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HomeMy WebLinkAboutPermit M10-032 - COSTCOCOSTCO 400 COSTCO DR M10 -032 Parcel No.: Address: Suite No: Cityligf Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www.ci.tukwlla.wa.us 2523049063 400 COSTCO DR TUKW MECHANICAL PERMIT Permit Number: M10 -032 Issue Date: 03/29/2010 Permit Expires On: 09/25/2010 Tenant: Name: COSTCO Address: 400 COSTCO DR , TUKWILA WA Owner: Name: SADE PAUL +ELEANOR Address: 585 POINT SAN PEDRO RD , SAN RAFAEL CA Contact Person: Name: BILL ZORNES Address: 19430 68 AVE S SUITE B , KENT WA Contractor: Name: KEY MECH CO OF WASHINGTON Address: 19430 68 AV S, SUITE B , KENT WA Contractor License No: KEYMEW *240NZ Phone: Phone: 253 - 872 -7392 Phone: 253 - 872 -7392 Expiration Date: 04/01/2011 DESCRIPTION OF WORK: REPLACE EXISTING 10' X 10' FOOD COURT COOLER WITH A NEW 10' X 10' FOOD COURT COOLER WALK -IN Value of Mechanical: $16,500.00 Type of Fire Protection: Fees Collected: $387.31 International Mechanical Code Edition: 2006 EQUIPMENT TYPE AND QUANTITY Furnace: <100K BTU >100K BTU Floor Furnace Suspended/Wall/Floor Mounted Heater Appliance Vent Repair or Addition to Heat/Refrig /Cooling System.... Air Handling Unit <10,000 CFM >10,000 CFM Evaporator Cooler Ventilation Fan connected to single duct Ventilation System Hood and Duct Incinerator: Domestic Commercial/Industrial 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Boiler Compressor: 0 -3 HP /100,000 BTU 2 3 -15 HP /500,000 BTU 0 15 -30 HP /1,000,000 BTU.. 0 30 -50 HP /1,750,000 BTU.. 0 50+ HP /1,750,000 BTU 0 Fire Damper 0 Diffuser 0 Thermostat 0 Wood/Gas Stove 0 Water Heater 0 Emergency Generator 0 Other Mechanical Equipment0 * *continued on next page ** doc: IMC -10/06 M10-032 Printed: 03 -29 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206 - 431 -2451 Web site: http: / /www. ci.tukwila.wa.us Permit Number: M10 -032 Issue Date: 03/29/2010 Permit Expires On: 09/25/2010 Permit Center Authorized Signature: Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this mechanical permit. Signature: Print Name: • // �/feGvee; Dater—)5 7I This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: IMC -10/06 M10 -032 Printed: 03 -29 -2010 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 -431 -3665 Web site: http: / /www.ci.tukwila.wa.us Parcel No.: 2523049063 Address: 400 COSTCO DR TUKW Suite No: Tenant: COSTCO PERMIT CONDITIONS Permit Number: M10 -032 Status: ISSUED Applied Date: 03/11/2010 Issue Date: 03/29/2010 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: 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. 6: 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. 7: Manufacturers installation instructions shall be available on the job site at the time of inspection. 8: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431- 3670). 10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of 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. 11: ** *FIRE DEPARTMENT CONDITIONS * ** 12: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 13: Maintain sprinkler coverage per N.F.P.A. 13. Addition/relocation of walls, closets or partitions may require relocating and/or adding sprinkler heads. (IFC 901.4)(EXTEND SPRINKLER PROTECTION TO THE WALK -IN COOLER.) 14: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide such as ducts, decks, open grate flooring, cutting tables, shelves and overhead doors. (NFPA 13- 8.6.5.3.3) 15: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and doc: Cond -10/06 M10 -032 Printed: 03 -29 -2010 • O 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 approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers Kemper or any other representative designated and /or recognized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #2050) 16: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 17: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 18: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. * *continued on next page ** doc: Cond -10/06 M10-032 Printed: 03 -29 -2010 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and 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 construction or the performance of work. Signature: Print Name: // %-i7eaGci Date: -D2 9 - ordinances governing or local laws regulating doc: Cond -10/06 M10 -032 Printed: 03 -29 -2010 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.ei.tukwila.wa.us Building Permit No. 9)19 9 Mechanical Permit No. tit 10--03 Plumbing/Gas Permit No. Public Works Permit No. Project No. (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION Site Address: 400 Costco Drive Tenant Name: Costco Wholesale Property Owners Name: Sade Paul +Eleanor Mailing Address: 585 Point San Pedro RD King Co Assessor's Tax No.: ?-SS- 3041- 1O (p3 Suite Number: Floor: New Tenant: ❑ Yes ❑ .. No San Rafael City CA. State 94901 Zip CONTACT PERSON - who do we contact when your permit is ready to be issued Name: Bill Zornes Day Telephone: 253-872 • 7 3 9 2 Mailing Address: 19430 68th Ave South "Suite B' Kent City E -Mail Address: BZornes@KeyMechancial.com WA. 98032 State Zip Fax Number: 2 5 3. 8 7 2. 7 3 9 8 GENERAL CONTRACTOR INFORMATION — (Contractor Information for Mechanical (pg 4) for Plumbing and Gas Piping (pg 5)) CompanyName: Ferguson Construction Inc Mailing Address: PO Box 80867 Seattle city Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: WA. State 98108 Zip ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: City Contact Person: Day Telephone: E -Mail Address: Fax Number: State Zip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: Contact Person: E -Mail Address: Fax Number: Q:\Applications\Forms- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh City State Zip Day Telephone: Page 1 of 6 MECHANICAL PERMIT INFORMATION - 206 -431 -3670 Refrigeration :Work, rQNLY . • MECHANICAL CONTRACTOR INFORMATION Company Name: Key Mechanical Company of WA. Mailing Address: 19430 68th Ave South "Suite B" Kent Contact Person: Bill Zornes E -Mail Address: BZornes@KeyMechanical.com Contractor Registration Number: KEYMEW * 2 4 0NZ City WA. 98032 State Zip Day Telephone: 253 .8 7 2. 7 3 9 2 Fax Number: 253-872-7398 Expiration Date: 4.01.2011 Valuation of Mechanical work (contractor's bid price): $ 16,500.00 Scope of Work (please provide detailed information): Replace existing 10' x 10' food court cooler with a new 10' x 10' food court cooler walk -in. Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New .... ❑ Replacement .... Fuel Type: Electric ❑ Gas ....❑ Other: Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty 2 Furnace<100K BTU Air Handling Unit >10,000 CFM Fire Damper 0 -3 HP /100,000 BTU Furnace>100K BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct Thermostat 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System Wood/Gas Stove 30 -50 HP /1,750,000 BTU Appliance Vent Hood and Duct Emergency Generator 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Other Mechanical Equipment Air Handling Unit <10,000 CFM Incinerator - Comm/Ind Q: Applications\Fonns- Applications On Line\3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 4 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 0 R 0 ' ORIZED AGENT: Print Name* es Mailing Ave South "Suite B" Date: 2. f ?41i Z,®1 td Day Telephone: 253 . 8 7 2 .7 3 9 2 Kent WA. 98032 State Zip City Date Application Accepted: I Date Application Expires: ^ ( ` Staff Initials: we Q:WpplicationsWommsApplications On Line 3 -2006 - Permit Application.doc Revised: 9 -2006 bh Page 6 of 6 do City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http.. //www.ci.tukwila.wa.us RECEIPT Parcel No.: 2523049063 Permit Number: M10 -032 Address: 400 COSTCO DR TUKW Status: PENDING Suite No: Applied Date: 03/11/2010 Applicant: COSTCO Issue Date: Receipt No.: R10 -00427 Payment Amount: $387.31 Initials: WER Payment Date: 03/11/2010 11:55 AM User ID: 1655 Balance: $0.00 Payee: KEY MECHANICAL TRANSACTION LIST: Type Method Descriptio Amount Payment Check 2235 387.31 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts MECHANICAL - NONRES PLAN CHECK - NONRES 000.322.102.00.00 309.85 000.345.830 77.46 Total: $387.31 E ECEVE doc: Receipt-06 Printed: 03 -11 -2010 INSPECTION RECORD !-Pain a copy with permit INSP€erION NO. Mid -032 PERMIT N CITY OF TUKWILA BUILDING DIVISION 1Z 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project: Type of In Apection Addr ss: Date Called: Special Instructions: 031692 -°/ Reel 'e Cdo(er `� Date Wanted: �.m. 4-1 .1- /c7 p Requester: Phone No 2,40 Cn- 3 J —lo /5 Approved per applicable codes. Corrections required prior to approval. ►5 COMMENTS: r. `i (_.. ct - (r) 1 .00 REINSPECTION F E REQUIRED. Prior to inspection, fee must be id at 6300 Southcenter lvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit in /0 - 2 - INSPECTION NO. PERMIT, NO�,.. CITY OF TUKWILA BUILDING DIVISION c� � 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: 0557P0 Type j spectiopp l`/V4L..- Address: Date Called: Special Instructions: Date Wan d: Reque tS er: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: fr -ANA D2451 R - 7,.,F,/71 L's 4,.iI4 . "I ;A✓ 7�" ndo /" / J vi d"! /os N I pe{r: Date,:// !.00 REINSPECTION FEE REQ RED. Prior o inspection. fee must be id at 6300 Southcenter Blvd., uite 100. Call the schedule reinspection. Receipt No.: 'Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit Mio -o32 CITY OF TUKWILA BUILDING DIVISION PERMIT NO. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206),4.31 -3670 Project: __ Type of Insp ction: ' Address: CAST , Date Ue .P Is. 2.i- A. e, Specciiail Instruction ��L.J �4'f' c�� �!d i �� / Date %/w it /� �V Irm. '. Requester: % Phone /A CO — 3 q (0 `/0 0-- Approved per applicable codes. Corrections required prior to approval. COMMENTS: e- \ plaJpp - Inspector: Date: 5 ( D 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: INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 20fi- Project Sprinklers: Fire Alarm: Hood -& Duct: Monitor: Type of Inspection: Address: ,‘ 0 ( Suite #• c ' CC' _) r.�1 r Contact Person: ' 2`` ,� -�S'.- ( ta«fr Special Instructions: `, _. .._ Phone No..' -,'rte - S,: "75- '{ r proved per applicable codes. riCorrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood -& Duct: Monitor: Pre- Fire: Permits: Occupancy Type: _.. t `, _. .._ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood -& Duct: Monitor: Pre- Fire: Permits: Occupancy Type: Inspector: r"i r• ��-- .��". =..� - Dane.. . , � f � �v, Hrs.. � ,..-7,,,/ REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc T.F.D. Form F.P. 113 TBB ��IIIL� CID aoOD 11: STRUCTURAL ENGINEERS STRUCTURAL CALCULATIONS Na Olg\ gable for Chient: ,,,.Kysor Panel Systems ore. 4201 North Beach Street Fort Worth, Texas 76137 800 - 633 -3426 4LO 03 z Project: Costco #006 Southcenter 400 Costco Dr. , Suite 1150 Tukwila , Washington The Sadler Group Structural Engineers 500 Main Street, Suite 700 Fort Worth, Texas 76102 -3944 817 - 332 -1074 (Voice) 817 - 338 -0335 (Fax) EXPIRES: 3 / 08 / 2.0 // 1 Engineer of Record Thomas R. Sadler, P.E. Washington Registration Number : 33480 CO REVIEWED FOR COMPLIANCE APPROVED MAR 2 4 2010 City of Tukwila BUILDING Dl /Kim RECEIVE MAR 112010 PERMIT CENTER 1 or �5 Tukwila , Washington Nakusp T ` •O Wenatchee °Ephrata Quin _ Moses Lake • Y �-u I 'Tf.: }E <Dr i Glfford _ YakamarSun Pinchot', ntliari ;,. etlonal" .' Rs i' va • 6 ro, Forest •. 3'i ;J ... . olderidale o River". sa 1 Hillsbor. 'Aloha 0 mi Copyright m and (P) 1988 -2008 Microsoft Corporation and/or its suppliers. All rights reserved. http: //www.microsoft.com/streets/ Certain mapping and direction data tD 2008 NAVTEQ. All rights reserved. The Data for areas of Canada Includes information taken with permission from Canadian authorities, including: © Her Majesty the Queen in Right of Canada, m Queen's Printer for Ontario. NAVTEQ and NAVTEQ ON BOARD are trademarks of NAVTEQ. m 2008 Tele Atlas North America, Inc. All rights reserved. Tele Atlas and Tele Atlas North America are trademarks of Tele Atlas, Inc. 0 2008 by Applied Geographic Systems. All rights reserved. 50 100 150 210 koS 90' 95. DISCUSSION Th. secekosion ekes onseesel on de endue ess es mega bedaub! ceaparese =demon Fee deign deem en doe= lie mile= for tte nap 6 ob. Was se Set Cbm &freed combos hoe teen gelded ler daisy. Regina/ imps &add b. sad edStionsl dead is mead Lseneekelse Fordel, Rubella , 2239) hoe penned CDR1:114tbriseeins softesee endow deresimelco en* Cies B snap Wes by besalobeginen De soften= as Re 1221cansim she coetiniese dm donee one in Ojos Wax by team Ds Clem &Sliced map as wee mew bscbabd on ths CD. 11e CD ens mend wing do wies den seed emus Abeiroum Candling Feeteehalsoine Wow nee TM Nome Sank Hued %being Rides Web Sim, NIP Adlos9neo=lx/Pni. mese emcee maim cedes and aged Doeuerenetim sided Woe MO °Map sled so sae es see ass en nide& Colikenia Fake et de nap or Feduced jokey with tte Whine Deiced Sonny. pepend by US. Goedgeal Sunny REFERENCES Belding Seigle She Consi121:01. REHR? itosonareoled Pordenes faReismin Replan= teem BekIngi o d o r S e a t o n & Pen I - Padden ROLA 450 Wiling Seise* Seery Ceici12204, HEMP Reconnsteded oder Drumm Pbn2-Vy %DIA 491 Arena for Seigle kr Needieldinp erg Parke A. Remo 94,15deler. C. %seta R. I.erneeke, lease IL, &mem &Come; C. Peden. ROW anbele.- C.2022. Dreasennion ge XD2 Upton of de Nerd Seethe Hued Um U.S. Oselagen1 Stray Opse-Pda Resta 02420 PrankrJ, A.. M. Welke C,)&K. Week; R. =Etted Rubble% R. %YR Searesiolinerd Men E. %moo R, &men S.. Osseo. C. lee the Comnithsen Undo/ Sone Sees 4 Widened Swei Roper Aisdention lor02 tweed Pedal lig 2% Preedszy dEsseedoes in 50 Yee bit Osaingial Sunny Gee& Innesnpion Seen, see 1,D124000 Leyeedneme E. Reed A. ad Robeleo C. COI, Seer& Deign Peratreen, US 065inglei S.9994 099941,9 ReenD -432. L=dayosen, E. De US Clecbgical &my OFee.Rk uk A.. and itutralen 2004, Seismic Mg. On P00.9.2 Mimi Seismic lewd Rbereipoind webs* hopibibunaptappv. u S Survey. • Regal I 6 shoo nine in Rpm 222 • Region 2 is stern geese in fete 22-5 • Region 3 6 shorn creme in figise n.7 - Region 4 6 gown elope is Ram 22% FIGURE 22-1 MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES OF 0.2 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B 9 ASCE 7-05 212 DISCUSSION atestratinn Was coNonene on ebb Keys as lee Rs =edam baionneel ecapneenne of woken= Fa deign mom the deo= IN asdition kr to ow iota ahem Sim Cho I Selecod nol01002 bane teen Mod kg day. Regkeal nap *oaf be viol neon siblielenol noel is soniset Leyereleckee I.� an Maslen (2C0 2030 boo permed • CD4b314 that weeks dhow to Wiry. doosiewion dSlo Cie II nap mem* tritoloteolsoln The altos no de Macula eile =Skim too egisee Ss so se seSto oboe fox efdloentIne Owen Atiltioal engs si sato on aim lorteded do CU TM al was pepued sing dors dm no Ito noel to prows the Menden.= Considesd &abstain Good NHS= nom 12. Wind Seim& Ruud Mowing Itsryea WebSite, ▪ EsqlnisSOni. conntis demonic miens °Mb end adios Donunemseion ridded ohm% nod memos met to main ebe nap en oho nubbin The Onikesie pato% des sap or ;endured *Andy with the 0111:ao Deologod Softy. bhp wised try US Deologial Sowy REPERINCES Basideng Seam Seery Cosa 2C04. NEHRP Recosoonclon Roam, liarteistic Regnitone Nor Balding, sof o e n n I t e s e n e e , P a o I - P a b l o ' s . FERIA 430 ROAN Mork Way Coot 3034,KEHRPReccooseinn ntnee Smog No 2. (A 42O Penis= brakes Intim BeikBags and PenoIsl. A, Pam* MAW. C.. K. Whskr. R. Lareelecloe.E. %moo IL. HMING. S., Cram C, RAW. Reinedes. R,2032, Etaalmatiro fee Rs XCQ Ugdeo diets Noional Seismic Hood Mem US Oeologna/ Sway Ogeoille Powell:142S A„ ban. IC Mao. C, IbE L Munk, R. =rodPallsolen I, ZOI. Sebnic,Honed bhp L Ws* k. 10.0040 Cmrs. C. for go CoNsolow USW Dom Saw 6. lastoreel Norma Aeatioatiko Ibr I ISecorel Period enth Sunny Deologie Invonigetion Sabi mole I:7 DI Mobley ciEsoredwoe SO Youn US..ccVienl PaDenel E., Ratak DaslaSsIc4 K., 2031. Seinn* US Clenkepeal Sarney Open-Hle UFO 01 437. =raeneeeek US Cenologienl EnnoY OPs.k E. P0.14 ard ItabsA SO. Seirk Reim pwal Holed sa... maw Mecgiospoiest Pleb Siry, toplke=ognIPe• U 3, 00.130,..7 • Reim I is stonei Word in Son 72..g • Retire, 2 n stown Word in ague 124 • Reim is dam Word in Svc Di • Region 4 stoop enkerypI in Roo 224 FIGURE 22-2 MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR THE CONTERMINOUS UNITED STATES OF 1.0 SEC SPECTRAL RESPONSE ACCELERATION (5% OF CRITICAL DAMPING), SITE CLASS B ASCE 7-05 loads exceed the specified allowable stresses for the materials of construction. 1.7 LOAD TESTS A Load test of any construction shall be conducted when required by the authority having jurisdiction whenever there is reason to question its safety for the intended occupancy or use. 1.8 CONSENSUS STANDARDS AND OTHER REFERENCED DOCUMENTS This section lists the consensus standards and other documents which are adopted by reference within this chapter: OSHA Occupational Safety and Health Administration 200 Constitution Avenue, NW Washington, DC 20210 29 CFR 1910.1200 Appendix A with Amendments as of February 1, 2000. Section 1.2 OSHA Standards for General Industry, 29 CFR (Code of Federal Regulations) Part 1910.1200 Appendix A, United States Department of Labor, Occupational Safety and Health Administration, Washington DC. 2005. 4 TABLE 1.1 OCCUPANCY CATEGORY OF BUILDINGS AND OTHER STRUCTURES FOR FLOOD, WIND, SNOW, EARTHQUAKE, AND ICE LOADS Nature of Occupancy Buildings and other structures that represent a low hazard to human life in the event of failure, including, but not limited to: • Agricultural facilities • Certain temporary facilities • Minor storage facilities All buildings and other structures except those listed in Occupancy Categories I, III, and IV Occupancy Category Buildings and other structures that represent a substantial hazard to human life in the event of failure, including, but not limited to: • Buildings and other structures where more than 300 people congregate in one area • Buildings and other structures with daycare facilities with a capacity greater than 150 • Buildings and other structures with elementary school or secondary school facilities with a capacity greater than 250 • Buildings and other structures with a capacity greater than 500 for colleges or adult education facilities • Health care facilities with a capacity of 50 or more resident patients, but not having surgery or emergency treatment facilities • Jails and detention facilities Buildings and other structures, not included in Occupancy Category IV, with potential to cause a substantial economic impact and/or mass disruption of day-to-day civilian life in the event t of failure, including, but not limited to: • Power generating stations° • Water treatment facilities • Sewage treatment facilities • Telecommunication centers Buildings and other structures not included in Occupancy Category IV (including, but not limited to, facilities that manufacture, process handle, store, use, or dispose of such substances as hazardous fuels, hazardous chemicals, hazardous waste, or explosives) containing sufficient quantities of toxic or explosive substances to be dangerous to the public if released. Buildings and other structures containing toxic or explosive substances shall be eligible for classification as Occupancy Category II structures if it can be demonstrated to the satisfaction of the authority having jurisdiction by a hazard assessment as described in Section 1.5.2 that a release of the toxic or explosive substances does not pose a threat to the public. Buildings and other structures designated as essential facilities, including, but not limited to: • Hospitals and other health care facilities having surgery or emergency treatment facilities • Fire, rescue, ambulance, and police stations and emergency vehicle garages • Designated earthquake, hurricane, or other emergency shelters • Designated emergency preparedness, communication, and operation centers and other facilities required for emergency response • Power generating stations and other public utility facilities required in an emergency • Ancillary structures (including, but not limited to, communication towers, fuel storage tanks, cooling towers, electrical substation structures, fir water storage gge tanks or other structures housing or supporting water, or other fire- suppression material or equipment) required operation panty Category IV structures during an emergency • Aviation control towers, air traffic control centers, and emergency aircraft hangars • Water storage facilities and pump structures required to maintain water pressure for fire suppression • Buildings and other structures having critical national defense functions Buildings and other structures (including, but not limited to, facilities that manufacture, process, handle, store, use, or dispose of such substances as hazardous fuels, hazardous chemicals, or hazardous waste) containing highly toxic substances where the quantity of the material exceeds a threshold quantity established by the authority having jurisdiction. Buildings and other structures containing highly toxic substances shall be eligible for classification as Occupancy Category II structures if it can be demonstrated to the satisfaction of the authority having jurisdiction by a hazard assessment as described in Section 1.5.2 that a release of the highly toxic substances does not pose a threat to the public. This reduced classification shall not be permitted if the buildings or other structures also function as essential facilities. III °Cogeneration power plants that do not supply power on the national grid shall be designated Occupancy Category II. Minimum Design Loads for Buildings and Other Structures IV 3 1 d.,, = deflection of Level x at the center of the mass at and above Level x determined by an elastic analysis, Section 12.8 -6 = modal deflection of Level x at the center of the mass at and above Level x as determined by Section 19.3.2 = deflection of Level x at the center of the mass at and above Level x, Eqs. 19.2 -13 and 19.3 -3 (in. or mm) B = stability coefficient for P -delta effects as deter- mined in Section 12.8.7 p = a redundancy factor based on the extent of struc- tural redundancy present in a building as defined in Section 12.3.4 p, = spiral reinforcement ratio for precast, prestressed piles in Sections 14.2.7.1.6 and 14.2.7.2.6 ), = time effect factor 00 = overstrength factor as defined in Tables 12.2 -1, 5.4 -1, and 15.3 -1 11.4 SEISMIC GROUND MOTION VALUES 11.4.1 Mapped Acceleration Parameters. The parameters SS and S1 shall be determined from the 0.2 and 1.0 s spectral response accelerations shown on Figs. 22 -1 through 22 -14, respectively. Where SI, is less than or equal to 0.04 and Ss is less than or equal to 0.15, the structure is permitted to be assigned to Seismic Design Category A and is only required to comply with Section 11.7. 11.4.2 Site Class. Based on the site soil properties, the site shall be classified as Site Class A, B, C, D, E, or F in accordance with Chapter 20. Where the soil properties are not known in sufficient detail to determine the site class, Site Class D shall be used unless the authority having jurisdiction or geotechnical data determines Site Class E or F soils are present at the site. 11.4.3 Site Coefficients and Adjusted Maximum Considered Earthquake (MCE) Spectral Response Acceleration Param- eters. The MCE spectral response acceleration for short periods (SMS) and at 1 s (SMI), adjusted for Site Class effects, shall be determined by Eqs. 11.4 -1 and 11.4 -2, respectively. SMS = FaSs (11.4 -1) SMI = FuSI (11.4 -2) where SS = the mapped MCE spectral response acceleration at short periods as determined in accordance with Section 11.4.1, and Si = the mapped MCE spectral response acceleration at a period of 1 s as determined in accordance with Section 11.4.1 where site coefficients Fa and F„ are defined in Tables 11.4 -1 and 11.4 -2, respectively. Where the simplified design procedure TABLE 11.4 -1 SITE COEFFICIENT, Fa Site Class Mapped Maximum Considered Earthquake Spectral Response Acceleration Parameter at Short Period Ss < 0.25 Ss = 0.5 Ss = 0.75 Ss = 1.0 Si, > 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 1.5 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 NOTE: Use straight -line interpolation for intermediate values of Ss. Minimum Design Loads for Buildings and Other Structures s TABLE 11.4 -2 SITE COEFFICIENT, F„ Site Class Mapped Maximum Considered Earthquake Spectral Response Acceleration Parameter at 1 -s Period St < 0.1 Si = 0.2 St = 0.3 S, = 0.4 Si > 0.5 A 0.8 0.8 0.8 0:8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 V 2.4 2.0 1.8 1.6 1.5 4 ~ E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 NOTE: Use straight -line interpolation for intermediate values of St . of Section 12.14 is used, the value of Fa shall he determined in accordance with Section 12.14.8.1, and the values for Fr., SM5, and SM I need not be determined. 11.4.4 Design Spectral Acceleration Parameters. Design earthquake spectral response acceleration parameter at short pe- riod, SDS, and at 1 s period, SDI, shall be determined from Eqs. 11.4 -3 and 11.4 -4, respectively. Where the altemate simplified design procedure of Section 12.14 is used, the value of SDs shall be determined in accordance with Section 12.14.8.1. and the value for SDI need not be determined. 2 SDS = SMS 2 SDI =3SM1 (11.4 -3) (11.4 -4) 11.4.5 Design Response Spectrum. Where a design response spectrum is required by this standard and site - specific ground motion procedures are not used, the design response spectrum curve shall be developed as indicated in Fig. 11.4 -1 and as follows: 1. For periods less than To, the design spectral response accel- eration, Sa, shall be taken as given by Eq. 11.4 -5: St, = SDSI0.4 +0.6 0/ (11.4 -5) 2. For periods greater than or equal to To and less than or equal to Ts, the design spectral response acceleration, Sa, shall be taken equal to SDS. Sat So, T. io Period. Tim) r FIGURE 11.4-1 DESIGN RESPONSE SPECTRUM 115 3. For periods greater than Ts, and less than or equal to TL, the design spectral response acceleration, Sa, shall be taken as given by Eq. 11.4 -6: Sa = ST II (11.4 -6) 4. For periods greater than TL, Sa shall be taken as given by Eq. 11.4 -7: SD I Ti Sa = 7'2 where (11.4 -7) SDS = the design spectral response acceleration parameter at short periods SDI = the design spectral response acceleration parameter at 1 -s period T = the fundamental period of the structure, s SD 1 To = 0.2 SDS SDI = TS and SDS Tc = long -period transition period (s) shown in Fig. 22 -15 (Con- terminous United States), Fig. 22 -16 (Region 1), Fig. 22 -17 (Alaska), Fig. 22 -18 (Hawaii), Fig. 22 -19 (Puerto Rico, Culebra, Vieques, St. Thomas, St. John, and St. Croix), and Fig. 22 -20 (Guam and 7lrtuila). 11.4.6 MCE Response Spectrum. Where a MCE response spectrum is required, it shall be determined by multiplying the design response spectrum by 1.5. 11.4.7 Site - Specific Ground Motion Procedures. The site - specific ground motion procedures set forth in Chapter 21 are permitted to be used to determine ground motions for any struc- ture. A site response analysis shall be performed in accordance with Section 21.1 for structures on Site Class F sites, unless the exception to Section 20.3.1 is applicable. For seismically isolated structures and for structures with damping systems on sites with SI greater than or equal to 0.6, a ground motion hazard analysis shall be performed in accordance with Section 21.2. 11.5 IMPORTANCE FACTOR AND OCCUPANCY CATEGORY 11.5.1 Importance Factor. An importance factor, 1, shall be as- signed to each structure in accordance with Table 11.5 -1 based on the Occupancy Category from Table 1 -1. 11.5.2 Protected Access for Occupancy Category IV. Where operational access to an Occupancy Category IV structure is re- quired through an adjacent structure, the adjacent structure shall conform to the requirements for Occupancy Category IV struc- tures. Where operational access is less than 10 ft from an interior lot line or another structure on the same lot, protection from po- tential falling debris from adjacent structures shall be provided by the owner of the Occupancy Category IV structure. TABLE 11.5 -1 IMPORTANCE FA Occupancy Category f --, Ior11 1.0 III 1.25 IV 1.5 116 TABLE 11.6 -1 SEISMIC DESIGN CATEGORY BAS PERIOD RESPONSE ACCELERATION PARAMETER Value of Sus Occupancy Category I or II g1 IV SDS < 0.167 A A A 0.167 < SDS < 0.33 B B C 0.33 < SDS < 0.50 C C D 0.50 < SDS D D D 11.6 SEISMIC DESIGN CATEGORY Structures shall be assigned a Seismic Design Category in accor- dance with Section 11.6.1.1. Occupancy Category 1, II, or III structures located where the mapped spectral response acceleration parameter at 1 -s period, SI, is greater than or equal to 0.75 shall be assigned to Seismic Design Category E. Occupancy Category IV structures located where the mapped spectral response acceleration parameter at 1- s period, S1, is greater than or equal to 0.75 shall be assigned to Seismic Design Category F. All other structures shall be as- signed to a Seismic Design Category based on their Occupancy Category and the design spectral response acceleration parame- ters, SDS and SDI, determined in accordance with Section 11.4.4. Each building and structure shall be assigned to the more se- vere Seismic Design Category in accordance with Table 11.6 -1 or 11.6 -2, irrespective of the fundamental period of vibration of the structure, T. Where SI is less than 0.75, the Seismic Design Category is permitted to be determined from Table 11.6 -1 alone where all of the following apply: 1. In each of the two orthogonal directions, the approximate fundamental period of the structure, Ta, determined in ac- cordance with Section 12.8.2.1 is less than 0.87's, where TJ is determined in accordance with Section 11.4.5. 2. In each of two orthogonal directions, the fundamental period of the structure used to calculate the story drift is less than T, 3. Eq. 12.8 -2 is used to determine the seismic response coef- ficient C3. 4. The diaphragms are rigid as defined in Section 12.3.1 or for diaphragms that are flexible, the distance between verti- cal elements of the seismic force - resisting system does not exceed 40 ft. Where the alternate simplified design procedure of Section 12.14 is used, the Seismic Design Category is permitted to be determined from Table 11.6-1 alone, using the value of Sus determined in Section 12.14.8.1. 11.7 DESIGN REQUIREMENTS FOR SEISMIC DESIGN CATEGORY A 11.7.1 Applicability of Seismic Requirements for Seismic De- sign Category A Structures. Structures assigned to Seismic De- sign Category A need only comply with the requirements of TABLE 11.6 -2 SEISMIC DESIGN CATEGORY BASED ON 1 -S PERIOD RESPONSE ACCELERATION PARAMETER OCCUPANCY CATEGORY Value of Sp, SDI < 0.067 0.067 < SD I < 0.133 0.133 < SDI < 0.20 0.20 < SD1 IorII A B C D 111 A B C D IV A C D D ASCE 7 -05 V TABLE 12.2 -1 DESIGN COEFFICIENTS AND FACTORS FOR SEISMIC FORCE- RESISTING SYSTEMS Seismic Force - Resisting System A. BEARING WALL SYSTEMS ASCE 7 Section where Response Detailing Requirements Modification are Specified Coefficient, Ra System Deflection Overstrength Amplification Factor, (1,9 Factor, Cj' 1 Structural System Limitations and Building Height (n) Llmlta Seismic Design Category c Da E° Fe 1. Special reinforced concrete shear walls 14.2 and 14.2.3.6 2. Ordinary reinforced concrete shear 14.2 and 14.2.3.4 4 2;h 5 NL NL 2h 4 NL NL NP NP NP NP NP NP walls 3. Detailed plain concrete shear walls 14.2 and 14.2.3.2 4. Ordinary plain concrete shear walls 14.2 and 14.2.3.1 2 21h 2 NL NP NP NP NP 5. Intermediate precast shear walls 14.2 and 14.2.3.5 1 h 21/2 14/2 NL NP 40k NP NP 6. Ordinary precast shear walls 14.2 and 14.2.3.3 4 21/2 4 NL NL Opt NP 4 P 7. Special reinforced masonry shear walls 14.4 and 14.4.3 3 5 21/2 3 NL NP NP 160 NP 8. Intermediate reinforced masonry shear 14.4 and 14.4.3 31/2 21/2 21/4 NL NL. NP NP NP walls h 2 /4 NL NL NP NP NP 9. Ordinary reinforced masonry shear walls 14.4 2 21/2 13/4 NL 160 NP NP NP 10. Detailed plain masonry shear walls 14.4 2 11. Ordinary plain masonry shear walls 14.4 11/2 12. Prestressed masonry shear walls 14.4 11/2 13. Light -framed walls sheathed with 14.1, 14.1.4.2, 61/2 wood swctural panels rated for shear and 14.5 resistance or steel sheets 14. Light - framed walls with shear panels of all other materials 15. Light -framed wall systems using flat strap bracing B. BUILDING FRAME SYSTEMS 1. Steel eccentrically braced frames, moment resisting connections at columns away from links 14.1, 14.1.4.2, and 14.5 21/2 21/2 21/2 3 13/4 NL NP NP NP NP 11/4 NL NP NP NP NP 13/4 NLNP1NP NP' NP 4 NL NL 65 65 65 14.1, 14.1.4.2, and 14.5 2 NL NL 35 NP NP 31/2 NL NL 65 65 65 2. Steel eccentrically braced frames, non- moment - resisting, connections at columns away from links 14.1 14.1 NL NL 160 160 100 2 4 NL NL 160 160 100 3. Special steel concentrically braced frames 14.1 6 2 5 NL NL 160 160 100 4. Ordinary steel concentrically braced frames 14.1 31/4 5. Special reinforced concrete shear walls 14.2 and 14.2.3.6 6. Ordinary reinforced concrete shear 14.2 and 14.2.3.4 walls 7. Detailed plain concrete shear walls 14.2 and 14.2.3.2 2 8. Ordinary plain concrete shear walls 14.2 and 14.2.3.1 11/2 9. Intermediate precast shear walls 14.2 and 14.2.3.5 5 10. Ordinary precast shear walls 14.2 and 14.2.3.3 4 11. Composite steel and concrete 14.3 eccentrically braced frames 2'h 21/2 31/4 NL NL 35) 35) NP) 5 NL NL 160 160 100 41/2 NL NL NP NP NP 21/2 2'h 21/2 2'h 2 12. Composite steel and concrete '14.3 concentrically braced frames 2 13. Ordinary composite steel and concrete 14.3 braced frames 2 2 NL NP NP NP NP 11h NL NP NP NP NP 41/2 NL NL 40k 401 404 4 NL NP NP NP NP 4 NL NL 160 160 100 41/2 NL NL 160 160 100 3 NL NL NP NP NP 14. Composite steel plate shear walls 14.3 61/2 21/2 51/2 NL NL 160 160 100 15. Special composite reinforced concrete 14.3 shear walls with steel elements 6 21h 5 NL NL 160 160 100 16. Ordinary composite reinforced 14.3 5 21/2 concrete shear walls with steel elements 17. Special reinforced masonry shear walls 18. Intermediate reinforced masonry shear walls 41/2 NL NL NP NP NP 14.4 51/2 21/2 4 _ NL NL 160 160 100 14.4 4 21/2 4 NL NL NP NP NP 19. Ordinary reinforced masonry shear walls 20. Detailed plain masonry shear walls 14.4 21/2 21. Ordinary plain masonry shear walls 120 2 NL 160 NP NP NP 14.4 2 21/2 2 NL NP NP NP NP 14.4 11h 21/2 11/4 NL NP NP NP NP ASCE 7 -05 i SITE CLASS. A classification assigned to a site based on the types of soils present and their engineering properties as defined in Section 1613.5.2. SITE COEFFICIENTS. The values of F„ and F,. indicated in Tables 1613.5.3(1) and 1613.5.3(2). respectively. 1613.3 Existing buildings. Additions, alterations, modifica- tion. or change of occupancy of existing building shall he in accordance with Sections 3403.2.3 and 3406.4. 1613.4 Special inspections. Where required by Section 1705.3, the statement of special inspections shall include the special inspections required by Section 1705.3.1. 1613.5 Seismic ground motion values. Seismic ground motion values shall be determined in accordance w;th this sec- tion. 1613.5.1 Mapped acceleration parameters. The parame- ters S, and .S, shall be determined from the 0.2 and 1- second spectral response. accelerations shown on Figures 1613.5(1) through 1613.5(14). Where S, is less than or equal to 0.04 and S. is less than or equal to 0.15. the structure is permitted to be assigned to Seismic Design Category A. 1613.5.2 Site class definitions. Based on the site soil prop- erties, the site shall be classified as either Site Class A, B, C, D, E or F in accordance with Table 1613.5.2. When the soil properties are not known in sufficient detail to determine the site class. Site Class D shall be used unless the building offi- cial or geotechnical data determines that Site Class E or F soil is likely to be present at the site. 1613.5.3 Site coefficients and adjusted maximum con- sidered earthquake spectral response acceleration parameters. The maximum considered earthquake spectral response acceleration for short periods. S„.,, and at 1- second period, S4,,. adjusted for site class effects shall be deter- mined by Equations 16 -37 and 16 -38. respectively: Skis= F „S, (Equation 16 -37) S„„ = F,,.S, (Equation 16 -38) where: F„ = Site coefficient defined in Table 161 3.5.3(1). F,. = Site coefficient defined in Table 1613.5.3(2). Ss = The mapped spectral accelerations for short periods as determined in Section 1613.5.1. S, = The mapped spectral accelerations for a 1- second period as determined in Section 1613.5.1. TABLE 1613.5.2 SITE CLASS DEFINI SITE CLASS SOIL PROFILE NAME AVERAGE PROPERTIES IN 'TOP 100 feet, SEE SECTION 1613.5.5 Soil shear wave velocity, v S, (ft/s) Standard penetration resistance, N Soil undrained shear strength, i,,, (psf) A Hard rock v, > 5,000 N/A N/A B _ Rock 2,500 < v, S 5,000 N/A — N/A -- C Very dense soil and soft rock 1,200 < i , 5 2,500 N > 50 s„ > 2,000 / D Stiff soil profile 600 _<v, 5 1,200 15 <_ N<_ 50 1,000 <_ i „ <_ 2,000 E Soft soil profile v, < 600 N < 15 s„ < 1,000 E Any profile with more than 10 feet of soil having the following characteristics: 1. Plasticity index PI > 20, 2. Moisture content w 2 40%, and 3. Undrained shear strength .1„< 500 psf F — Any profile containing soils having one or more of the following characteristics: 1. Soils vulnerable to potential failure or collapse under seismic loading such as liquefiable soils, quick and highly sensitive clays, collapsible weakly cemented soils. 2. Peats and /or highly organic clays (H > 10 feet of peat and /or highly organic clay where H = thickness of soil) 3. Very high plasticity clays (H >25 feet with plasticity index P1 >75) 4. Very thick soft/medium stiff clays (H > 120 feet) For SI: 1 foot = 304.8 mm, 1 square foot = 0.0929 m2, 1 pound per square foot = 0.0479 kPa. N/A = Not applicable 2006 INTERNATIONAL BUILDING CODE® 303 THE SMOLINE IND STRUCTURAL ENGINEERS PROJECT : Costco #006, Tukwila , Washington NO : 10 -014 DATE : March 8, 2010 PAGE OF RE : Design Data ENGR • TRATT L. CHK. • q Building Code . International Building Code - 2006 DEAD LOADS : INSUL. PANEL ( HIGH DENSITY RAIL ; GALV. ) 3.5" THK. = 2.9 PSF 4.0" THK. = 3.4 PSF 5.0" THIC. = 4.3 PSF LIVE LOADS Roof = 10 PSF WIND LOAD • Wall = 5 PSF SEISMIC DESIGN : ASCE /SEI 7 - 05 Seismic Design Data Seismic Design Category D Spectral response coefficient ; Sns = 0.938 Spectral response coefficient ; SDI = 0.487 Site class D Seismic Base Shear , V (Section 12.8 ) V = CsW Cs = Seismic Response Coefficient W = Total Dead Load Cs = SDS [R /IE1 Sns = Design spectral response acceleration at short period ( Section 1613.5.4 : SDS = 2/3 SMS ) IE = Importance Factor ( Table 11.5 -1) = 1.0 R = Response Modification Factor ( Table 12.2 -1 / A14 ) S Ms = Fa S s , SMi = Fv Si Ss = Mapped spectral response acceleration for short period [ Figure 1613.5 (1) ] Si = Mapped spectral response acceleration for a 1- second period [ Figure 1613.5 (2) ] Fa = Site Coefficient : Table 11.4 -1 Fv = Site Coefficient : Table 11.4 -2 S Ms = Max. spectral response acceleration at short period S MI = Max. spectral response acceleration at 1 second period SDS = 2/3 SMS (= Fa S s) , SDI = 2/3 SMI (= Fv Si ) SDS = 2x( 1.0)( 1.408) SDI = 2x( 1.519)(0.481 ) 3 SDS = 0.938 3 SDI = 0.487 Cs = SDS [R /IE] = 0.938 = 0.469 [2 /1.0] So V = Cs W V = ( 0.469) W 5 9/16" ©t 5' -4 1/4" 10' -4" 4' -6 3/16" 1 1 N IL 0 4' -11" 10' -4" 4' -0" 10" 1'-5" 12' -10" 0 .-I ED FOOD C) SERVICE COOLER 0 • i c i c f V2 = (44PLF)(12.833/2) = 283 LBS V1 = (50 PLF)(10.33/2) = 259 LBS WWL = (5 PSF)(10.48/2) = 27 PLF Ws = (0.469) (4.6 PSF)(10.0625+ 12.833) = 50 PLF GOVERN) iii V1 = (50 PLF)(10.33/2) = 259 LBS = 259 LBS V2 = 283 LBS WWL = (5 PSF)(10.48/2) = 27 PLF Ws = (0.469) (4.6 PSF)(10.0625+ 10.333) = 44 PLF GOVERN) 259 LBS ' © © CHECK SHEAR WALL P = [(4.6PsF)(lo.o625+12.83/2)](lo.33/2) = 392 LBS 12' -10" it TOE SADLER ORGDODY Structural Engineers PROJECT: TUKWILA I WA. NO: RE: FOOD 5E12\ cooue-1 - 1'5 DATE: 'b " ° PAGE OF _ ENGR. TRAT1 L. CHK - Hte kAA Lti• •i 1 triCiM2- = 5 oil* • .m Om iE-N) -r - =-7). 5HEAi2 q._1. MOT 4 .C/,,z5X104_5:b 42L LI 000) 1 2.G5)+ (11borl.)(12 0000) 2_ 1 C(0061) 1 --1 1 - 0 •I - - 1- 0T .__ NA111.E IC [RCMP Structural Engineers PROJECT: TO k W l L A' WA RE: FOOD seta J1c i L'OOLCR NO: 14- DATE: v' 10 PAGE OF ENGR• TRAIT L. CHK 1 11 /2'--- jE.1./ -- C-ONTIN. 181 GA GALV. ,ANGLE I •Si iSMIIC TASTgNEF3 ! yi�.14 X 1 ' HEX. HD. CR WS ® 12" p.c. 1 /4'1X1 ./4" TAP CONS © 12 " -O.G- IN UL. ;WALL a a..Q id1` D TA] lr -- COL L-ER - -S R€ D • * ; i S'EALt4NT1 -4 . . -4__.. - - - - - -- -- esLLC3.(.JA(>l�[. SH 11 , ''1 1 TAI COr?$. • 1 I I Adi-c_PsC^.4 I i 1 - i 1 11:-Ar2_ It057).c031,r) ' -1 i � !_.__ _ r .. 40071/ . Gf2r ('12 1 I I .5 5b_ie.H. Igq: 044.: 1 . I ,, . (024)(111 2.5: 1 sc E.(4 C12): f 4 i ' 342q '� 0 . ; 0,KY I- 1 l" • I(4 Z )! • 25Q OKI .i NS 283 LBS 0 © © CHECK SHEAR WALL (2) P = (4.6PSF)(10.48)(12.83/2) 309 LBS 4' 6 3/16" 10' 4" 5' 4 1/4" 1 1---5 9/16" CO N ;4 PROJECT: TUK W I L A, WA. TSB � AIILBI� ORmmEP Structural Engineers NO: RE: FOOD 5E f2 11 C C COOLe x 1b DATE: ' -9-10 PAGE OF ENGR: TPATI L. CHK. X000) $:1:1:1.c/c.100 v v .�.. L 1.. 2 CAA. G IM 7- c0.0 9')5. to25 s 0.112/M; ' � 5 (0.2 to C 2) 1 4_:141 NCO 00)4 !As() 21.b <s1 a _ ... OK,. M4T _= C .ch )� °•`1o'.) 2.04! 1 I M� i.;20 ( P5,)(..406).5.� -b�t 0.44)! s v7.$_1 iOT if- HO uPLI FT'$ 5111IPLISIC EEUWEP Structural Engineers PROJECT: TO k W L A ' OA • RE: FOOD berIV!Cie COOLCR NO: 1') DATE: "t° I. 1° PAGE OF ENGR: TRAT 1 L. CHK 1 1 1 V/2'- -X-V2-1--£ NNTIN. 18L GA GALV. ANGLE I SMIC TASTE NtO 1 fr14X1'HEX. HD_ 8CRrWS ® 12" P.C. ' 3/4" TAP CONS r J.. 1 1/4_ x11 TA.' ON ..- 283 LBS © © © CHECK SHEAR WALL P = (4.6PSF)(10.48)(12.83/2) = 309 LBS 4' -11" 10' -4" 4' 0" 1' 5" X 1- m O O F. 1 TOE WAIBLER Structural Engineers PROJECT: TUKWILA I WA. NO: DATE: 5 - - 0 PAGE OF RE: F 00 ID EVA! !CC COOLZ-12. ENGR: L. CHK 2 ri in) 511111.1 IC laDW IP Structural Engineers PROJECT: Tt) +' 1.J 1 L A ' WA • NO: RE: FOOD SC 12V I CAE COOL C� J ........ . 1 2 _X..- _ -- C�NTIN. 181 GA GALV. AN LE SEISM 1C ASTENE S14 X 1' HEX. HD. CR WS ®12" 0. C. 1'/4 "X1 3/4'1 TAP CONS 12 "O.E . i 1 ifaILLO 20 DATE: 11 i O PAGE OF ENGR: TRATT L. CHK ' I IN UL. 'WALL I I t3UTY". - SEALANT DETAI� -- -0- gL-ER -.S REED Yt t 1-1E/20-2- S 412S,_ 'R -F }.(,) 0(4 alt. I TAp 1 .. RLLOc, A i'✓ T�rN?SION 1 I I 1 - 400/41/ Cif�lT � 5 kOi2 4) (1140) s 24.51/ sc Rig 1gg5 ho I 4vp 4 c • PROJECT: 1O14 41LA, 4A. EAU/LIM 1E0 OD OD Structural Engineers NO RE: FQQP S1E \J10E Cc,c9LE9- 21 DATE: 9" 10 PAGE OF ENGR: ITT L CHK SCREWS 3/8" X 7" LAG BOLT (COUNTER SUNK) ©1A p.C, j I ii SILICONE TOP TO WALL I JOINTS & SILICONE ALL EXTERIOR JOINTS. RECESS GASKET TO ACCOMMODATE CLEAR SILICONE #8 X 3/4" HEX HEAD SCREWS © 12" 0.C. 1 1 /2" X 1 1 /2" WEG INSIDE CORNER TRIM t1�IO�D UPLIPT TOP JE Ls 5 'zisiSUL.'PANE L } WL ►CI-1 T (,DL • t .ar..00' RSI 4. bo prsi: '0.40 PSF UPLI1=? @. EDCIE. OF ;TOP PA 1(:� P� T; (12.10) (4-0 ) (0.�:OP5F) 111 # .i 4 e-1+ -.EAP .H 6T• :ALLOc )Api -i- 'v2LIF= - (2)(1s■bb Lb,iM ")(3'2) soi- T"ppD • '14 ©'7 P JK v USE Cb) bdL r S 1( #OOP 1L SO. AL 4-OuJA L E SHEA44 (;i1) 4 �o /boLT ∎.%t_ o VAC�LI_ SHLA (.1) •' 49 / OLT (C(9�T2OLS) AI�__Qx")Acn2) -� .5H('A,(1- • 2 TABLE 7.23 Withdrawal Design Values for Lag Screws in Softwood Glued Laminated Timber" Growth s 4. 16, Specie? Rate° 0.250 0.3125 Southern Dense Pine Medium Grain Douglas Fir -Larch Hem -Fir Lag Bolt Diameter If 7 I 9 5 3 7 1 1 16, 2, 16. H. 4. 5. 1. 1H. 14• 0.4375 0.500 0.5625 0.625 0.750 0.875 1.000 1.125 1.250 260 307 352 395 437 477 516 592 664 734 802 868 260 307 352 395 437 477 516 592 664 734 802 868 Coarse Grain 167 198 226 254 281 307 332 381 428 473 516 559 225 266 305 342 378 413 447 513 576 636 695 752 179 212 243 273 302 330 357 409 459 508 554 600 137 163 186 209 231 253 273 313 352 389 425 460 Ca t ornia Close Redwood Grain 186 220 252 283 312 340 369 423 475 525 574 621 Douglas Fir South 199 235 269 302 334 364 395 453 508 562 613 664 °Normal load duration, dry service conditions. Design values for load in withdrawal in 1b /in, of penetration of threaded part into side grain of the laminations receiving the point. "Refer to Table 3, AITC 117— Design (4) for species, rate of growth, and location of lumber used in various combinations. For other species refer to Table 7.24 for withdrawal design values based on specific gravity obtained from Table 7.21. = shank diameter. 1 • WESTERN WOODS USE BOOK 23 of ALE 8.17 — LATERAL RESISTANCE OF LAG SCREWS IN SIDE R FASTENERS / Diameter Wood Side Members GRAIN we Imo tap Total Lateral Load Per Lag Screw in Single Shear (Pounds) Member of lap Screw GROUP 1 Thickness Screw Shank Parallel Perpendicular OUP II GROUP 111 GROUP ty (inches) )inches) ('inches) Para r•endicular Parapet Perpendicular Parallel to Grain to Grain to Grain to Grain. to Grain to Grain to Grain pa to Grain " 1 -1 /2 4 1 /4 200 190 170 1 'Q_: 130 • 120 t0 Grain 5/16 280 230 210 180 150 130 120 100 3/8 320 240 240 180 170 130 140 100 7/16 350 250 270 190 190 140 150 1 1/2 390 250 290 190 210 140 170 1110 0 5 5/4 470 280 360 210 260 150 200 110 230 220 200 190 180 170 160 150 5/16 330 280 290 250 230 200 190 160 3/8 430 330 370 280 260 200 210 160 7/16 540 380 400 290 290 210 230 160 160 1/2 580 380 440 280 310 200 250 6 5/4 710 420 530 320 380 230 310 180 0 . • 320 230 220 200 200 180 80 5/16 380 290 250 260 1 02E3 4UB2 . 220 7/16 590 360 - 280- 420 510 360 ''400 280 - 40 0 1/2 700 460 600 390 430 280 340 5/8 860 510 710 430 510 310 410 250 7 1/4 280, 270 240 230 210 210 190 �� 5/16 400 340 350 300 .310 270 280 180 400 410 310 360 230 /16 640 460 60 3 500 350 '420 270 1/2 760 500 660 430 560 360 450 290 5/8 910 550 790 470 640 380 510 290 2-1/2 6 3/8 450 340 370 280 270 200 210 160 7/16 570 400 430 310 310 220 250 180 1/2 5/8 620 410 470 310 340 220 ,270 180 3/4 730 440 550 330 390 240 320 190 7/8 820 450 ' 620 340 440 240 360 200 1 1040 490 710 370 500 260 400 210 7 3/8 1040 520 790 390 560 280 450 230 380 430 330 370 280 300 220 7/16 660 470 570 410 420 300 340 240 1/2 830 540 650 420 460 300 370 240 5/8 1000 600 750 450 540 320 430 260 3/4 1110 610 840 460 600 330 480 270 1 .7/8 1260 660 950 500 680 360 550 290' 8 - 3/8 1420 710 1070 540 770 380 620 310 550 420 480 360 430 320 380 290 7/16 720 510 630 440 550 390 440 310 1/2 890 580 770 500 600 390 •480 310 5/8 1230 740 970 580 700 420 560 340 3/4 1430 790 1080 600 780 430 620 340 1 7/8 1590 830 1200 630 860 450 -690 360 9 3/8 1800 900 1360 680 970 490 780 390 600 460 520 390 460 350 410 310 7/16 790 560 680 480 610 430 540 380 1/2 970 630 840 540 750 490 600 390 5/8 1310 790 1130 680 860 520 690 420 3/4 1670 920 1340 740 960 530 770 420 1 7/8 1920 1000 1450 760 1040 540 830 430 2170 1090 1640 820 11.80 590 940 470 3-1/2 8 3/8 450 340 390 300 350 270 7/16 620 440 530 380 410 290 280 210 1/2 800 520 640 410 460 300 370 240 5/8 1030 620 780 470 560 340 450 270 3/4 1180 650 890 490 640 350 510 280 7/8 1300 680 980 510 700 370 560 290 SA11W 1�lIC aRGD p Structural Engineers PROJECT: T'UKW ILA 4A' NO- DATE: 3 ~ 1 O PAGE OF RE: FOOD Se 1V I C COOL -a 2 24 ENGR: TizATT (,. CHK sAIPLI I OBGDWP Structural Engineers PROJECT: Tv K 3.J l L A 144A. NO: RE: FOOD SEf2 -VICE COOL.Eiz 25 DATE: ✓ "1"10 PAGE OF _ ENGR: T'ATT L-• CHK PROJECT: EIL§En ®I ■I ■l ■\ VDU Structural Engineers • NO: DATE: PAGE OF Z(9 RE: ENGR•T•RATT L. CHK 4 TRUSS iH SAD; 50a - W S11EARCA C'IT_% p41i, 174as /14,5 4.2 aP. )Y. u�: • it 4 3, I I �� 2../ ;j I .ALL01"31E1 SH /N12 PLR _ISGRE;.9 @Jp'R /ALi HEAR S ReNGTH: 21F; f2 isGREw FACTOR IDFi S A FiE T`Y s 3. TI11K. dF Mews R ;nS cvNTAM-r w /.5aa_w t�EAD.� ' 8 TH , OF f" ��` 6E R" NIr -r. . IN _co it 5T wl _ °'. L1 J p1e4.P 2b6A tEri3s ILE :, I S 'RENGTH Otf . MI` M 6Ef? GN 0r1r1 r t/.Sc l-E1 4 HEAP 5t, KS I I i 1 1 i T' j Grr 7I,' PUS : TENSILE SRb( NTh O M illE2 ,OT IN C00TAcTw .FE J 4D. 5S KSI i 1 1 1 , i j M . 14-. 2 CC0. 921 r/);12 (Q. 2 (9)(►ob0)' 1 ; I }Pa 5 g , 383_, s 11916 ! Isar eE J f 1 1 1.0 3i • CA11LER 21 []BaDuD _D Structural Engineers PROJECT: NO: DATE: PAGE OF RE: ENGR: CHK Standard - Stalguard Plated Tapcon Concrete Screw ULTIMATE HOLDING VALUES` 3320 1500 PSI PSI Hollow Anchor Anchor Depth Pull- Concrete Pull- Block Diameter Length Of Out Shear Out Shear Head Inches Inches Drill Bit Embed. Lbs. Lbs. Lbs. Lbs. Style 3/16 1 -1/4 5/32 1 480 823 Flat or Hex 1 -3/4 1 -1/4 756 829 520 938 Flat or Hex 2 -1/4 1 -1/2 856 1022 Flat or Hex 2 -3/4 1 -3/4 1124 1075 3 -1/4 3 -3/4 4 1 -1/4 3/16 1 936 1479 1 -1/4 873 1590 1 -1/2 1480 1859 1 -3/4 1932 1901 2 -1/4 2 -3/4 3 -1/4 3 -3/4 4 5 6 Flat or Hex Flat or Hex Flat or Hex Flat or Hex Flat or Hex Flat or Hex Flat or Hex Flat or Hex Flat or Hex Flat or Hex Flat or Hex Flat or Hex Flat or Hex t FOR TOP PANELS SPANING 20 FEET AND LONGER, A STABILIZER (HANGER) IS RECOMMENDED. RECOMMENDED FLOOR FOOT TRAFFIC: METAL OVER FOAM - UNIFORM LOAD = 600 PSF DESIGN HAND TRUCK: 'h" PLYWOOD UNDER METAL - UNIFORM LOAD = 900 PSF PALLET JACK: '/2" PLYWOOD UNDER METAL WITH FIELD APPLIED 3/16" ADT - UNIFORM LOAD = 2500 PSF FOR SEISMIC ZONE 4: CHECK WITH ENGINEERING WHEN HEAVY ROOF LOADS EXIST. KYSOR PANEL SYSTEMS ENGINEERING BULLETIN NO.: 900 PANEL SPAN CHART I DATE: August 2, 1994 REV.: December 9. 2004 css PANELS TOPS WALLS v=i Z LL tfl Z Y v u. a °a O o 0 L.' ? > IN SIDE OUTSIDE Indudes 2 PSF for Membrane or Standing Seam Roof,add 10 PSF for ballasted Design based on deflection criteria: L/240 INSIDE OUTSIDE ASCE 7 -98 EXP. B, <30' OAH 3sec Gusts Design based on deflection criteria 1/180 LIVE LOADS -PSF LIVE LOADS - PSF 10 20 30 40 50 60 70 80 90 100 5 90 MPH 14 100 MPH 17 110 MPH 20 120 MPH 24 / 130 MPH 29 140 MPH 33 150 MPH FTNOSE THERMA -CORE 2.2 -POUND DENSITY Fc 38 =18ps ALUM 4" 1.73 32 13' -5" 10' -6" 9'-4" ' 8' -7" 8'-0" 7' -7" 7' -3" 6' -11" 6' -8" 6' -5" 21' -10" 13' -6" 12'-4" 11' -11" 11' -3" 10' -6" 10' 9' -6" GALV WOOD 4" 2.64 32 15'-4" 12' -6" 11' -0" 10' -0" 9' -0" 8' -10" 8'-6" 8' -2" 7' -10" 7'-6" 22' -10" 16' -0" 14' -10" 14' -1" 13' -3" 12' -3" -2" 11' FRAME (TST) THERMA - STRUCTURE 2.2 -POUND DENSITY -5" Fc 10' -5" =18ps ALUM 2 '/2" 3'/2" 4" 5" 1.88 2.34 2.98 3.73 20 28 32 40 11' -0" 15' -0" 15' -6" 21' -0" 8' -6" 11'-4" 12' -0" 15' -10" 7' -6" 10' -0" 10' -6" 14' -0" 7' -0" 9' -2" 9' -6" 13' -0" 6' -6" 8' -6" 9' -0" 12'-0" 6' -2" 8' -1" 8' -6" 11'-4" 5' -10" 7' -9" 8' -1" 10'-10" 5' -8" 7' -S" 7' -9" 10' -5" 5' -6" 7' -1" 7' -6" 9' -11" 5' -3" 6' -10" 7' -2" 9' -8" 15' -6" 19' -0" 21' -6" 2641"* 11' -0" 14' -3" 15' -2" 20' -6" 10'-4" 13' -9" 14' -6" 19' -0" 9' -11" 13' -0" 13' -7" 18' -0" 9' -4" 12' -2" 12' -10" 17' -2" 8' -7" 11' -6" 12' -0" 16' -3" 8' -0" 11' -0" 11'-4" 15' -5" 7'-4" 10'-4" 10' -8" 14' GALV 21/2" 3 ' /2" 4" 5" 2.32 3.25 3.71 4.64 20 28 32 40 12' -0" 16' -0" 16' -6" 22' -0" 9' -3" 12'-4" 13' -0" 17' -0" 8' -2" 11' -0" 11'-6" 15' -2" 7' -6" 10' -0" 10' -6" 14' -0" 7' -0" 9' -3" 9' -9" 13' -0" 6' -8" 8' -9" 9' -1" 12' -3" 6' -5" 8'-4" 8' -8" 11' -8" 6' -1" 8' -0" 8'-4" 11' -2" 5' -10" 7' -8" 8' -0" 10' -9" 5' -8" 7' -5" 7' -9" 10' -5" 15' -8" 22' -0" 23' -0" 26'-0 "* 12' -1" 15' -8" 16' -5" 22' -0" 11' -3" 14' -10" 15' -3" 20' -8" 10' -8" 14' -1" 14' -8" 19' -8" 10' -0" 13' -3" 13' -9" 18' -6" 9'-4" 12'-4" 12' -11" 17'-4" 8' -10" 11' -7" 12' -4" 16' -6" -5" 8' -3" 10' -9" 11' -8" 15' INSUL -FRAME (HDR) THERMA - STRUCTURE II 2.2 -POUND DENSITY Fc -6" =18ps ALUM 3 'h" 4" 5" 1.99 2.63 3.34 28 32 40 14' -1" 14' -11" 20' -0" 10' -10" 11'-4" 15' -0" 9' -8" 10'-0" 13' -7" 8' -10" 9' -2" 12' -3" 8' -5" 8' -7" 11' -6" 7' -9" 8' -0" 10' -10" 7' -S" 7-8" 10'-4" 7' -1" 7' -5" 9' -11" 6' -10" 7' -1" 9' -7" 6' -8" 6' -10" 9'-3" 18' -10" 20' -6" 26' -0 "* 14' -0" 14' -8" 19' -6" 13' -0" 13' -9" 18'-4" 12' -5" 13' -0" 17' -7" 11' -9" 12' -3" 16' -6" 11' -0" 11'-6" 15'-4" 10'-4" 10'-11" 14' -6" 11' -2" 11' -8" 15' 9' -7" 10' -3" 13' -6" 10' -6" 11' -0" GALV 3 'h" 4" 5" 2.9 3.36 4.25 28 32 40 15' -6" 16' -1" 21' -0" 11' -8" 12' -2" 16' -3" 10'-4" 10' -10" 14' -7" 9' -6" 9' -11" 13'-4" 8' -10" 9' -3" 12' -5" 8'-4" 8' -9" 11' -9" 7' -11" 8'-4" 11' -2" 7' -8" 7' -11" 10' -9" 7'-4" 7' -8" 10'-4" 7' -1" 7' -5" 10' -0" 21' -0" 22' -0" 26'-0"* 15' -0" 15' -8" 21' -3" 14' -0" 14' -8" 19' -10" 13'-4" 14' -0" 18' -10" 12' -8" 13' -3" 17' -9" 11' -10" 12'-4" 16' -7" LAMINATED EXPANDED POLYSTYRENE (EPS) THERMA -SEAL 1 -POUND DENSITY -8" Fc 14' -7" =12ps ALUM 2" 4" 6" 8" 10" 1.11 1.33 1.45 1.57 1.69 9 17 25 34 42 10' -6" 15' -0" 18' -6" 21' -0" 23' -6" 8' -0" 12' -0" 14' -7" 17' -3" 19' -8" 7' -0" 10' -8" 13' -0" 15' -0" 17' -6" 6'-6" 9' -8" 11' -10" 14' -0" 16' -0" 6' -0" 9' -0" 11' -0" 13' -0" 15' -0" 5' -9" 8' -7" 10' -5" 12' -4" 14' -2" 5' -6" 8' -1" 9' -11" 11' -9" 13' -6" 5' -3" 7' -10" 9' -6" 11' -3" 12' -11" 5' -0" 7-7" 9' -2" 10' -10" 12' -5" 4' -10" 7' -3" 8' -10" 10' -7" 12' -0" 14'-4" 20' -6" 26' -0" 3041"* 304"* 10' -1" 15' -2" 18' -7" 22' -1" 25' -9" 9' -6" 14' -3" 17' -6" 19'11" 24' -0" 9' -1" 13' -6" 16' -6" 19' -5" 22' -9" 8' -7" 12' -7" 15' -7" 18' -6" 21' -6" 8' -0" 11' -11" 14' -9" 17'-4" 20' 7' -7" 11' -6" 14' -2" 16' -6" 29' -4" 8' -0" 12' -6" 15' -3" 17' -10" 20' 7' -1" 11' -0" 13' -6" 15' -6" 18' -2" 7' -4" 11' -10" 14' -3" 16' -8" GALV LAMINATED 2" 4" 6" 8" 10" 2.12 2.24 2.36 2.48 2.6 9 17 25 34 42 11' -0" 16' -0" 20' -0" 22' -6" 25' -0" 8' -6" 13' -0" 15' -10" 18' -3" 21' -0" 7' -6" 11'-4" 13' -10" 16' -6" 18' -10" 7' -0" 10' -6" 12' -8" 15' -0" 17'-4" 6' -6" 9' -6" 11' -10" 14' -0" 16' -0" 6' -2" 9' -2" 11' -3" 13' -3" 15' -3" 5' -10" 8' -9" 10' -8" 12' -8" 14' -6" 5' -8" 8' -5" 10' -3" 12' -1" 13' -10" 5' -6" 8' -1" 9' -10" 11' -8" 13'-4" 5' -3" 7' -10" 9'-7" 11' -3" 12' -11" 15' -6" 22' -10" 28' -10" 30'-0"* 30' -0 "* i 11' -10" 16' -6" 20'-4" 24' -0" 27' -5" .10' -4" 15' -9" 19' -0" 22' -6" 25' -9" 9' -11" 14' -9" 18' -0" 21'-4" 24' -5" 9'-4" 13' -10" 17' -1" 20' -1" 23' -0" -3" 8' -7" 13' -1" 16' -0" 18' -9" 21' -6" URETHANE THERMA -SEAL 2 -POUND DENSITY -5" Fc 19' -1" =24ps ALUM 4" 6" 8" 10" 1.66 2 2.33 2.66 32 48 66 83 14' -0" 14' -0" 14' -0" 14' -0" 10' -0" 10' -0" 10' -0" 10' -0" 9' -0" 9' -0" 9' -0" 9' -0" 8' -0" 8' -0" 8' -0" 8' -0" 7' -0" 7' -0" 7' -0" 7' -0" 6' -6" 6' -6" 6' -6" 6' -6" 6' -0" 6' -0" 6' -0" 6' -0" 5' -8" 5' -8" 5' -8" 5' -8" 5'-4" 5'-4" 5'-4" 5'-4" 5' -0' 5' -0" 5' -0" 5' -0" 17' -7" 17' -7" 17' -7" 17' -7" 12' -5" 12' -5" 12' -5" 12' -5" 11' -6" 11' -6" 11' -6" 11' -6" 11' -0" 11' -0" 11' -0" 11' -0" 10' -4" 10'-4" 10'-4" 10'-4" 9' -8" 9' -8" 9' -8" 9' 9' -3" 9' -3" 9' -3" 8' -6" 8' -6" 8' -6" GALV *MAX 4" 6" 8" 10" 2.57 2.91 3.24 3.57 32 48 66 83 14' -0" 14' -0" 14' -0" 14' -0" 11' -6" 11' -6" 11' -6" 11' -6" 10' -0" 10' -0" 10' -0" 10' -0" 9' -0" 9' -0" 9' -0" 9' -0" 8' -0" 8' -0" 8' -0" 8' -0" 7' -6" 7' -6" 7' -6" 7'-6" 7' -0" 7-0" 7' -0" 7-0" 6' -8" 6' -8" 6' -8" 6' -8" 6'-4" 6'-4" 6'-4" 6'-4" 6' -0" 6' -0" 6' -0" 6' -0" 18' -6" 18' -6" 18' -6" 18' -6" 13'-4" 13' -4" 13'-4" 13'4" 12' -6" 12' -6" 12' -6" 12' -6" 12' -0" 12' -0" 12' -0" 12'-0" 11' -3" 11' -3" 11' -3" 11' -3" -8" 10' -4" 10' -4" 10'-4" 10'-4" 9' -3" 9' -7" 9' -7" 9' -7" 9' -7" 8' -6" 8' -8" 8' -8" 8' -8" 8' -8" SPAN IS BASED ON MANUFACTURING LIMrrATION FOR TOP PANELS SPANING 20 FEET AND LONGER, A STABILIZER (HANGER) IS RECOMMENDED. RECOMMENDED FLOOR FOOT TRAFFIC: METAL OVER FOAM - UNIFORM LOAD = 600 PSF DESIGN HAND TRUCK: 'h" PLYWOOD UNDER METAL - UNIFORM LOAD = 900 PSF PALLET JACK: '/2" PLYWOOD UNDER METAL WITH FIELD APPLIED 3/16" ADT - UNIFORM LOAD = 2500 PSF FOR SEISMIC ZONE 4: CHECK WITH ENGINEERING WHEN HEAVY ROOF LOADS EXIST. KYSOR PANEL SYSTEMS ENGINEERING BULLETIN NO.: 900 PANEL SPAN CHART I DATE: August 2, 1994 REV.: December 9. 2004 css • Quality Assurance Council: Bernard E. Cabelus Past President NCSBCS William L. Kralj, P.E. Past President BOCA Gerald P. Marx, P.E. Safety and Buildings Division WI Dept. of Industry, Labor and Human Relations Vird Morrison Vice President Wausau Insurance Ed Starostovic, P.E, Ex Officio President, PFS & TECO Regional Offices: Bloomsburg, PA. 717/784 -8396 Dallas, TX. 214/620 -7012 Eugene, OR. 503/746 -8271 Los Angeles, CA. 310/559 -7287 vladison, WI. S08/221-3361 /aleigh, NC. )19/981 -0552 ;hreveport, LA. 318/686 -2989 Quality Control, esting, Inspection and :ertification Services to he Building Industry 2c HEADQUARTERS: 2402 Daniels Street, Madison, WI 53704. • Ph: 608/221 -3361 • Fax: 608/221 -2084 PFS TEST REPORT #94 -27 R & D SHEAR TESTS OF PANEL CONNECTORS FOR KYSOR /NEEDHAI\.I FORT WORTH, TEXAS BY: PFS CORPORATION 2402 DANIELS STREET MADISON, WISCONSIN Quality Assurance Council: Bernard E. Cabelus Past President NCSBCS William L. Kralj, P.E. Past President BOCA Gerald P. Marx, P.E. Safety and Buildings Division WI Dept. of Industry, Labor and Human Relations Vird Morrison Vice President Wausau Insurance Ed Starostovic, P.E, Ex Officio President, PFS & TECO Regional Offices: Bloomsburg, PA. 717/784 -8396 Dallas, TX. 214/620 -7012 Eugene, OR. 503/746 -8271 Los Angeles, CA. 310/559 -7287 Madison, WI. 508/221 -3361 Raleigh, NC. ?19/981 -0552 ihreveport, LA. 18/686 -2989 Quality Control, :esting, Inspection and :ertification Services to he Building lndusry 3c) HEADQUARTERS: 2402 Daniels Street, Madison, WI 53704 • Ph: 608/221 -3361 • Fax: 608/221 -2084 PFS Test Report: #94 -27 Test Dates: 07/26 -27/94 Report Date: 07/29/94 Page 1 of 3 PFS TEST REPORT #94 -27 R & D SHEAR TESTS OF PANEL CONNECTORS FOR KYSOR /NEEDHAM FORT WORTH, TEXAS GENERAL Research & Development shear tests of panel connectors were conducted on July 26 -27, 1994, at PFS Corporation of Madison, Wisconsin. A PFS Corporation representative was present during the manufacturing of the panel test specimens. The testing was performed according to the client instructions. The purpose of the testing was to determine the weaker of two different orientations of the test panel connector and to perform additional test trials with the panel connector in the weaker mode. DESCRIPTION The client submitted ten pairs of 2- ft.- by -1 -ft. metal skin, foam core panels with a pin and hook interlocking panel connector. Five pairs were constructed with urethane foam framing and the other five pairs were constructed with a wood perimeter framing. Each pair consisted of one panel with the hook component installed and the other panel had the pin component installed. TEST PROCEDURES Each pair of panels were connected together by the secure engagement of the pin and hook interlocking mechanism. The connected panels were tested in a compression shear mode utilizing the Baldwin Universal Test Machine. With the panel's interface vertical, the pin panel was held in a fixed position while the hook panel was subjected to a gradually increasing load applied in a direction parallel to the interface. The shear loading continued until the connector failed. Tne test machine crosshead speed was approximately 0.500 in. per minute. • PFS Test Report: #94 -27 Test Dates: 07/26 -27/94 Report Date: 07/29/94 Page 2 of 3 TEST RESULTS The first two pairs of panels, of each type construction, were subjected to the test with the pin and hook interlock positioned in two different orientations. These initial tests indicated the panel's relative displacements to either move the hook further toward the pin or move the hook off the pin. The maximum force measurement indicated the•weaker mode was to move the hook off the pin. The remaining three pairs of panel samples were tested in the weaker mode. See enclosed photos of typical test set -up and failures. Test No. URETHANE FOAM FRAMED PANELS Load (lb.) Failure 1 2 3 4 5 520 625 645 945 680 Pin assembly separated. Pin assembly compressed in foam. Pin assembly compressed in foam. Pin assembly compressed in foam. Pin assembly compressed in foam. 34-/ /s = 3' AL_Lfl�clA�� Gpct —r7 FA 07-0•2 0, SAFE 7-sr = 2 . g 2, = 273 PAP? -. cow:, C7 Z PFS Test Report: #94 -27 Test Dates: 07/26 -27/94 Report Date: 07/29/94 Page 3 of 3 WOOD FRAMED PANELS Test No. Load (lb.) 1 2 3 4 5 2125 2145 2045 2760 2180 Failure Hook partial sheared. Hook partial sheared. Hook partial sheared. Hook partial sheared. Hook partial sheared. Tests Conducted and Report Prepared By: Allan Adams Lab Technician *09/14/94* 94 -27 /pb //255 / E = 22S/' Tests Witnessed and Report Reviewed By: tai 1A4 i4v J mes Van Schoyck L b Manager Ronald H. Reindl, A.I.A. Vice President -Lab 32 /-.LL.0\id p- lam C.../:\pkc(T7 PA c To 2 O. S F,E.7'y = 2, 2.25 // pE Go�✓�/EC7o2- PFS TEST REPORT 094 -27 KYSOR /NEEDFjAM 1. Typical compression shear setup. NOTE: The weaker orienta- tion is shown. The "hook panel" (on right) moves upward as "pin panel" is stationary. PFS TEST REPORT 094 -27 KYSOR /NEED: -_u, 2. Typical failure wood framed panel. NOTE: Partial shear indicated by crack in metal at bottom edge of hook. J PFS TEST REPORT #94-27 KYSOR/NEEDHAM 3. Typical failure urethane foam framed panels. PFS TEST REPORT #94-27 KYSOR/NEEDHAM 4. Unusual failure cam split urethane foam framed panel: SAIDLEIE EIDT1P • Structural Engineers NO: DATE: ENGR: PROJECT: KI5Og RE: PANE L TOP5 PAGE OF CHK __I r -I -I I- - t-- .• -- L'- CAM / 0,C. R _ - 7 Typ, L6e14. CDN (Ma.) PA:\lE KMi41). E oR / 4 -01 A 1 I ovoale, 3heav ( w000 Fvortie) r 35g1 , CONNECTOR. --t P ocA,64.6i e Sheay. (7,14,19,ig,13,1,16) 106q# 5- Co \WE'cie7R5) SE T Y - PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: M10 -032 PROJECT NAME: COSTCO SITE ADDRESS: 400 COSTCO DR X Original Plan Submittal _ Response to Correction Letter # DATE: 03 -11 -10 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: uildincf Division Public Works Fire Prevention Structural Planning Division n ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete L� Incomplete n DUE DATE: 03 -16-10 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route N Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 04 -13-10 Approved ❑ Approved with Conditions Not Approved (attach comments) Li Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 Contractors or Tradespeople Peter Friendly Page 0 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. Business and Licensing Information Name Key Mech Co Of Washington UBI No. 600196154 Phone 2538727392 Status Active Address 19430 68Th Ave S Ste B License No. KEYMEW *240NZ Suite /Apt. License Type Construction Contractor City Kent Effective Date 8/9/1976 State Wa Expiration Date 4/1/2011 Zip 98032 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date Heisler, Robert L &Nbsp; 01/01/1980 Bond Amount Leonard, Frank W &Nbsp; 01/01/1980 023011682 023011682 Sandahl, Lee F &Nbsp; 01/01/1980 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 10 MUTUAL INS CO 023011682 023011682 04/01/2009 Until Cancelled $12,000.0003/23 /2009 9 INSURANCE CO OF THE WEST 1886384 04/01/2003 04/01/2009 $12,000.00 03/31/2003 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 22 TRAVELERS PROPERTY CAS INS CO DTC0526D7003TIL09 03/31/2009 03/31/2010 $1,000,000.0003 /30/2009 21 TRAVELERS INDEMNITY CO OF AME DTC0526D70031ND08 03/31 /2008 03/31 /2009 $1,000,000.0003 /18/2008 20 TRAVELERS INDEMNITY CO DTEC0526D7003INDO7 03/31/2007 03/31/2008 $1,000,000.0003 /28/2007 19 TRANSPORTATION INS CO G224885996 03/31/2006 03/31/2007 $1,000,000.00 03/08/2006 18 CONTINENTAL CAS CO C2024885996 03/31/2005 03/31/2006 $1,000,000.00 03/31/2005 17 TRANSPORTATION INS CO TCP2024885996 03/31/2000 03/31/2005 $250,000.00 03/18/2008 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 03/29/2010 [EXPIRES: 3/00/ &ATTENTION ® ALL UNITS ARE DESIGNED FOR INDOOR APPLICATIONS UNLESS NOTED OTHERWISE G C -4 30 -7/8 x 5 -3/8 INCLUDE PROTECTIVE FILM - PVC W -4 23 W -1 47 W -1 47 C -3 16 -13/16 x GG 5-3/8 ' M N 34 N 1 -001 Food Service Cooler NO FLOOR 10'- 5 3/4" O.A. L.O.F = 120- 9/16" 0 0 C -1 5 -3/8 x 29 -3/4 GG w -1 47 12' 10" Walls Layout W -1 47 C -2 29 -3/4 x 5 -3/8 Saved on 3/8/2010 9:53:26 AM by JPO I I bR. 12' -10" LOF = 154" Tops Layout 0 in 11 3/4 in *** Effective January 1, 2009, provisions of Section 312 of the U.S. Energy Independence and Security Act establish new standards for walk in coolers and freezers. All panels and doors manufactured or components supplied by Kysor Panel Systems will comply with the requirements set forth in the Act. The customer will assume responsibility for compliance with respect to all components that might be "supplied by others" (doors, glass doors, refrigeration, lighting). For additional information, please contact your salesperson or visit our website at www.kysorpanel.com ** 0 in 11 3/4 in 26 13/16 in 26 13/16 in 112 1/16 in 0 in 5 1/2 in ELEVATION NO SCALE TRD -2 TO G G T TRD -1 T 1 i 1 m tI G 85 1/2" C -2 G W -2 T G W -3 T /2X6 BLOCKING / FLAT TOINT. \ AND EXT. 0 in 11 3/4 in 26 13/16 in 26 13/16 in 112 1/16 in 0 in 5 1/2 in ELEVATION NO SCALE REVIEWED FOR CODE COMPLI APPROVED MAR 2 4 2010 City of Tul & BUILDING DIVISION DESCRIPTION COOLER AS SHOWN- NO FLOORS. NSF AND UL LABELED FOR FLAME SPREAD AND SMOKE DEVELOPED THERMA- STRUCTURE (WOOD FRAME) SIESMIC TIE - DOWNS: IF REQUIRED AND NOT SHOWN AS SUPPLIED BY KPS - THEY ARE TO BE SUPPLIED BY OTHERS INSULATION 5" POURED -N -PLACE URETHANE FOAM GENERAL NOTES SCREED: 1 1/2" X 1 1/2" 18 GA. CONT. ANGLE NAMEPLATE: NONE COVED BASE: WHERE REQUIRED AND NOT SHOWN IS BY OTHERS ROOF: N/A INSTALL: BY OTHERS FINISH INTERIOR WALL: WHITE EMBOSSED GALVANIZED INTERIOR TOP: WHITE EMBOSSED GALVANIZED INTERIOR FLOOR: EXTERIOR WALL: WHITE EMBOSSED GALVANIZED EXTERIOR TOP: NATURAL EMBOSSED GALVANIZED EXTERIOR FLOOR: DOORS /OPENING 0(1) 4' -0" X 7-0" OPENING WITH JAMISON MANUAL SLIDE COOLER DOOR AND CLEAR VU DOOR. ®(1) 5' -4 1/4" X 5' -4 7/8" OPENING WITH ANTHONY SLIDE WINDOW. DOOR /OPENING HARDWARE N/A JAMB GUARDS (1) SETS 18 GA. S.S. JAMB GUARDS (FACTORY INSTALLED) ELECTRICAL SWITCH: (1) LOOSE; THERM. TS -2 W/ 25 LEAD: (1) LOOSE; LARGE 12" DIAL THERM: (1) LOOSE; ELEVATION NO SCALE TRD -2 TO G GT w -5 T T BRD - 1 G REVIEWED FOR CODE COMPLI APPROVED MAR 2 4 2010 City of Tul & BUILDING DIVISION DESCRIPTION COOLER AS SHOWN- NO FLOORS. NSF AND UL LABELED FOR FLAME SPREAD AND SMOKE DEVELOPED THERMA- STRUCTURE (WOOD FRAME) SIESMIC TIE - DOWNS: IF REQUIRED AND NOT SHOWN AS SUPPLIED BY KPS - THEY ARE TO BE SUPPLIED BY OTHERS INSULATION 5" POURED -N -PLACE URETHANE FOAM GENERAL NOTES SCREED: 1 1/2" X 1 1/2" 18 GA. CONT. ANGLE NAMEPLATE: NONE COVED BASE: WHERE REQUIRED AND NOT SHOWN IS BY OTHERS ROOF: N/A INSTALL: BY OTHERS FINISH INTERIOR WALL: WHITE EMBOSSED GALVANIZED INTERIOR TOP: WHITE EMBOSSED GALVANIZED INTERIOR FLOOR: EXTERIOR WALL: WHITE EMBOSSED GALVANIZED EXTERIOR TOP: NATURAL EMBOSSED GALVANIZED EXTERIOR FLOOR: DOORS /OPENING 0(1) 4' -0" X 7-0" OPENING WITH JAMISON MANUAL SLIDE COOLER DOOR AND CLEAR VU DOOR. ®(1) 5' -4 1/4" X 5' -4 7/8" OPENING WITH ANTHONY SLIDE WINDOW. DOOR /OPENING HARDWARE N/A JAMB GUARDS (1) SETS 18 GA. S.S. JAMB GUARDS (FACTORY INSTALLED) ELECTRICAL SWITCH: (1) LOOSE; THERM. TS -2 W/ 25 LEAD: (1) LOOSE; LARGE 12" DIAL THERM: (1) LOOSE; ELEVATION NO SCALE 4 M _L2 L2 C0 ri SECTION NO SCALE RECEIVED MAR 112010 PERMIT CENTER 6 ATTENTION PENETRATIONS ARE THE RESPONSIBILITY OF OTHERS. Minimum Design Load Uniformly Distributed Tops (PSF):10 Walls (PSF): 5 *Floors (PSF): 900 *Not For Pallet Jack or Forklift m at CO til 0 V Dia 0 V R to E 0 1;1 .c In o .z o U O c s U a tit RI 3N z 0 1�- a 1 u) W 0 COLOR CODE BLACK LEGEND 1 ELECTRICAL SYMBOLS 0 O O 3-WAY SWITCH JUNCTION BOX SWITCH THEEMONET62 IS - TS -2 THERMOMETER H • HEATED VENT 0,1832) - HEATER WIRE JUNCTION ©- ucHT NON- HEATED VENT - ALARM - DIGITAL 1HERI.IOI•ETER FAN CUT-OFF SWITCH - HEATED VINT 01845) • HEATED VENT (#1825) - 2132 -3/4' ELECT. BOX W/3/4. CONDUIT 0 0 O 0 NOTE REFERENCE LAYOUT(S) FOR LOCATIONS AND FOR SPECIFICATIONS REFER TO GENERAL NOTES. OSTCO #006 OUTHCENTER 400 OSTCO DR SUITE 1150 UKWILA, WA 98188 P.O. # 0060909 -935P SD -3 of 4 FW71313 Q08 KPS -300 SCALE PLANT LOC. 3/4" = 1' -0" AZ mizzamE 11117.1111113221:3321 WOE MAIM 11•1111111 MINN =NM PLAN VIEW SHEET UNIT ##1 Seismic Design Data Seismic Design Category D Spectral response coefficient ; SDS = 0.938 Spectral response coefficient ; SDI = 0.487 Site class D 4 M _L2 L2 C0 ri SECTION NO SCALE RECEIVED MAR 112010 PERMIT CENTER 6 ATTENTION PENETRATIONS ARE THE RESPONSIBILITY OF OTHERS. Minimum Design Load Uniformly Distributed Tops (PSF):10 Walls (PSF): 5 *Floors (PSF): 900 *Not For Pallet Jack or Forklift m at CO til 0 V Dia 0 V R to E 0 1;1 .c In o .z o U O c s U a tit RI 3N z 0 1�- a 1 u) W 0 COLOR CODE BLACK LEGEND 1 ELECTRICAL SYMBOLS 0 O O 3-WAY SWITCH JUNCTION BOX SWITCH THEEMONET62 IS - TS -2 THERMOMETER H • HEATED VENT 0,1832) - HEATER WIRE JUNCTION ©- ucHT NON- HEATED VENT - ALARM - DIGITAL 1HERI.IOI•ETER FAN CUT-OFF SWITCH - HEATED VINT 01845) • HEATED VENT (#1825) - 2132 -3/4' ELECT. BOX W/3/4. CONDUIT 0 0 O 0 NOTE REFERENCE LAYOUT(S) FOR LOCATIONS AND FOR SPECIFICATIONS REFER TO GENERAL NOTES. OSTCO #006 OUTHCENTER 400 OSTCO DR SUITE 1150 UKWILA, WA 98188 P.O. # 0060909 -935P SD -3 of 4 FW71313 Q08 KPS -300 SCALE PLANT LOC. 3/4" = 1' -0" AZ mizzamE 11117.1111113221:3321 WOE MAIM 11•1111111 MINN =NM PLAN VIEW SHEET UNIT ##1 ®ATTENTION s ALL UNITS ARE DESIGNED FOR INDOOR APPLICATIONS UNLESS NOTED OTHERWISE CUSTOMER JCB f BOX FW71313 /201 DIhB'SIChS INT / EXT 1613,16•..,9•. 120-A6• WEG / WEG PPI•3_ # TYPE OF CONDUIT C -3 3-WAY ❑ 7-BOX ED swITOiQ Th6N4O.[] 6- 13/16' °j d p_ 10° EXTERIOR VIEW 3/4. PLYWOOD BLOCKING INT. & EXT. 1/2" 1/2" METAL BREAK INT & EXT FULL PERIMETER FLAT TRIM W/ HEMMED EDGES 4" WIDE @ 5" PANELS FULL PERIMETER TOWARDS INT. SIDE TWIST NAILS @ 12" O.C. PLANT INSTALLED TRIM DETAIL - WINDOW TRIM NO SCALE #8x3 /4" HEX HD. SCREWS @ 12" O.C. MAX. 1" x 6 -1/2" FIELD INSTALLED TOP TRI W/ HEMMED EDGE 3/8" LAG BOLTS @ 24" O.C. MAX. BUTYL ALL JOINTS IN FREEZERS NOTE: BUTYL BETWEEN JOINTS AS PANELS ARE ASSEMBLED & NOT AFTER. BUTYL MUST NOT BE EXPOSED. DETAIL - LAG DOWN TOPS SILICONE TOP TO WALL JOINTS 26 GA. 1 -1/2" x 1 -1/2" CONT. ANGLE W/ #14x1" HEX HD. SCREWS @ 12" O.C. MAX. NO SCALE REVIEWED FOR CODE COMPLIANCE APPROVED MAR 24 2010 City of Tukwjla _BUILDING DIVISION #10 x 1" TRUSS HD. SCREWS © 12" O.C. 96" LONG STAINLESS STEEL TRIM FOR THERMOMETER LEAD W /HEMMED EDGES DETAIL - THERMOMETER TRIM NO SCALE INSIDE OF DOOR OPENING (2) -3/8" x 2 " LAG BOLTS 2" x 4" x 5 -1/2" 12 GA. GALV. ANGLE (2) -3/8" x 3" LONG HILTI KWIK BOLT II OR (2) -3/8" x 2" LAG BOLTS, AS REQ'D. INSTALL (1) STABILIZER ON EACH SIDE OF OPENING AT INTERIOR OF BOX DETAIL - DOOR STABILIZER NO SCALE CONDUIT TO PROTRUDE 7" ABOVE THE WALL PANEL FOR FIELD ATTACHMENT OF ELECTRICAL ABOVE THE PRE -FAB ROOM ONDUIT PILOT LIGHT & SWITCH WITH INTERNAL CONDUIT OUT TOP OF WALK -IN ® ELECTRICAL BOX - UL LISTED ®1/2" CONDUIT - UL LISTED © CONDUIT CONNECTOR - UL LISTED ® SWITCH AND COVER PLATE - UL LISTED SHIPPED LOOSE 1 -1/2" x 1 -1/2" 18 GA. CONTINUOUS ANGLE #14 x 1" HEX HD. SCREWS @ 12" O.C. 1/4" x 1 -3/4" TAP CONS @ 12" O.C. INSULATED WALL PANEL BUTYL SEALANT DETAIL - COOLER SCREED NO SCALE Saved on 3/8/2010 9:53:26 AM by JPOTTER. MID -o3 z 1 WIRES: 3 / 09 / 7©/f 15 1/2" I @ INT 48" A.F.F. REMAINING JAMB GUARD TO BE STD. 2 X 6 BLOCKING FOR DOOR STAB 10 X 1" TRUSS HD. CREWS @ 12' O.C. FACTORY INSTALLED 18 GA S.S. STANDARD JAMGUARDS FROM 48" A.F.F. RECEIVED MAR 112010 PERMIT GEN °ER INSUL. WALL SHS FRAME SILICONE DETAIL - JAMB GUARDS @ SLIDER OPENING NO SCALE DESCRIPTION W t- D COSTCO #006 SOUTHCENTER 400 COSTCO DR SUITE 1150 TUKWILA, WA 98188 P.O. # 10060909 -935P RAWING 44 SD -4 of 4 FW71313 QUOTE # 1 Q086786 KPS -400 SCALE PLANT LOC. 3/4" = 1' -0" AZ RAWN BY DATE: CHECK BY: DATE: w 2/25/2010 RB DETAILS SHEET ,UNIT # 1 Q O _ 041, F1 G1 O O SYSTEM DESCRIPTION SYSTEM N0. F d 6 TOTAL SIZE 144 SO FT. PRODUCT FOOD SERVICE COIL (N)(2) RUSSELL M26 -115 B DISCHARGE AIR 34 LOAD B.T,U.H, 11,000 FOOD SERVICE COOLER; 11,000 WATER CHILL COIL CONDENSING UNIT MAKE: MODEL RUSSELL: (N) RLH150M44 -D WEIGHT 240 LBS. EA. HORESFOWER 1.5 EA. (NOMINAL) CAPACITY B.T.U.H. 13,000 EA. LENSTHxWIDTHxHEIGHT 38 -1/4" X 16" X 30 5/8" SUCTION TEMP +20 ELECTRICAL VOLTS 208/230V/1 MGA /MOGP AMPS 15.0/25 A (EM) FO PREP. D � - J - REVIEWED FpR CONDENSER CODE COMPLIANCE APPRQ MAKE: MODEL `��+ ( EM) Fo�D PREF . I M �y,�® 24 TQ7 4111 \� 1\ LEGEND Y IGHT 2 4 2010 p It— (EM) FOOD I - , LENGTHxWIDTHxHEIGHT 12 _10 \1 I I i ELECTRICAL VOLTS 0f '�� BUILDING SERV I GE 1 ' -10'' MCA/MOGP AMPS nI�,Igi�N 1 :oaPANY Lion and operating requirements. !ct to appicable ordinances and mitted upon the understanding jest to change without notice. REFRIGERATION SYSTEM ELECTRICAL GALLOUT ® ELECTRICAL STUB -UP O JUNCTION BOX :_ - -2. ,•,,,,,• " "•,•, " " ",,,,,,,•~, L J L ' d F 1 C� 0 O ' EM �) - OC�� L�'D J+ LQJ y ft COIL INFORMATION z _ ^N z Q `,� CD �� _ �Q TYPE OFF -TIME DEFROST VOLTS AMPS ........ ......�........�������........i ..©...... �.......�.�...................J l (N) FILL IN DOOR\ 61 T © M4 CONVENIENCE OUTLET THERMOSTAT - PROVIDED BY REFRIGERATION INSTALLER DEFROST SOLENOID SWITCH LIGHTING - PROVIDED AND INSTALLED (N) WATER 62 " x2" x CHILL GO I L 17 " (BY OTHERS) (N) FOOD SERVICE COOLER 153 50. FY. x 10' H. (N) (2) AA26 -115 B IN DOOR . NOTES : FAN VOLTS t 2ov (N) FILL 1. DO NOT INSTALL FRONT STAY ROLLER OPPOSITE OF POOR SLIDE. THIS PERTAINS TO 1=00D SERVICE BOXES ONLY. 2. CONDENSING UNITS TO BE SET LEVEL IN BOTH DIRECTIONS. 5. LEAVE CLEARANCE FOR WATER CHILLER COIL WHEN PIPING REFRIGERATION COILS. PARTIAL FLOOR PLAN MOTORS AMPS 4.0 PIPING REFRIGERANT R -507 X41 BY ELECTRICAL CONTRACTOR. 041) THERMOSIMPLE DISPLAY UNIT - CONNECT TO TRANSFORMER ON TOP OF FOOD SERI GE COOLER EM EMERGENCY LIGHTING 8'xS" WATER TIGHT FLUORESCENT FIXTURE. PROVIDED AND 1 RUN LENGTH 50' 0" (MAX) LI RU I D LINE 1/2" SUCTION LINE 7/8" RISER SIZE 7/8" 1 INSTALLED BY REFRIG. ELECTRICAL CONTRACTOR. L I THON I A DM 2 1678 HO 120 CA OR EQUAL ® MT TEMPERATURE PROBE 2 CONDUCTOR BELDON GABLE TO MT CONTROLLER FOR TEMPERATURE MONITORING. ELEGTR I GAL EXPANSION VALVE EEPE -1 G DISCH /LIQ. DRAIN 5/8" DISGH, 1/2" LIQUID DESIGN CONDITIONS AMBIENT: 85 NOTES i- FILE COPY Permit No.. MW Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: Byr,��.,� # ()OS STCO FOOD SERVICE REMODEL 400 GOSTGO DR., SUITE #150 INOLINIALLE TUKhIILLA, WA 08188 Date:, _. —� 9 —J-0/4 38 1/4" City Of Tukwila BUILDING DMSION 50" [4 �p 1 1, I . I 0 - - - -- 0 0 _ c )C )OO( )HOC ) )c ) )c ( OOc Oc ) )OOc c )c= c ) OOC )=J 0 0 ( ) ) c ) O c )c )c )c )C )( ) II 11 " . ; c ) NC )r C )c )r )r ) c . r ) ) )( )( )c= )�2 t1— 1' -4° 28" 22 1 /2" X x ii----- 1_.___ 1/2" LIQUID 7/8" SUCTION EACH SYSTEM (N)0 30 5/8" 34" r.. 31 5/8 3 /4 "DIA. • r_ FRONT ELEVATION SIDE ELEVATION — --. L J 1- -1 L J , = 0 L _ ®' ►1 ' ' GU 1 RLH 150M44 -P PETA I L SCALE 1 r i.' r ►� NONE � ,„„„„, ..... ...... \ \ • (N) FILL IN DOOR \ PLUMB ING LEGEND (N) FILL IN DOOR (N) CONDENSING UNITS LOCATED ON TOP OF BOX. PIPING PENETRATION WITH FOAM CAULKING BY REFRIGERATION CONTRACTOR. SEPARATE PERMIT REQUIRED FOR: Ele Plumbing Gas PIPS City of Tukwila BUILDING DIVISION LEGEND REFRIGERATION�PIPING o O REFRIGERATION SYSTEM REMOVABLE CURB UTILITY GAP BY G.G. I OPLUMBING GALLOUT • PLUMBING STUB -UP CASE /COIL CONNECTION PLUMBING SCHEDULE OVERHEAD LIQUID LINE -0 RISER L II _ 1 PENETRATION AND CURB BY G.C. RECEIVED ROOF DATE: 11111/oc •-- UNIT CONNECTION LINE SIZE TRANSITION 1 LINE SIZE CALLOUT J <r 4:1 coIL WASTE STUB -UP. SEE MECHANICAL SHEET FOR DETAIL AND EXACT LOCAT I ON . PLUMBING REVISIONS LIQUID LINE HAND VALVE REFRIGERATION MAR 112010 M 1 ,,.... PERMIT CENTER No changes shat) be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and m a y include additional plan review fees. T I G U �� ��N i �� I ON S C A L E 2 G�1� NONE