SOILS MORE THAN 50 % RETAINED ON NO. 200 SIEVE GRAVEL MORE THAN 50 % OF COARSE FRACTION RETAINED ON NO.4 SIEVE CLEAN GRAVEL GW WELL - GRADED, FINE TO COARSE GRAVEL GP POORLY - GRADED GRAVEL GRAVEL WITH FINES GM SILTY GRAVEL GC CLAYEY GRAVEL SAND MORE THAN 50 % OF COARSE FRACTION PASSES NO. 4 SIEVE CLEAN SAND SW WELL - GRADED SAND, FINE TO COARSE SAND SP POORLY GRADED SAND SAND WITH FINES SM SILTY SAND SC CLAYEY SAND FINE - GRAINED SOILS MORE THAN 50 % PASSES NO. 200 SIEVE SILT AND CLAY LIQUID LIMIT LESS THAN 50 % INORGANIC ML SILT CL CLAY ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY LIQUID LIMIT 50 % OR MORE INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT CH CLAY OF HIGH PLASTICITY, FLAT CLAY ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 1) Field classification is based on visual SOIL MOISTURE MODIFIERS: examination of soil in general accordance with ASTM D 2488 -93. Dry - Absence of moisture, dusty, dry to the touch 2) Soil classification using laboratory tests is based on ASTM D 2488 -93. Moist - Damp, but no visible water. 3) Descriptions of soil density or Wet - Visible free water or saturated, consistency are based on usually soil is obtained from interpretation of blowcount data, below water table visual appearance of soils, and /or test data. Project Number 784608 La Panzanella Bakery Soil Classification Chart NELSON GEOTECHNICAL NGA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311.1350, Ave. NE. A-500 3 aMm.h Cauny(I25)337.,688 vaoodl,wOr, WA 98672 w.n.ld144/Cn.yn (509)784-2758 (425) 4661609 I Fax 4514510 www.n.l.ppwrp,.c0m No. Date Revision By CK 1 4/9/08 Original JRW LSB I 1 Figure 3 BORING LOG B -1 Approximate Ground Surface Elevation: ?? Soil Profile Sample Data Penetration Resistance (Blows /foot - 0) 10 20 30 40 50 50+ Laboratory Testing Piezometer Installation - Ground Water Data (Depth in Feet) Description Graphic Log Group Symbol Blow Count Sample Location (depth in tee 10 Moisture (Percent 20 30 Content - ■ 40 50 50+ Light brown to brown, sandy silt — — (medium stiff, moist to wet) - - ML _ - — .. 7 - 1 _ III G _ Gray silt with trace fine sand and organics (soft, wet) T: • 5 - 5 Y 5 - t - Becomes very soft .. - ML 1 i G - 10 - 10 • 1 - . 7 _ ;:. 15 -15 — -.7- 2 1 - 20 ......... - 20 .. ... SM _ 3 - II G - 25 - ....... - 25 Becomes stiff 9 - - LEGEND Solid PVC Pipe r� Concrete P L.�l M Moisture Content Depth Driven and - Slotted PVC Pipe Bentonite A Atterberg Limits =- Amount Recovered G Grain -size Analysis ■ with 2 -inch O.D. Split -Spoon Sampler ® Monument/ Cap Native Soil DS Direct Shear to Piezometer Depth Driven and Amount Recovered qtr Liquid Limit PP Pocket Penetrometer Readings, tons/ft Silica Sand P Sample Pushed II y with 3 -inch Shelby Tube Sampler + Plastic Limit Water Level T Triaxial NOTE: Subsurface conditions depicted represent our observations at the time and ocation of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of information presented on this log. Project Number NELSON GEOTECHNICAL No. Date Revision By CK 784608 La Panzanella Bakery N G A ASSOCIATES, INC. 1 418/0/ Original JRW LSE Figure 4 Boring Log GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311 -135th Aw. NE. A500 5nohorn h cony (425) 337.1589 1 Page 1 of 2 (42Wood i., WA 05072 W.n,tth..tih.Isn (509) 705 -2755 S) Ass -1550 / Fox 481 -2510 wvni.n.loonp.ebd.nsm 00 c la 0 J D - o N t7) O) J F BORING LOG B -1 (cont.) Soil Profile Sample Data Penetration Resistance (Blows/foot - 0) 10 20 30 40 50 50+ I I I Laboratory Testing Piezometer Installation - Ground Water Data (Depth in Feet) Description Graphic Log Group Symbol Blow Count Sample Location (depth in feet) 10 Moisture 20 Percent 30 Content -10) 40 50 50+ Gray, silt with fine sand and trace organics (stiff, wet) - Da k gray black ne fo coarse sanYw lE trace silt — (very loose, wet) - Grades to medium dense • •• ---• -._ ML — — SP -SM 7 0 13 35 - 40 . ■ ..... G - - 35 - _ - - 40 _ - - 45 - - 50 - 55 . ti � Boring terminated below existing grade at 44.0 feet on 4/4/08. Groundwater seepage was encountered at 5.0 feet during drilling. 45 50 55 LEGEND , Solid PVC Pipe j Concrete M Moisture Content NOTE: representative Slotted PVC Pipe Bentonite A Atterberg Limits ■ Depth Driven and Amount Recovered — G Grain -size Analysis with 2 -inch O.D. Split -Spoon Sampler ® Monument/ Cap . Native Soil DS Direct Shear to Piezometer PP Pocket Penetrometer Readings, tons/ft Depth Driven and Amount Recovered * Liquid Limit [Ti Silica Sand P Sample Pushed with 3 -inch Shelby Tube Sampler + Plastic Limit y Water Level T Triaxial Subsurface conditions depicted represent our observations at the time and location of this exploratory hole, modified by engineering tests, analysis and judgement. They are not necessarily of other times and locations. We cannot accept responsibility for the use or Interpretation by others of information presented on this log. Project Number 784608 La Panzanella Bakery Boring Log NELSON GEOTECHNICAL N G A ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17311 -135th Ave. NE, A-550 Snohomish County (425) 337 -1669 WoodimAl. WA 99072 Wenatchee/Chelan (569) 7642768 (425)455.10691 Fax 461 -2516 raw n.laonp.ol•rh.com No. Date Revision By OK 1 UBNS °Spinal JRW LSB I Figure 4 Page 2 of 2 co 0 Zit CO C/) J a S 0 0) cn 0 J J U.S.C. SYMBOL EXPLORATION NUMBER SAMPLE DEPTH SOIL DESCRIPTION SOIL DISTRIBUTION •ML B - 1 2.5 feet Dark brown to brown, sandy silt Sand Gravel 38 %a Silt/Clay = 60% COBBLES GRAVEL SAND SILT OR CLAY COARSE I FINE COARSEI MEDIUM I FINE m (a c m 01 GI N ' 0 P el a r Z m m z r o O i O Z m n m cp --1 O 1 ii 5 0 m -I ai r4 mm n l>�n 0 n n ? 3$s i n to r r S y y m 0 o 0 o c CO 3 0- z 0 0 a a) Fa 0 n 100 90 80 I- 0 70 >. 60 ce m z 50 5_ I— w 40 0 a 30 20 10 U.S. STANDARD SIEVE SIZE a ° \a ° \o 4O mo o' co 0 °,,,°° ti °° o o o• $ o. fl 0 1000 100 10 1.0 GRAIN SIZE IN MILLIMETERS 0.1 0.01 0.001 NGA Drafting 2008\784608 La Panzlsieve.dwg U.S.C. SYMBOL EXPLORATION NUMBER SAMPLE DEPTH SOIL DESCRIPTION SOIL DISTRIBUTION •ML B - 1 7.5 feet Gray silt with trace fine sand and organics Gravel = 0 1 % Sand = 5 /o Silt/Clay = 94% COBBLES GRAVEL SAND SILT OR CLAY COARSE FINE COARSE MEDIUM FINE cn C 0) ✓ v v N m v w CO CD Zi rZ m yr N tt N O o z a '4O VI 1 tnm n z z . A � 0 Co) w - u ▪ CD CO 0 Z 00 C 0 m z 0 a m N 0 03 c) NGA Drafting 2008\784608 La Panzlsieve.dwg 100 90 80 h 70 >- 60 cc Z 50 U- I- w 40 U w 30 20 10 U.S. STANDARD SIEVE SIZE 0 1000 100 10 1.0 GRAIN SIZE IN MILLIMETERS 0° �'�� ADO 0.1 0.01 0.001 U.S.C. SYMBOL EXPLORATION NUMBER SAMPLE DEPTH SOIL DESCRIPTION SOIL DISTRIBUTION •ML B -1 22.5 feet Gray silt with trace organics Gravel = 0% Sand = 1% Silt/Clay = 99% COBBLES GRAVEL SAND SILT OR CLAY COARSE FINE COARSE MEDIUM FINE ii Co fD v z• U1 rZ Dr N N N O O z a m 1 O m -I i nm n nz • n r s_4 ca N N a, - o 0 ▪ CD 00 0 O c CO 3 CT m z 0 0 d 0 z m 0 0 W C) 7 100 90 80 H 0 70 w >- 60 re z50 6= I— w 40 U a 30 20 10 0 U.S. STANDARD SIEVE SIZE 1000 100 10 1.0 GRAIN SIZE IN MILLIMETERS t 0Q " 43' 43' 4O' 40' ‘ O' 0.1 0.01 0.001 NGA Drafting 2008%784608 La Panz%sieve.dwg U.S.C. SYMBOL EXPLORATION NUMBER SAMPLE DEPTH SOIL DESCRIPTION SOIL DISTRIBUTION •SP B - 1 37.5 feet Dark gray to black, fine to coarse sand with trace silt Gravel = 0% Sand = 96% Silt/Clay = 4% COBBLES GRAVEL SAND SILT OR CLAY COARSE FINE COARSE MEDIUM FINE i1 (o c co r cn 13 < N (D o) D J � o) m co N • � Cl) m Uf; 0 0 rq emi z � a r m z D O N nio in o x w 5- 1 no ril s'=. !Nil 0 C)) FO ii $@ a z r 0 z r7 m 0 -•I m C) 2 z n r a 0, N w z 0 z m N 0 03 C) 100 90 80 H 0 70 >- 60 m z 50 E- w 40 0 a 30 20 10 4Q 43" U.S. STANDARD SIEVE SIZE o• 1 11 II II If 0 1000 100 10 1.0 GRAIN SIZE IN MILLIMETERS "AR c9 o �o �o ��o o 0.1 0.01 0.001 NGA Drafting 2008%784608 La Panz0ieve.dwg 2 g a as a m m as a - n Q 2 d 2 N O C r a CD 51 lD a) co N W a a CD Project Number 784608 Figure 2 SZ r- 2 § m 0 m O N ga Z v ° x 3 a, (8 0- La Panzanella Bakery Site Plan SI 1-23'oo"x3 o9 71' NELSON GEOTECHNICAL NGA ASSOCIATES, INC. GEOTECHNICAL ENGINEERS & GEOLOGISTS 17811 -11551 Ara. NE. A 8ndwmirll County (425) 337 b5 rMib, WA 6802 VtimalerMClnim (508) 7942755 1 4 -16801fu 481 -2510 roww.nelsongeotach.con so l'IAols" ‘, „,Arc ems to Publo ROW No.! Date Revision By X 01/23/08 O00981 ISIW z 8 CK Lss 9 � 3 KISCO BULK FLOUR SILO Location: La Panzanella Seattle Washington, U.S.A. STRUCTURAL ANALYSIS OF A 70,000 lb KISCO FLOUR STORAGE BIN 8 ABILITY TO WITHSTAND ACCELERATION FROM SEISMIC LOADING Summary of Calculations Results of the analysis show that the bin which holds 70,000 lbs of flour is capable of withstanding seismic acceleration with a safety factor of greater than 3 in the wall sheets. The calculations concentrate on the hoop stresses in the bins and examine the forces throughout the flour load. The silos are conservatively designed for the storage of flour at 35 lbs. /cu. ft. Flour is a non hazardous food product. :t om Prepared by: David N. Talbot Engineer Ref # 1636 Lr rtAr is , s.rnarmarro • RECEIVED E L TI CITY O JUN 2 0 LUUa3 PERMIT CENTER rctV1EWED FOR CODE COMPLIANCE APPROVED Ci ! ?Of Tukwila BUILDING DIVISION JUN 2 5 2008 CORRECTION LTR# May 2005 z s" 1 of 11 KISCO BULK FLOUR SILO Location: La Panzanella Seattle Washington, U.S.A. May 2005 STRUCTURAL ANALYSIS OF A 70,000 lb KISCO FLOUR STORAGE BIN & ABILITY TO WITHSTAND ACCELERATION FROM SEISMIC LOADING Method of Calculation Using the working stress method of calculation, the stresses in the bin walls are calculated with a full load of flour contained in the bin. Added to the wall stress created by the flour, is the loading caused by lateral acceleration due to seismic loading. The tables for calculation have been prepared using H.A. Jansen's formula. Prepared by: David N. Talbot Engineer Ref # 1636 2of11 KISCO BULK FLOUR SILO Location: La Panzanella Seattle Washington, U.S.A. May 2005 STRUCTURAL. ANALYSIS OF A 70,000 lb KISCO FL ur-r S o A CNE BIN & AEoLirY r; WITHSTAND ACCELERATION FROM SEISMIC LOADING Using Bin Analysis Formula: H.A. Jansen, J.A. Jamieson and M.S. Ketchum. !_;v D = Diameter of bin in feet H = Depth of flour to point being analysed from top surface of flour V = Vertical pressure of flour at depth H ft in lbs. /sq. ft. L = Lateral pressure of flour at depth H ft in lbs. /sq. ft. k = Ratio of lateral to vertical pressure U' = Tangent of angle of friction Base Design Data p (Bin diameter) 10.25 ft. Flour Density 35 lbs/cu. ft. Use 40 lbs/cu. ft. for design loads Bin Height (Flour storage) 27' -2" Wheat Flour - non hazardous Working Capacity of Bin 2,050 cu. ft. Nominal Capacity 70,000 lbs. Silo Walls - high strength aluminum alloy 5052 -H32 - Brinell hardness 60 - AMS specification - 401 SE 4016E 4017E 3 of 11 KISCO BULK FLOUR SILO Location: La Panzanella Seattle Washington, U.S.A. STRUCTURAL ANALYSL; OF A 70.000 'L fq3c0 4 WITHSTAND A C Erm 7 Rom SFIM DIN G Material Data High Strength Aluminum Alloy Plate 5052-H32 Tensile Strength = 33,000 PSI Yield Stress = 28,000 PSI For these calculations Working Stress = 7,000 PSI D = 105.06 for formula (Diameter of bin squared) Bolts: - zinc plated steel M8 x 16 bolts (metric) - strength grade 8.8 (comparable to SAE grade 5) - fine thread - tensile strength range 113,000 to 140,000 PSI Bolting Pattern 30M8 Bolts in 54" From H.A. Jansen: W = 40 lbs./cu. Ft. k = 0.52 U' = 0.414 tangent of angle of friction L = lateral pressure in lbs./sq. ft. L/D = see table listed from reference data V/D = see table listed from reference date eLb? ■"py N Ref 1 636 May 2005 4 of 11 KISCO BULK FLOUR SILO Location: La Panzanella Seattle Washington, U.S.A. STRUCTURAL ANALYSIS OF A 70,000 lb KISCO FLOUR STORAGE BIN & ABILITY TO WITHSTAND ACCELERATION FROM SEISMIC LOADING Formula For Stress In Bin Walls (H.A. Jansen) V = WD (1-E) 4kU' Hence L = kV & L/D = W (1-E 4kU' V/D = L/D x 1/k Example of Calculation (using table) At 15.37 ft. from top of load, H = 15.37' H/D = 1.5 V/D = 36.0 IJD = 15.12 Vertical pressure V = D x V/D = 10.25 x 36 = 369 PSF May 2005 Horizontal pressure L = D x L/D = 10.25 x 15.2 = 154.98 PSF Area of plate required to support hoop stress: a = LxD = 154.98 x 10.25 = 0.113 sq. in./ft. 2x7000 2 x 7000 Area of aluminium plate supplied top (3) rings = 0.081 x 12" = 0.97 sq. in./ft. Area of aluminium plate supplied base rings = 0.125 x 12" = 1.5 sq. in./ft. Both exceed the hoop stress requirement 1.5 > 0.977 > 0.113 sq. in./ft. 5 of 11 KISCO BULK F l.._OUR SILO May 2005 Location: La Panzanella Seattle Washington, U.S.A. STRUCTURAL ANALYSIS OF A 70,000 II) KISCO F.L.OUR S TOPAGE: BIN & ABiL I TY rn WITHSTAND A CCELER.A TION FROM SEISMIC LOADING Seismic Loadina Prepared by David N T��Ibrn Ref # 1636 The resultant seismic force acting at the centre of gravity results in an increase in hoop stress through the height of the bin. Base shear (V) = 0.485 w. The maximum flour load in the bin is 70,000 lbs. plus the weight of the silo. For calculation purposes, a lateral seismic force of 39,000 lbs.* (lateral shear) is assumed to act horizontally at the centre of gravity of the silo. The net effect is the load spread over 23' - 4" of aluminium wall (use 23'). [Wall above hopper line] Seismic load per foot 39,000 lbs. 1695 lbs. 23 ft. This is shared between both panel sheets 1695 lbs. 847 lbs. 2 *IBC 2003 sets V= 0.485w V =0.485 (70,000 +10,000) = 39,000 lbs. 6 of 11 KISCO BULK FLOUR SILO Location: La Panzanella Seattle Washington, U.S.A. Prepared by: David N. Talbot Engineer Ref # 1636 May 2005 STRUCTURAL ANALYSIS OF A 70,000 lb KISCO FLOUR STORAGE BIN 8 ABILITY TO WITHSTAND ACCELERATION FROM SEISMIC LOADING Effective Tension Is Aluminium Wall Sheets (Capacity) The bin walls are bolted with (30) M8 bolts in a panel length of 54 ". The effective tensile is, therefore, reduced due to the bolt holes. Each 12" vertical section of wall has an area of 12 "- 2.66" = 9.34" x t sq. in. 2 thicknesses of plate are used. (The bin is round.) Working tensile load for 1'0 vertical panel Top Sheets: 0.081" x 9.34" x 7000 psi =5,292 lbs. Bottom Sheets: 0.125" x 9.34" x 7000 psi =8,172 lbs. This is shown in table on page 8 as "tensile capacity of walls in lbs." Safety Factor Tensile load of wall sheets divided by the calculated load including seismic loading. See Summary in Table on page 8. 7 of 11 DEPTH H FT H/D L/D V/D LATERAL PRESSURE TENSION PER FT LBS SEISMIC LOAD PER FT LBS TENSION + SEISMIC LOAD LBS TENSILE CAPACITY LBS SAFETY FACTOR 1.02 0.1 1.62 3.86 16.6 85 847 932 5292 5.67 2.05 0.2 3.1 7.37 31.7 162 847 1009 5292 5.24 3.07 0.3 4.5 10.7 46.1 236 847 1083 5292 0.8 4.1 0.4 5.8 13.86 59.4 304 847 1151 5292 4.59 5.12 0.5 6.97 16.63 71.44 366 847 1213 5292 4.36 6.15 0.6 8.06 19.18 82.6 423 847 1270 5292 4.16 7.17 0.7 9.17 21.79 93.9 481 847 1328 5292 3.98 8.2 0.8 10.14 24.13 103.93 532 847 1379 5297 3.83 9.22 0.9 11.02 26.22 112.95 578 847 1425 5292 3.71 10.25 1 11.82 28.14 121.15 620 847 1467 5292 3.6 11.27 1.1 12.6 30 129.15 661 847 1508 5292 3.5 12.3 1.2 13.31 31.67 136.42 699 847 1546 5292 3.42 governs 13.32 1.3 13.98 33.22 143.29 734 847 1581 8172* 5.16 15.37 1.5 15.12 36 154.9 793 847 1640 8172 4.98 16.4 1.6 15.69 37.37 160.82 824 847 1671 8172 4.89 17.4 1.7 16.29 38.75 166.97 8.55 847 1702 8172 4.8 18.4 1.8 16.62 39.55 170.35 873 847 1720 8172 4.75 19.45 1.9 17.02 40.5 174.45 894 847 1741 8172 4.69 20.5 2 17.44 41.52 178.76 916 847 1763 8172 4.63 21.52 2.1 17.8 42.4 182.45 932 847 1779 8172 4.5 22.55 2.2 18.14 43.18 184.64 946 847 1793 8172 4.55 ) Attie Washington, U.S.A. ay 2005 STRUCTURAL ANALYSIS OF A 70,000 lb KISCO FLOUR STORAGE BIN 8 ABILITY TO WITHSTAND ACCELERATION FROM SEISMIC LOADING Prepared by: David N. Talbot Engineer Ref # 1636 TABLE OF BIN WALL Weakest Area of wall 12' - 0" down. IBC (2003) 3.42 Note: Wall Thickness increases at bottom. 8 of 11 KISCO BULK FLOUR SILO Location: La Panzanella Seattle Washington, U.S.A. May 2005 STRUCTURAL ANALYSIS OF A 70,000 lb KISCO FLOUR STORAGE BIN & ABILITY TO WITHSTAND ACCELERATION FROM SEISMIC LOADING CHECK ON WALL TENSILE STRENGTH W/ HORIZONTAL SEISMIC LOAD From Page 7, the working tensile capacity of the base aluminum wall sheet = 8,172 lbs. /ft. Checking the over turning moment due to lateral translation of the silo, assuming that 16'- 0" only of the silo wall out of 32' effectively carries the tensile load, taking moments about one side: T (stress per sq. ft. of silo wall) x 16' (section) x 7' -0" (approximate centre of force) = 54,000 (horizontal component) x 13.25' T = Tension per foot silo wall TM x 16' -0" x 7' -0" (approximate lever) = 54,000 x 13.25 (centre of force) T = 6,388 lbs. TM 6,388 lbs. /ft. > 8,172 Stress is below working stress of the aluminium sheets. The tension caused by lateral movement is counteracted by the silo wall loading due to flour in the silo. (This is a friction Toad.) From Page 10 at the top of the hopper V/D = 43.18 V = 442 lbs. /sq. ft. This vertical pressure acts on the hopper. Hopper area: 82.5 sq. ft. Total load on hopper cone: 82.5 x 442 = 36,464 lbs. Prepared by: ; pawid N. Talbot Engineer ftef # 1636 9 of 11 STRUCTURAL ANALYSIS OFA 70,000 lb KISCO FLOUR STORAGE BIN & ABILITY TO WITHSTAND ACCELERATION FROM SEISMIC LOADING KISCO BULK FLOUR SILO Location: La Panzanella Seattle Washington, U.S.A. CHECK ON WALL TENSILE STRENGTH W/ HORIZONTAL SEISMIC LOAD (cont'd) May 2005 Weight of product carried in walls: in compression is calculated by subtracting the weight of the flour on the hopper from the total weight of the flour in the bin. Circumference of silo wall 32.2' Prepared by: David N. Talbot Engineer Ref # 1636 70,000 lbs. - 36,464 lbs. = 33,536 lbs. Cw = compression per foot 33,536 = 1,041 lbs. 32.2 Net effect of seismic movement: Tension caused by lateral movement less compression from flour T - Cw = 6,388 -1,041 = 5,347 lbs. /ft. 5,347 < 8,172 (allowable working stress for wall sheet) Conclusion: Stress in wall sheets caused by seismic movement is below working stress of aluminium sheets. 10 of 11 KISCO BULK FLOUR SILO Location: La Panzanella Seattle Washington, U.S.A. STRUCTURAL ANALYSIS OFA 70,000 lb KISCO FLOUR STORAGE BIN & ABILITY TO WITHSTAND ACCELERATION FROM SEISMIC LOADING Conclusion Reference The bin design is competent for erection in the Seismic Zone defined by the International Building Code IBC 2003 as Amended by the City of Seattle. Design sheets from Kisco Manufacturing Prepared by: _:David N. Talbot Engineer '`Ref # 1636 May 2005 11 of 11 Memo To: Bill Rambo - City of Tukwila Dept of Community Development From: Paul Thienes CC: Date: 7/17/2009 Re: La Panzanella D08 -297 Paul Thienes Architect I have forwarded your notice for the needed Final Inspection to the contractor Joseph McKinstry Construction today. The outstanding requirements needed are something the Owner is trying to obtain. Please correspond with me at my new address. 2040 34 Ave So Seattle 98144 Thanks, Paul Thienes • Page 1 RECEIVE , JUL21 PERMIT CENTEE �i t! PAUL THIENES 3201 1 AV S #209 SEATTLE WA 98134 RE: Permit No. D08 - 297 18475 OLYMPIC AV S TUKW Dear Permit Holder: -or- Sincerely, Bill Rambo Permit Technician File: Permit File No. D08 -297 City of Tukwila Department of Community Development Jack Pace, Director 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 08/23/2009. 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. 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 08/23/2009, 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. Jim Haggerton, Mayor 6300 Southcenter Boulevard. Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 May 20, 2009 Ron Hacker La Panzanella 18475 Olympic Av S Tukwila, WA 98188 RE: Request for Extension #2 Development Permit No D08 -297 La Panzanella —18475 Olympic Ave S Dear Mr. Hacker, This letter is in response to your written request for an extension to Permit Number D08 -297. The Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending your permit an additional 90 days from the original date of expiration, through August 23, 2009 as requested. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, arshall Perrhit Ted;hnician City of r'talcwi File: Permit No. D08 -297 Department of Community Development Jack Pace, Director W:\Permit Center\Extension Letters\ Pemits\2008\D08 -297 Pemut Extension #2.doc jem Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 0 Phone: 206- 431 -3670 0 Fax: 206 - 431 -3665 ' IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Jennifer Marshall Permit Technician • City of Tukwila Department of Community Development 6300 Southcenter Boulevard Suite.100 Tukwila, WA 98188 -2599 RE: Permit No. D08 -297 18475 Olympic AV S TUKW • Jennifer, I am working with the fire department to complete a request they have. I have settled on the contractor to fix our fire system to meet the requirement as laid out by the City of Tukwila fire department. They are putting in for a permit and once that clears we are going to have them complete the work as quickly as possible. Once that is completed we can have the fire department sign off and we can close out all of our permits. We are asking for a 90 day extension so we can finish the final items. Ron Hacker La Panzanella LLC 425- 318 -2410 you co :'deratiol in this matter • IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ITV op - rtigositA MAY 19 2009 PERMIT CEN7E M475 O yrnpic ' 'r e. cS. - .7ufrmlfa, 9B1& - [Piz _206) 903 -0500 - }ax ('06) 903 -069J - Im e.lapanzanella. corn r April 14, 2009 Ron Hacker La Panzanella 612 S Alaska Street Seattle, WA 98108 epartment of Community Development Jack Pace, Director RE: Request for Extensions Development Permit Nos D08 -087, 239 & 297 La Panzanella Dear Mr. Hacker, Enclosed is a letter which was hand- delivered to the City of Tukwila. As you will see, while the address block is addressed to the City of Tukwila Department of Community Development Department, the addressee is not an employee of the City of Tukwila. Any permit extension request must be addressed to our Building Official, Bob Benedicto. Please be advised that all permit extension requests must be received prior to the expiration date of the permit. Consequently, the extension request for permit D08 -297 must be received prior to May 23, 2009. The two other permits included in the letter were D08 -087 and D08 -239 which both have expired as of March 16, 2009 and will not qualify for an extension. New permits, plans and fees will need to be submitted for prior to further construction or inspections on these expired permits. Once again, no action has been taken on permit D08 -297 and will not be until a properly addressed letter is received and reviewed by our Building Official. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, ifer Marshall it Technician Permit No. D08 -087, 239 & 297 P:\Permn Center\Extension Letters\Demals\Pemuts\D08 -227 Permit Extension Denial.doc jem Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 f 11111111111111 I11 111111111 111111111111111111 M1M1M1M1MMMMM1MM1MMM111MM1M1M1M1M1MM1M1M1111M1111M1MMM1M1M1MM1M1MM11 aul Thienes City of Tukwila Department of Communit 3201 1 Ave S #209 Seattle, WA 981 Ron Hacker La Panzanella LLC 425- 318 -2410 evelopment ermit No. D08 -239, D08 -087, and D08 -297 18475 Olympic AV S TUKW Paul, I am working with the fire department to complete a request they have. I Have met with the fire department and I am getting quotes to set our sprinkler system up to meet the fire departments requirements. We are asking for a 90 day extension so we can finish the final few items. Thank you for you consideration in this matter nnmm nuunuuuumm11mnn umu nmmumumMnnuumm 11nn nnnnnmm11uuunnnn nnn nmm11mumuunumun mm RECEIVED CCTV OF TUKWILA APR 13 2009 PERMIT CENTER 612 6. .2fa4a c51. - cSeallfe, Z& WO 8108 - J.one (206) 903 -0300 - 9ax (206) 903 -0698 - www. fapanzaneffa. corn 04 -02 -2009 PAUL THIENES 3201 1 AV S #209 SEATTLE WA 98134 RE: Permit No. D08 -297 18475 OLYMPIC AV S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 05/25/2009 , 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 xc: Permit File No. D08 -297 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Sauthcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 J February 6, 2008 Ron Hacker La Panzanella 612 S Alaska Street Seattle, WA 98108 Dear Mr. Hacker, City of Tukwila Department of Community Development Jack Pace, Director RE: Request for Extension #1 Development Permit No D08 -297 La Panzanella —18475 Olympic Ave S This letter is in response to your written request for an extension to Permit Number D08 -297. The Acting Building Official has reviewed your letter and considered your request to extend the above referenced permit. The City of Tukwila Building Division will be extending your permit an additional 90 days from the original date of expiration, through May 25, 2009 as requested. If you should have any questions, please contact our office at (206) 431 -3670. Sincerely, File: ifer Marshall it Technician Permit No. D08 -297 P:\Pennit Center\Extension Letters \Permits\2008\D08 -297 Permit Extension #1.doc jcm Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 r mnnnnnnnnnnnnnnnnnnnnnnnnnnnnnmm11mm11nmm11nmm11mmm11uuunnnuumuuunnnnnunnunnnnnunnnn Paul Thienes City of Tukwila Department of Community Development 3201 1 Ave South #209 Seattle, WA 98134 RE: Permit No. D08 -297 18475 Olympic AV S TUKW Paul, we have one more item to complete from the permit D08 -297 We are asking for a 90 day extension so we can finish the final item. 1) Final sign off of the electrical permit Ron Hacker La Panzanella 425 -318 -2410 u for your cq sideration in this matter nnmm11mm11nnnunnnnnmm11nnnunmuuunmumnu errvovivg 'JAN 2 9 2009 PERMIT cpnrrF, The final sign off of our electrical permit — We build several pieces of equipment in house and have been asked to have them UL Rated. Do to inclement weather and our decision to build one more reduction roller the UL Rating was pushed back. The UL Rating will take place on January 30, 2009 - after we ensure that it is designed, build, and wired correctly we will schedule the final electrical permit sign off. • ( 3__ est ifect 3,-0? f\k- � sl�l� i 612 3. Jfas c cSi. - Sea e, 702 98108 - '71 one (206) 903 -0500 - .`}ax (206) 903 -0698 - (mm.lapanzaneffa. corn 01 -02 -2009 PAUL THIENES 3201 1 AV S #209 SEATTLE WA 98134 RE: Permit No. D08 -297 18475 OLYMPIC AV S TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in writinM and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 02/22/2009 , your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, J 1 er Marshall, Pe t Technician xc: Permit File No. D08 -297 City ofT'u Jim Haggerton, Mayor Department of Community Development Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 ® Tukwila, Washington 98188 o Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 June 17, 2008 Paul Thienes 3201 First Avenue S, #209 Seattle, WA 98134 RE: CORRECTION LETTER #1 Development Application Number D08 -297 La Panzanella —18475 Olympic Avenue S Dear Mr. Thienes: 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 Fire Department. At this time the Building, Planning and Public Works Departments have no comments. Fire Department: Steve Kohler at 206 575 -4404 if you have questions regarding the following comments. 1. Please provide description /specifications for the silo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3670. Sincerely, Brenda Holt Permit Coordinator encl File No. D08 - 297 Department of Community Development P:\Permit Center\ Correction Letters \2008\D08 -297 Correction Ltr #1.DOC wer 0 Jim Haggerton, Mayor Jack Pace, Director 6300 Southcenter Boulevard, Suite #100 0 Tukwila, Washington 98188 a Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 p May 30, 2008 Paul Thienes 3201 First Avenue S, #209 Seattle, WA 98134 RE: Letter of Incomplete Application # 1 Development Permit Application D08 -297 La Panzanella — 18475 Olympic Avenue S Dear Mr. Thienes, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on May 27, 2008 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department need to be addressed: Public Works Department: Joanna Spencer at 206 431 -2440 if you have any questions concerning the attached comments. Please address the comment above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Brenda Holt Permit Coordinator Enclosures File: D08 -297 City of Tukwila Department of Community Development Jack Pace, Director PAPermit Center\Incomplete Letters\2008\D08 -297 Incomplete Ltr #1.DOC jem • 0 Jim Haggerton, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 DATE: May 28, 2008 PROJECT: PERMIT NO: D08 -297 P: joanna/comments 1 D08 -297 • 0 PUBLIC WORKS DEPARTMENT COMMENTS La Panzanella Silo Foundation 18475 Olympic Ave S PLAN REVIEWER: Contact Joanna Spencer (206) 431 -2440 if you have any questions regarding the following comments. 1) On your site plan please show all existing utility lines serving the building to assure that there is no conflict with proposed foundation. Request for Public Records form is attached. Please fill out the form and forward it to Laurie Werle at (206) 433 -0179, so we can provide you "As- built" plans. Please also contact utility locates at 1- 800 - 424 -5555 so they can mark existing lines on site. If there are existing utility lines in immediate vicinity of proposed foundation, please submit a letter from your geotechnical engineer assuring that proposed silo will have no adverse impact on the existing utility lines. If there is a conflict, please show on your plan utility line(s) that will have to be relocated to accommodate future silo together with construction cost estimate for any utility line(s) relocation. ACTIVITY NUMBER: D08 - 297 DATE: 06 -20 -08 PROJECT NAME: LA PANZANELLA SITE ADDRESS: 18475 OLYMPIC AV S Original Plan Submittal X Response to Correction Letter # 1 Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: Building Division Public Works Complete Comments: Documents/routing slip.doc 2 -28 -02 • PERMIT COORD COPY • PLAN REVIEW /ROUTING SLIP n APPROVALS OR CORRECTIONS: Oluto Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete TUES/THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: DATE: DATE: Planning Division n Permit Coordinator Not Applicable No further Review Required DUE DATE: 06-24-08 Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: DUE DATE: 07 -22-08 Approved I Approved with Conditions [f Not Approved (attach comments) n Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DEPARTMENTS: U Buil�� ng division it 1 ,,,AAA ACTIVITY NUMBER: D08 -297 DATE: 06 -06 -08 PROJECT NAME: LA PANZAN ELLA SITE ADDRESS: 18475 OLYMPIC AV S Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # after Permit Issued .00 69-4 Public Works lb PERMIT COORD COPY. PLAN REVIEW /ROUTING SLIP ou dam) 111 114 Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Complete Comments: TUES/THURS ROUT NG: Please Route Structural Review Required REVIEWER'S INITIALS: Documents routing slip.doc 2 -28 -02 APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: DATE: DATE: Planning Division Permit Coordinator n DUE DATE: 06 -10 -08 Not Applicable n Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: No further Review Required n DUE DATE: 07-08-08 Not Approved (attach comments) F Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: (Pql Bldg ❑ Fire [ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D08 - 297 PROJECT NAME: LA PANZANELLA SITE ADDRESS: 18475 OLYMPIC AV S X Original Plan Submittal Response to Correction Letter # DATE: 05 -27 -08 Response to Incomplete Letter # Revision # after Permit Issued DEPARTMENTS: Building Division Pub4 Works ! ICA Structural Complete Comments: TUES/THURS ROUTING: Approved Notation: Documents/routing slip.doc 2 -28 -02 'PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: Approved with Conditions 0460 diviAttf Fire Prevention DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete r✓ ►- �j ,7 4 Ping Division ❑ Permit Coordinator DUE DATE: 05-29-08 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: 6 -lifv -de, LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW [2( Staff Initials: No further Review Required DATE: DUE DATE: 06-26-08 Not Approved (attach comments) n DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: i REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: DO8 -297 ❑ Response to Incomplete Letter # _ ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Date: 11 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 Project Name: LA PANZANELLA • nroenre CITY OF 17 IVW ?L 'JUN 20 2008 PERma GEN TEh Project Address: 18475 Olympic Avenue S Contact Person: Paul Thienes Phone Number: DIA Me Summary of Revision: Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 1 Entered in Permits Plus on CU(? 1 \applications \forms - applications on hne\revision submittal Created: 8 -13 -2004 Revised: Date: • City of Tukwila \applications \forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us • i REVISIOi SUBNlTTAL i Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ® Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: LA PANZANELLA Project Address: 18475 Olympic Avenue S Plan Check/Permit Number: D08-297 RECEIVED CITY OF TUKWUA 'JUN 0 6 2008 PERMIT CENTER Contact Person: Paul Thienes Phone Number: (a 2 — 73 r Summary of Revision: �-- oc0 .U>aflr,12 Cog optMP U-; cl...► -s4 Sheet Number(s): t "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on gQ ketA License Information License JOSEPMC065O3 Licensee Name JOSEPH MCKINSTRY CONST CO Licensee Type CONSTRUCTION CONTRACTOR UBI 601568017 Ind. Ins. Account Id Business Type CORPORATION Address 1 3304 BEACON AVE S Address 2 City SEATTLE County KING State WA Zip 981446333 Phone 2067234651 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 9/23/1994 Expiration Date 4/16/2010 Suspend Date Separation Date Parent Company Previous License JOSEPMC212JW Next License Associated License Business Owner Information Name Role Effective Date Expiration Date MCKINSTRY, JOSEPH L 01/01/1980 MCKINSTRY, JILL M 01/01/1980 BOYNS, SHANON L 01/01/1980 MCKINSTRY, JOSEPH L AGENT 01/01/1980 Look Up a Contractor, Electr or Plumber License Detail Washington State Department of Labor and Industries General/Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. • Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date Page 1 of 3 https: // fortress. wa. gov /lni/bbip /printer.aspx ?License= JOSEPMC065O3 07/01/2008 BUILDING AREA Main Floor Office Area Upper Floor Office Area Total Office Manufacturing Area Parking for Office Use Parking for Mfg Use Total Parking BUILDING INFORMATION Type III N Sprinkelered Exterior walls — 5 1/2" Tilt—up w/ enlarge to carry beams Interior walls — Wood framed w/5/8" GWB both sides. Int roof bms — 6 1/4" x 31 1/2" GLB w/ center post 10 1/2" x 10 3/4" Glu Lam; Intermed bms 4 "x14" @ 8" oc; 1/2" ply w/ 2x4 stiff @ 2' oc. 2 nd floor — Wood framing F -2 Occupancy Bakery w/ accessory Office INTENDED USE -- Make crackers & associated bakery products using typ bakery ingredients. Flour to be stored in structure to have separation from other items & sorces of combustion horizontal 2' & vert 18" below sprinkler head. ADDITIONAL CONST. OR ALTER'N — None this permit; other work under srparate permit. TAX PARCEL NUMBER — 7888900111 LEGAL DESCRIPTION That portion of Lot 11 Southcenter South Industrial Park according to the plat thereof recorded in Volume 97 of plats, pages 22, 23, 24 and 25, inclusive, records of King County, Wash. Described as follows: Beginning at the northeast corner of said Lot 11; thence south 11deg 23'50" west along the east line of said Lot 11 a distance of 19.42 feet to the true point of beginning; thence continuing south 1ldeg23'50" west a distance of 106.17 feet; thence along a curve to the right having a radius of 50.00 feet, an arc distance of 69.62 feet; through a central angle of 79deg47'00 "; thence north 88deg49'10" west a distance of 215.51 feet; thence north 15deg37'46" west a distance of 66.01 feet; thence along a curve to the right having a radius if 459.28 feet, an arc distance of 114.60 feet through a central angle of l4deg17'48 "; thence north Oldegl9'58" West a distance of 28.00 feet; thence south 78deg36' l0" East a distance of 328.25 feet to the true point if beginning. Situate in county of King, State of Washington 1,698.5 SF 2,723.81 4,422.31 SF 19,801.5 SF 4,422./1,000x3 = 14 cars 19,801 /1,000 = 20 cars SITE 34 cars Olympic Ave S Cascade Ave S cd 0 0 0 West Valley Highway VICINITY MAP Trrry pr S78 °36' 14 "E 328.26' 1 "= 20.00' REVISIONS No changes shall be made to the scnpp of work without prior approval of Tukwila Building Division. NOTE Revisions will require a new plan subrnit¢al and may include additional plan re ,,;. , ,r, r fres Site Plan - Glacier St CITY RECEIVED JUN 0 6 2008 PERMIT CENTER s..jK r ` r' COMPLIA Nt. E APPS:0 E JUN 2 5 2000 of i� Cr SEPARATE PERMIT REQUIRED FOR: ErMechanical e lectrical lumbing Gas Piping City of Tukwila 1B'1iiLDlN DiVISiO Permit No Mar revi 'w approval is subject to errors and omissions. Appro'al 01 construction documents doss not authorize the violation of any adopted code or ordinance. Renipt approved F!p!d Copy and conditions is acknowledged: BY . _._ 1 a City of Tularilla E TIMING DNI yO INCOMPLETE L TR # DDB -211- ri d tr rt Concrete & asphalt to meet Partial Elevation 1/4"=1° -o" / / Esist structure Silo by and installed by Owner Silo by and installed by Owner- Silo Section 1/4 „ =v_0 i 8'-2” IOW Silo Foundation for Silo 22 r--- -- 24'-7" 4/ 1. I 8' 4 0 z 1 4 Partial Site Plan ■ 4 4 4 co 24 JUG 25 "3 T ¢( -2, 1 co ImPf RECEIVED CITY OF TUKIMLA MAY 2 7 2008 PERMIT CENTER (1) ct 7) ,M N 05 20 08 05 22 08 of 2 f c = 4000 PSI BAR SIZE DEVELOPMENT LENGTH LAP SPLICE TENSION COMPRESSION TENSION COMPRESSION TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS ALL BARS # 19 15 8 24 19 12 #4 25 19 10 33 25 15 # 31 24 12 41 31 19 # 37 29 15 49 37 23 #7 54 42 17 71 54 27 #8 62 48 19 81 62 30 NOTE: LENGTHS ARE IN INCHES. LAP SPLICES ARE CLASS B. BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 1. ALL 2. ALL 3. "TOP THAN OPERATION CONT. PERIODIC REMARKS SOILS FOOTINGS 4000 PSI 0.45 EXCAVATION & FILL N/A X GEOTECH. ENGINEER CONCRETE REINFORCING PLACEMENT X ANCHOR BOLTS X CONCRETE TEST SPECIMENS X CONCRETE PLACEMENT X NOTE: IN ACCORDANCE WITH 2006 BE PERFORMED BY A QUALIFIED THE ARCHITECT, STRUCTURAL FURNISHED WITH COPIES OF ALL PROJECT SPECIFICATIONS SHALL BE THE DESIGN TEAM. ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IBC CHAPTER 17. SPECIAL INSPECTION SHALL TESTING AGENCY DESIGNATED BY THE OWNER. ENGINEER, AND BUILDING OFFICIAL SHALL BE RESULTS. ANY INSPECTION FAILING TO MEET THE IMMEDIATELY BROUGHT TO THE ATTENTION OF TYPE OF CONSTRUCTION f c MAXIMUM WATER /CEMENT RATIO MIN. CEMENT CONTENT PER CUBIC YARD MAXIMUM SHRINKAGE STRAIN FOOTINGS 4000 PSI 0.45 6 1/2 SACK N/A — STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS). CODE ALL MATERIALS, WORKMANSHIP, DESIGN AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS AND THE INTERNATIONAL BUILDING CODE (IBC), 2006 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: SILO FLOUR WIND LOADS: 5,000 PSF 80,000 PSF LIVE LOADS: ROOF (SNOW LOAD) 25 PSF (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.9). EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7 -05 SECTION 12.8. SITE CLASS (ASSUMED) SHORT PERIOD SPECTRAL RESPONSE ACCEL (Ss) ONE SECOND SPECTRAL RESPONSE ACCEL (Si) SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SOS) ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (S OCCUPANCY CATEGORY SEISMIC IMPORTANCE FACTOR (I SEISMIC DESIGN CATEGORY RESPONSE MODIFICATION FACTOR, (R) REDUNDANCY FACTOR (p) SEISMIC RESPONSE COEFFICIENT (Cs) W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7 BASE SHEAR (V), V = C - S RS BASIC WIND SPEED (3 SECOND GUST) EXPOSURE WIND IMPORTANCE FACTOR (I K� SEE PLANS FOR ADDITIONAL DESIGN LOADS. D 1.382 0.472 0.829 0.755 I 1.0 D 3.0 1.0 0.276 05 SECTION 12.8. 39.4 KIPS 85 MPH B 1.0 1.0 QUALITY ASSURANCE PLAN A QUALITY ASSURANCE PLAN SHALL BE IMPLEMENTED TO VERIFY INSPECTIONS AND OBSERVATIONS ARE COMPLETED AS REQUIRED FOR THE LATERAL FORCE RESISTING SYSTEMS IN ACCORDANCE WITH SECTIONS 1705 AND 1706 OF THE IBC. SUPPORTING DOCUMENTATION SHALL BE PROVIDED BY THE CONTRACTOR TO THE BUILDING OFFICIAL TO ACKNOWLEDGE THEIR AWARENESS OF THESE REQUIREMENTS. CONCRETE CONSTRUCTION - SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH THE 2006 IBC SECTION 1704.4 AND TABLE 1704.4. SPECIAL INSPECTION FOR THE ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. SPECIAL INSPECTION SHOP DRAWINGS SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION: 1. REINFORCING STEEL 2. CONCRETE MIX DESIGN SHOP DRAWINGS SHALL BE REVIEWED, REVISED AS REQUIRED FOR FIELD CONDITIONS, AND DATE STAMPED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER. CONTRACTOR SHALL PROVIDE (3) -SETS OF SHOP DRAWINGS FOR ENGINEER'S REVIEW. ALLOW TWO WEEKS FOR SHOP DRAWING APPROVAL BY ENGINEER. ENGINEER'S SHOP DRAWING REVIEW IS FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT AND CONTRACT DOCUMENTS. MARKINGS OR COMMENTS SHALL NOT BE CONSTRUED AS RELIEVING THE CONTRACTOR FROM COMPLIANCE WITH THE PROJECT PLANS AND SPECIFICATIONS. THE CONTRACTOR REMAINS RESPONSIBLE FOR DETAILS AND ACCURACY, FOR CONFORMING AND CORRELATING ALL QUANTITIES AND DIMENSIONS, FOR SELECTING FABRICATION PROCESSES, FOR TECHNIQUES OF ASSEMBLY, AND FOR PERFORMING THE WORK IN A SAFE MANNER. ENGINEER'S SHOP DRAWING REVIEW OF STRUCTURAL COMPONENTS DESIGNED BY OTHERS IS FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL CONNECTIONS TO THE BASIC STRUCTURE. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF THE LOADS IMPOSED ON THE BASIC STRUCTURE AND SHALL BE STAMPED & SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. FABRICATION SHALL BEGIN ONLY AFTER SHOP DRAWINGS BEARING THE STAMP AND SIGNATURE OF THE PROJECT ARCHITECT, ENGINEER OF RECORD, AND CONTRACTOR HAVE BEEN RECEIVED. FOUNDATIONS: SPREAD FOOTINGS SOILS REPORT: REPORT NO. 784608 PREPARED BY NELSON GEOTECHNICAL ASSOCIATES DATED APRIL 28, 2008 ALLOWABLE SOIL PRESSURE: 1000 PSF LATERAL EARTH PRESSURE: PASSIVE: 250 PCF COEFFICIENT OF FRICTION: 0.35 FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE #200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557 -00. BACKFILL BEHIND ALL RETAINING WALLS WITH WELL- DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. PROVIDE DAMPPROOFING AT EXTERIOR FACE OF ALL FOUNDATION WALLS EXPOSED TO EARTH PER ARCHITECTURAL SPECIFICATIONS. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION 1905 OF THE IBC AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE- AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (f'c) AND MIX CRITERIA SHALL BE AS FOLLOWS: THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER - CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC SECTION 1905. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR - ENTRAINED IN ACCORDANCE WITH IBC TABLE 1904.2.1 FOR MODERATE EXPOSURE CONDITION. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP WELDED WIRE FABRIC 12" AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP66(94) AND ACI 318R -02. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET-SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO IBC SECTION 1907 FOR OTHER REINFORCING STEEL REQUIREMENTS. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: CONCRETE COVER ON REINFORCING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: CONCRETE EXPOSED TO EARTH AND WEATHER: #6 BARS AND LARGER #5 BARS AND SMALLER CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS COLUMN TIES OR SPIRALS AND BEAM STIRRUPS CONCRETE GENERAL NOTES 3 " 2" 1 1/2" 3/4" 1 1/2" VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL START A DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3 INCHES FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CORNER BARS TO MATCH THE HORIZONTAL REINFORCING WITH TENSION LAP SPLICE AT EACH SIDE PER TABLE, OR BEND ONE SIDE OVER TO PROVIDE TENSION LAP. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) -15 EACH SIDE AND (1) - #5 x 4' -O" DIAGONAL AT EACH CORNER. EXTEND BARS 2'--O BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. NON- SHRINK GROUT NON- SHRINK GROUT SHALL BE CEMENT -BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN TESTED IN ACCORDANCE WITH ASTM C -109. GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS. CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR - INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. r Y , E RECEIVED CITY OF TUKWILA MAY 2 7 MN PERMIT CENTER ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778 -8500 FAX (425) 778-5536 SHEET: DESIGN: DJP DRAWN: zOS CHECK: GAG JOB NO: DATE: 08071.10 05/21 /08 3 1 1 I I SITE PLAN SCALE: 1/8" = 1' -0" — EX. PAVING W/ 1 /4 " /FT. SLOPE. SAWCUT PAVING AS REQ'D FOR EXCAVATION AND REPAIR PER ARCH. DWGS. SLOPE MAT TO FLUSH WI ASPHALT THICKEN MAT END. AS REQ'D FOR 1' -6" MIN. DEPTH W/ PAVING SLOPE. 3' -0" TYP. U.N.O. ON PLANS SECTION 3' -0" TYP. U.N.O. I I �I III I �I SCALE: 3/4" = r —O" CONTRACTOR FOUNDATION MAT FOUNDA ENGINEER OF EXCAVATION 1' -6" SHALL FIELD VERIFY EXISTING BUILDING OES NOT CONFLICT W/ PROPOSED SILO ON PRIOR TO CONSTRUCTION. NOTIFY RECORD IF CONFLICT EXISTS. OVER HALL NOT UNDERCUT EX. FOUNDATION. J EXTENTS OF OVER EXCAVATION. PROPOSED FLOUR SILO CENTERED ON MAT FOUNDATION. PROPOSED 16' —O" SQUARE x 18" DEEP MAT FOUNDATION. LOCATE PER ARCH. PLAN 0 i 1 1 - 1 1 1 - III — III 1 1 1 11 1 —HI 1 1 I PROVIDE 0.5% SLOPE AS REQ'D TO DRAIN MAT FROM CENTER KNOWN EXTENTS OF OVEREXCAVATION REQ'D PER SOILS REPORT. OVEREXCAVATION SHALL EXTEND 3' —O" BEYOND MAT FND. FOOTPRINT WHERE POSSIBLE. REPLACE OVEREXCAVATION WITH CRUSHED ROCK AS RECOMMENDED IN THE SOILS REPORT PREPARED BY NELSON GEOTECHNICAL ASSOCIATES. GEOTECHNICAL ENGINEER SHALL BE ON SITE DURING EXCAVATION TO VERIFY EXTENTS OF EXING FILL TO BE REMOVED. EXISTING BUILDING D #5 @ 12" O.C. EA. WAY TOP & BOT. PROPOSED SILO. ANCHOR TO FOUNDATION W/ (16) -5/8 "0 A.B. EQUAL SPACE W/ 6" MIN. EMBED., U.N.O. BY MFR. CONTRACTOR MAY USE 5000 PSI NON— SHRINK GROUT AS REQ'D TO LEVEL SILO PER SILO MFR. -lc / / / 1 / / / / / 5—O PRE JUN 2 5 2008 CAhs 113kwila 1' -0" , MIN. / / EX. 2' -0" WIDE BLDG. FTG. OVEREXCAVAT1ON SHALL NOT UNDERCUT EX. FND. LOCATE FND. PRIOR TO CONSTRUCTION. MAX. 1 H:1 V SLOPE CUT MAX. 2' VERT. CUT RECEIVED CITY OF TUKWILA MAY 272008 PERMIT CENTER ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 w I- a Q 00 u0 DESIGN: DRAWN: EXPIRES: 9 5 2009 JOB NO: DATE: SHEET: CHECK: GAG C1 S2.1 DJP ZO5 08071.10 05/21/08 BAR SIZE DEVELOPMENT LENGTH LAP SPLICE TENSION COMPRESSION TENSION COMPRESSION TOP BARS OTHER BARS ALL BARS TOP BARS OTHER BARS AU. BARS ga.aCw. 36 28 14 47 36 19 43 33 17 56 43 23 63 48 20 81 63 27 72 55 22 93 72 30 NOTES: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. 4. F'c = 3000 PSI AND Fy = 60 KSI. OPERATION CONTINUOUS PERIODIC REMARKS SOILS EXCAVATION & FILL X GEOTECHNICAL ENGINEER CONCRETE REINFORCING PLACEMENT X CONCRETE TEST SPECIMENS X WHEN fc > 2500 PSI CONCRETE PLACEMENT X SPECIAL INSPECTION SHALL BE PERFORMED IN ACCORDANCE WITH CHAPTER 17 OF THE THE IBC BY A QUAUFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE CITY, ARCHITECT, AND STRUCTURAL ENGINEER SHALL BE FURNISHED WITH COPIES OF ALL RESULTS. STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2003 EDITION, AS AMENDED BY THE CITY OF SEATTLE. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. DESIGN LOADS DEAD LOADS: SILO AND FLOUR WT. UVE LOADS: SNOW LOAD 25 PSF EARTHQUAKE LOADS: BASE SHEAR (V), V = psi W = 0.485W SPECTRAL RESPONCE ACCELERATION (Sds) 0.915 IMPORTANCE FACTOR (I) 1.00 STRUCTURE TYPE FACTOR (R) 2.0 (ELEVATED BIN) REDUNDANCY FACTOR (p) 1.0 (BOTH DIRECTIONS) WIND LOADS: BASIC WIND SPEED (Vfm) EXPOSURE IMPORTANCE FACTOR (I) SPECIAL INSPECTION FDSINDA1 WNS SOILS REPORT: PROJECT NO. 710905 DATED MAY 2005. PREPARED BY NELSON GEOTECHNICAL ASSOCIATES. ALLOWABLE SOIL PRESSURE: 1500 PSF FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR STRUCTURAL FILL AS NOTED IN THE SOILS REPORT AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. OVEREXCAVADON IS REQUIRED PER THE GEOTECHNICAL REPORT. PLANS INDICATE ESTIMATED EXTENT OF OVEREXCAVATION BUT ACTUAL FIELD CONDITIONS MAY VARY. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. REFER TO PLANS FOR EXTENTS OF OVEREXCAVATION. FOR STRUCTURAL FILL CONDITIONS, IMPORTED STRUCTURAL ELL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL - GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 5% FINES (PASSING THE /200 SIEVE). FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL UFTS NOT EXCEEDING EIGHT (8 ") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557 -78. EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER. IF OBSERVATION SHOWS CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL ENGINEER FOR POSSIBLE FOUNDATION REDESIGN. ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH SECTION 1905 OF THE IBC AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE - AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS: MAXIMUM WATER/ MINIMUM CEMENT CONTENT TYPE OF CONSTRUCTION fc CEMENT RATIO PER CUBIC YARD 0.55 5 1/2 SACK FOOTINGS 3000 PSI 85 MPH B 1.00 THE MINIMUM AMOUNT OF CEMENT USED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS SUBMITTED TO NE ENGINEER FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND ADMIXTURES AS WELL AS THE WATER - CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC SECTION 1904 AND 1905. ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR - ENTRAINED IN ACCORDANCE WITH IBC TABLE 1904,2.1 FOR MODERATE EXPOSURE REINFORCING SIM REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A -615, AND SHALL BE GRADE 60 (Fy = 60,000 PSI), UNLESS SPECIFICALLY NOTED AS GRADE 40 (Fy = 40,000 PSI). GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. 85000 LBS WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH AO 318R -02. PROVIDE ELBOW BARS TO LAP HORIZONTAL WALL AND FOOTING REINFORCEMENT AT ALL CORNERS AND INTERSECTIONS. LAP WELDED WIRE FABRIC 12" AT SIDES AND ENDS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED BELOW: OFEM STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABIUTY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR - INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 0 SLOPE MAT TO FLUSH W/ ASPHALT THICKEN MAT FND. AS REQ'D FOR 2' -3" MIN. DEPTH W/ PAVING SLOPE. 3' -0" TYP. U.N.O. ON PLANS O SECTION 3 SCALE: 3/4" PROPOSED FLOUR SILO CENTERED ON MAT END. 1' -0" TYP. EXIST. PAVING W/ 1 /47FT. SLOPE. SAWCUT PAVING AS REDD FOR EXCAVATION AND REPAIR PER ARCH. DWGS. 4 I PROPOIFO MAT FM') PARTIAL SITE PLAN SCALE: IN = 1 -Q" it ;nal z gj iV C o /1.�� 1mIIIm 4 I / 1 5 -0" • 1 'L EXIST. STRUCTURE EXTENTS OF OVEREXCAVATION. EXIST. BAKERY CONTRACTOR SHALL FIELD WY. EXIST. BLDG. END. DOES NOT CONFLICT W/ PROPOSED SILO MAT FND. PRIOR TO CONSTRUCTION. NOTIFY ENGINEER -OF- RECORD IF CONFLICT EXISTS. OVEREXCAVATION SHALL NOT UNDERCUT EXIST. END. SYSTEM. REMOVE AND REPLACE EXIST. TRUCK RAMP AS REQ'D FOR END. INSTALLATION. EXIST. STRUCTURE • PROVIDE 0.5% SLOPE AS' REQ'D <TO DRAIN MAT FROM CENTER 4p r1 KNOWN EXTENTS OF OVEREXCAVATION RED PER SOILS REPORT. OVEREXCAVATION SHALL EXTEND 3' -0" BEYOND MAT END. FOOTPRINT WHERE POSSIBLE. REPLACE OVEREXCAVATION WITH CRUSHED ROCK AS RECOMMENDED IN THE SOILS REPORT PREPARED BY NELSON GEOTECHNICAL ASSOCIATES. GEOTECHNICAL ENGINEER SHALL BE ON SITE DURING EXCAVATION TO VERIFY EXTENTS OF EXISTING FILL TO BE REMOVED. Al) CORRECTION LTR# n i 1 I F 1m - 111m #7 0 12' O.C. EA. WAY TOP & SOT. FU! COPY PeNsmit No. 4 TYP. O FOUNDI/B" _ A11ON 1 PLAN RECEIVED CITY OF TUKWLA JUN 2 0 2008 PERMIT CENTER PROPOSED SILO AND ANCHORAGE TO END. BY OTHERS. ANCHOR BOLTS SHALL BE CAST -IN -PLACE U.N.O. BY MFR. CONTRACTOR MAY USE 5000 PSI NON- SHRINK GROUT AS REQ'D TO LEVEL SILO PER SILO MFR. alf o g Kini1twtOI4JR ' CODE COMPLIANCE APPROVED JUN 2 5 2008 Ci Of Tukwila BUILDING DIVISION 1' -0" 1 MIN. EXIST. 2' -0" WIDE BLDG. FTC. OVEREXCAVATION SHALL NOT UNDERCUT EXIST. END. LOCATE END. PRIOR TO CONSTRUCTION. MAX. IH:1V SLOPE CUT MAX. 2' VERT. CUT pos211.- EIIIGINEERING 250 4TH AVE. S., SURE 200 EDMONDS. WASHINGTON 98020 PHONE (425) 778 -8500 FAX (425) 778 -5538 z om � N W 0. U 0 0 I 0 DESIGN: CAB DRAWN: ZOS CHECK: GAG JOB NO: 05082.10 DATE: 05/10/05 I— W L9J re I— H V) W Q co a° 0 Z a, V1 N Z 0 F- 0 Z J (/) Q I- LAJ 0 CC 0 Z N Q SHEET: S-1 LA PANZANELLA BAKERY SILO SEATTLE, WA 601 SOUTH 4' 3" 13' 1 0) O 3 " 23' 7 25' 82" 27' 1 r 1 < 2 CENTER OF GRAVITY OF FLOUR LOAD FOR LATERAL MOVEMENT SCHEMATIC ELEVATION /SECTION OF FLOUR BIN NOMINAL CAPACITY OF FLOUR SILO 70,000 LBS. KL:VthWLD FOR — CODE COMPLIANCE A °P VED BUILDING DIVISION JUN 2 5 2008 City Of Tukwila O J J RECEIVED CITY OF TUKWILA z JUN 2 0 2008 PERMIT CENTER 13' 3Z" OPTIONAL CHEMICAL ANCHOR BOLTS SHOWN • 4 STREET ADDRESS: 601 SOUTH SNOQUALMIE STREET SEATTLE. WASHINGTON • :% KISCO . 5 ` • MANUFACTURING (604) 594 3361 13 LA PANZANELLA LLC SEATTLE. WASHINGTON. U.S.A. ;° s BULK FLOUR & SUGAR STORAGE SYSTEM DETAIL OF FLOUR BIN CONSTRUCTION s 4 2041205 0* 2020 1 031[: *0301 2003 0011010 SAIL 1..1' -e 3 22104220 OPP N ULM Ping. 2 PAP/0141•1110 1p. 050000 00. 1 636 -001 j 2 • RIV/ 1222 P DP( 4' 3" 13' 1 0) O 3 " 23' 7 25' 82" 27' 1 r 1 < 2 CENTER OF GRAVITY OF FLOUR LOAD FOR LATERAL MOVEMENT SCHEMATIC ELEVATION /SECTION OF FLOUR BIN NOMINAL CAPACITY OF FLOUR SILO 70,000 LBS. KL:VthWLD FOR — CODE COMPLIANCE A °P VED BUILDING DIVISION JUN 2 5 2008 City Of Tukwila O J J RECEIVED CITY OF TUKWILA z JUN 2 0 2008 PERMIT CENTER 13' 3Z" OPTIONAL CHEMICAL ANCHOR BOLTS SHOWN • 4 STREET ADDRESS: 601 SOUTH SNOQUALMIE STREET SEATTLE. WASHINGTON KISPAND2 JUN 2 5 2008 City Of Tukwila _M211 :MST I i — 2X2 STRUTS BELOW THE BIN TRANSFER THE LATERAL SEISMIC FORCE TO (3) BASE PLATES IN COMPRESSION ON ONE SIDE & TO 3 STRUTS IN TENSION ON THE OTHER BASE DATA: FLOUR DENSITY 34LBS /CU /FT. FLOUR IS A NON HAZARDOUS POWDERED FOOD PRODUCT. WORKING CAPACITY OF EACH SILO 2200 CU.FT NORMAL FLOUR LOAD (BY WEIGHT) 70,000 LBS. MAX. & DESIGN FLOUR LOAD 80,000 LBS DEAD LOAD OF EMPTY SILO INCL. TOP & ATTACHMENTS 5000LBS. SILOS ARE SET ON A REINFORCED CONCRETE SLAB 2' -3" THICK SILOS ARE TO BE BOLTED TO FOUNDATION SLAB THE FLOUR SILOS IS NOT SUPPORTED BY THE BUILDING. SEISMIC STABILITY OF THE FLOUR SILOS AREA DATA: SEISMIC DATA: SPECTRAL RESPONSE (Sds) = 0.915 IMPORTANCE FACTOR = 1 STRUTURE TYPE (R) = 2 (ELEVATED BIN) REDUNDANCY FACTOR (p) = 1.0 ( Both directions) BASE SHEAR (V)= 1.0 X 0.915 X 1 X W= 0.485W 2 CENTER OF GRAVITY OF FLOUR LOAD FOR LATERAL MOVEMENT SCHEMATIC ELEVATION /SECTION OF FLOUR BIN f _ ��}} 7 p 7 D /Ja _ Tit i _ � �'C nc OA SHEAR CARRIED BY 16 3/4 " POWERS CHEM BOLTS EMBEDDED DEPT 4.5" H (FOR SHEAR CALCULATION) — 16X4720LBS =62,88 62880LBS > 39,000 LBS. THEREFORE BINS WILL BE RESTRAINED BY THE 3/4" ANCHOR BOLTS OVERTURNING MOMENT: THE 16 ANCHOR BOLTS IN TENSION (EACH 8370LBS— 6" EMBED) ATTACH THE BIN TO THE 736000 LB FOUNDATION THE SILOS ARE DESIGNED TO BE STABLE . THE WEIGHT OF THE FLOUR IN THE BIN, THE BIN & THE FLOOR SLAB MORE THAN BALANCE THE HORIZONTAL SEISMIC FORCE ACTING HORIZTL. AT THE CENTROID OF THE BIN. 516,750 LB FT < 1,000,000LB FT)— SLAB EDGE MOMENT THE BINS ARE STABLE IN ALL DIRECTIONS (360 DEGREES) . THE CONCRETE MUST EXCEED 3000PSI FOR ABOVE TO BE CORRECT. ALLOWABLE LOAD CALCULATIONS FOR THE FASTENERS —BASED ON ICBO REPORT 4515 CALCULATED SEISMIC & DESIGNED RESTRAINT LATERAL SEISMIC FORCE = 39,000 LBS. ACTING 13' -3" ABOVE FLOOR SLAB 27' 2" 13' 31" EITHER: 2X2X1/4" RING ANGLE TO BE SET IN CONCRETE TO POSITION (16) 3/4 ANCHOR BOLTS OR: 3/4" GRADE 2 STEEL THREADED ROD EMBED IN CONCRETE MIN 6" WITH HILTI HVA CHEMICAL ANCHOR OR SIMPSON OR POWERS CHEM BOLT— WIT W,ER BOND INSTALL TO MANUFACTURERS SPECIFICATIONS ALL ANCHOR Br S$��1^5 ;; HIGH STRENGTH LOW ALLOY ,3 ' 2005 THREAD TOP 4 .- 4" 2 3/4 "o f - 41" 1 J KI SCO ''' MANUFACTURING (604) 594 3361 12 LA PANZANELLA LLC. SEATTLE. WASHINGTON. U.S.A. ;° 2 BULK FLOUR STORAGE SYSTEM CALCULATIONS FOR BIN STABILITY • • PROJECT Me 2020 J Aiwa MARCH 2000 0401100 WALE 1'.1' -1 3 MOO. p21110 2 722127 typ, 3 10717/01121011C MO 011201110 110. 1636 -002 • 2 • REV f .23 n WE KISPAND2 JUN 2 5 2008 City Of Tukwila _M211 :MST I i — 2X2 STRUTS BELOW THE BIN TRANSFER THE LATERAL SEISMIC FORCE TO (3) BASE PLATES IN COMPRESSION ON ONE SIDE & TO 3 STRUTS IN TENSION ON THE OTHER BASE DATA: FLOUR DENSITY 34LBS /CU /FT. FLOUR IS A NON HAZARDOUS POWDERED FOOD PRODUCT. WORKING CAPACITY OF EACH SILO 2200 CU.FT NORMAL FLOUR LOAD (BY WEIGHT) 70,000 LBS. MAX. & DESIGN FLOUR LOAD 80,000 LBS DEAD LOAD OF EMPTY SILO INCL. TOP & ATTACHMENTS 5000LBS. SILOS ARE SET ON A REINFORCED CONCRETE SLAB 2' -3" THICK SILOS ARE TO BE BOLTED TO FOUNDATION SLAB THE FLOUR SILOS IS NOT SUPPORTED BY THE BUILDING. SEISMIC STABILITY OF THE FLOUR SILOS AREA DATA: SEISMIC DATA: SPECTRAL RESPONSE (Sds) = 0.915 IMPORTANCE FACTOR = 1 STRUTURE TYPE (R) = 2 (ELEVATED BIN) REDUNDANCY FACTOR (p) = 1.0 ( Both directions) BASE SHEAR (V)= 1.0 X 0.915 X 1 X W= 0.485W 2 CENTER OF GRAVITY OF FLOUR LOAD FOR LATERAL MOVEMENT SCHEMATIC ELEVATION /SECTION OF FLOUR BIN f _ ��}} 7 p 7 D /Ja _ Tit i _ � �'C nc OA SHEAR CARRIED BY 16 3/4 " POWERS CHEM BOLTS EMBEDDED DEPT 4.5" H (FOR SHEAR CALCULATION) — 16X4720LBS =62,88 62880LBS > 39,000 LBS. THEREFORE BINS WILL BE RESTRAINED BY THE 3/4" ANCHOR BOLTS OVERTURNING MOMENT: THE 16 ANCHOR BOLTS IN TENSION (EACH 8370LBS— 6" EMBED) ATTACH THE BIN TO THE 736000 LB FOUNDATION THE SILOS ARE DESIGNED TO BE STABLE . THE WEIGHT OF THE FLOUR IN THE BIN, THE BIN & THE FLOOR SLAB MORE THAN BALANCE THE HORIZONTAL SEISMIC FORCE ACTING HORIZTL. AT THE CENTROID OF THE BIN. 516,750 LB FT < 1,000,000LB FT)— SLAB EDGE MOMENT THE BINS ARE STABLE IN ALL DIRECTIONS (360 DEGREES) . THE CONCRETE MUST EXCEED 3000PSI FOR ABOVE TO BE CORRECT. ALLOWABLE LOAD CALCULATIONS FOR THE FASTENERS —BASED ON ICBO REPORT 4515 CALCULATED SEISMIC & DESIGNED RESTRAINT LATERAL SEISMIC FORCE = 39,000 LBS. ACTING 13' -3" ABOVE FLOOR SLAB 27' 2" 13' 31" EITHER: 2X2X1/4" RING ANGLE TO BE SET IN CONCRETE TO POSITION (16) 3/4 ANCHOR BOLTS OR: 3/4" GRADE 2 STEEL THREADED ROD EMBED IN CONCRETE MIN 6" WITH HILTI HVA CHEMICAL ANCHOR OR SIMPSON OR POWERS CHEM BOLT— WIT W,ER BOND INSTALL TO MANUFACTURERS SPECIFICATIONS ALL ANCHOR Br S$��1^5 ;; HIGH STRENGTH LOW ALLOY ,3 ' 2005 THREAD TOP 4 .- 4" 2 3/4 "o f - 41" 1 J KISPAND5 • NON STRUCTURAL RAIN CAP 4' 3" 14GA STEEL VENT CLOTH ASSHMBLY • y • • • 1.5X1.5X0.188 HSS BOLTED STEEL TOP SECTION 3/8 CAP PLATE 3/16" FLAT BAR BRACE 16 02 DACRON VEN1 MEDIA 4" DIA. PNEUMATIC Fl _L PIPE 4" PNEUMATIC FILL PIPE FLOUR INTO BIN SHEET CONNECTION WITH CUSTOM MS BOLTS 10' -3" SECTION OF FLOUR BIN BOLTED ALUMINUM SHELL 1° DIAM STEEL TENSION ROD NOMINAL CAPACITY OF FLOUR SILO 70,000 LBS. 27' 1 REVIEWED FOR CODE COMP APPROVED JUN 2 5 2008 My Of Tukwi1a 6 14 rr..,.. 1/4" ROLLED CHANNEL SUPPORT LEG 3/8" X2.5" FLAT BAR 11GA SEGMENT 2X2X0.25 HSS 11GA MILD STEEL HOPPER -EPDXY COATED MILD STEEL YOKE W/ 4 1/2" RODS PNEUMATIC VALVE HOP 'ER CLAD WITH TREVIRA FLUIDIZING MEMBRANE/ RECEIVED CITY OF TU KWI LA JUN 2 0 2008 PERMIT CENTER • • • • T ' 4• •' d .. 4 • 4 • 44 • • a •A • • 1t . :5 ` KiSC® MANUFACTURING (604) 594 3361 13 " lo LA PANZANELLA LLC. SEATTLE. WASHINGTON. U.S.A. ' BULK FLOUR STORAGE SYSTEM FABRICATION DETAIL s • MACE Ow 1510 I DATU D.501 DGO. D0.WVC uw1 r.I' -r s 01110415 DAVID N TALBOT PM . 1 I.IR /D0.YN0 00. DAMN 110. 1636 -003 2 , I ••1 r. DATE KISPAND5 • NON STRUCTURAL RAIN CAP 4' 3" 14GA STEEL VENT CLOTH ASSHMBLY • y • • • 1.5X1.5X0.188 HSS BOLTED STEEL TOP SECTION 3/8 CAP PLATE 3/16" FLAT BAR BRACE 16 02 DACRON VEN1 MEDIA 4" DIA. PNEUMATIC Fl _L PIPE 4" PNEUMATIC FILL PIPE FLOUR INTO BIN SHEET CONNECTION WITH CUSTOM MS BOLTS 10' -3" SECTION OF FLOUR BIN BOLTED ALUMINUM SHELL 1° DIAM STEEL TENSION ROD NOMINAL CAPACITY OF FLOUR SILO 70,000 LBS. 27' 1 REVIEWED FOR CODE COMP APPROVED JUN 2 5 2008 My Of Tukwi1a 6 14 rr..,.. 1/4" ROLLED CHANNEL SUPPORT LEG 3/8" X2.5" FLAT BAR 11GA SEGMENT 2X2X0.25 HSS 11GA MILD STEEL HOPPER -EPDXY COATED MILD STEEL YOKE W/ 4 1/2" RODS PNEUMATIC VALVE HOP 'ER CLAD WITH TREVIRA FLUIDIZING MEMBRANE/ RECEIVED CITY OF TU KWI LA JUN 2 0 2008 PERMIT CENTER • • • • T ' 4• •' d .. 4 • 4 • 44 • • a •A • 13 KISCO A. �� . MANUFACTURING (604) 594 3361 12 11 LA PANZANELLA LLC SEATTLE. WASHNGTON. U.S.A. io . ' BULK FLOUR STORAGE SYSTEM DETAIL OF BIN MOUNTS & BRACING . • PROJECT N" 2030 3 DATE: NANCN 2003 DRAWING SPATE 1'.1' -0' 3 ENGINEER OM) N TAROT A.G.. 2 PART/MAW MO. _ 1636 -004 2 • ITAN 3 WAS IN DATE SILO IS FILLED WITH 25 TONNE OF BAKING FLOUR City Of Tukwila BUILDING oTVISI.Q REVISED LEG ASSEMBLY 1/4' PLATE VERTICAL LEG REPLACES PART 9 KM 005 NEW LEG IS 1/4 PL VS 3/16' OPTIONAL FOR INFESTATION CONTROL FILL CREVICE WITH CEMENT GROUT HOT GALVANIZED STEEL WASHER 1 3/4" OD 11/16" ID. 1/8" THICK 3 PER BOLT KISPANO3 2 3 10" DEPTH NOT SHOWN TO SCALE ( SHOWN IS OPTIONAL 3/4' ANCHOR WITH 6" EMBED. USE HILT! OR POWERS CHEM BOLT WITH ACRYLIC ADHESIVE GRADE 2 STEEL ALLOWABLE TENSION 10,795 LBS TOTAL BOLTS 16 a _ MAY 3 1 Zeus DETAIL OF LEG MOUNT SHOWING SEISMIC RESTRAINT K310 SILO RECEIVED CITY OF TUKWILA JUN 2 0 2008 PERMIT CENTER 1e ., ` KISCO ` .. : MANUFACTURING (604) 594 3361 3 IX lo LA PANZANELLA INC SEATTLE. WASHINGTON. U.S.A. • • BULK FLOUR STORAGE SYSTEM PLAN VIEW OF SILO ON PAD • PROJECT N.: 2020 I RATE: NTRCH 2003 ouWNS SCALE ,•.I' -C• E O,CII¢EN CAVIO N TAME P.ET . % PART/CbWN• MO. RAMC NO. 1636 -005 • W I W.= r GTE KISFRE13 SLOPE SLAB DOWN AT OUTSIDE TO MEET ASPHALT TOP OF SLAB I.5' ABOVE GRADE 6' PIPE GUARDS— MIN 52' HIGH /t0' -3' PLAN VIEW OF FLOUR BIN ON FOUNDATION SLAB FOR DESIGN OF FOUNDATION SEE CG ENGINEERING SHEET S1 EXTENT OF OVERHEAD CANOPY 5' — LEVEL RECTANGLE SLAB FLUSH WITH ASPHALT 7' 6' 5' SILO FOUNDATION: SIZE 15 %15 THICKNESS 2' -3' REINFORCING 7 BARS AT 12' O.C. TOP & BOTTOM E.W. 3' CLEAR AT BASE OF SLAB CONCRETE 3000PSF BAKERY 1 BIN AT 85,000 LBS. DI PLUS L.L. FULL LOAD AREA OF SLAB 218 SQ FT. SOIL PRESSURE INCLUDING WEIGHT OF SLAB 800 PSF ALLOWABLE SOIL PRESSURE 1500 P.S.F. ( NELSON GEOTECHNICAL ASOCIATES) CODE COMPLIANCE JUN 2 5 Z008 81111City Of Tukwila .2211.,_110 ulVISION K . ? 2005 CITY OF TUKWJLA JUN 2 0 2008 PERMIT CENTER J