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HomeMy WebLinkAboutPermit M13-018 - BOEING #9-101 - CAFETERIA - CONDENSING UNIT AND REFRIGERATION LINESBOEING #9-101 CAFETERIA 9725 EAST MARGINAL WY S M13-018 City oftukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov MECHANICAL PERMIT Parcel No.: 0003400018 Address: 9725 EAST MARGINAL WY S TUKW Project Name: BOEING #9-101 - CAFETERIA Permit Number: M13-018 Issue Date: 02/21/2013 Permit Expires On: 08/20/2013 Owner: Name: BOEING COMPANY THE Address: PROPERTY TAX DEPT , PO BOX 3707 M/C 20-00 98124 Contact Person: Name: Address: Email: CHARLIE HARRINGTON 20838 SE 240 ST , MAPLE VALLEY WA 98038 SEATEMP 1 @YAHOO. COM Contractor: Name: SEATEMP LLC Address: 20838 SE 240 ST , MAPLE VALLEYWA 98038 Contractor License No: SEATEL*8920W Phone: 206-870-8367 Phone: 206-870-8367 Expiration Date: 09/16/2015 DESCRIPTION OF WORK: INSTALL CONDENSING UNIT AND REFRIGERATION LINES. ALSO BUILDING (2) COOLERS AND (1) FREEZER. Value of Mechanical: $10,500.00 Type of Fire Protection: UNKNOWN Electrical Service Provided by: Permit Center Authorized Signature: I hereby certify that I have read and governing this work will be complie The granting of this pe construction orth- •erforman back of this pe . 't. Fees Collected: $318.31 International Mechanical Code Edition: 2009 Date: 21 d this permit and know the same to be true and correct. All provisions of law and ordinances hether specified herein or not. ve authority to violate or cancel the provisions of any other state or local laws regulating d to sign and obtain this mechanical permit and agree to the conditions on the Signature: Print Name: 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. Dated' 7 \A4'] fl40 D.i..4e.l. !)O ')9 Ono PERMIT CONDITIONS Permit No. M13-018 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: 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. 5: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 6: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 7: 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. 8: ***FIRE DEPARTMENT CONDITIONS*** 9: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 10: 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 FREEZERS/COOLERS.) 11: 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) 12: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and 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 Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 13: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 14: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 15: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. (Inn. IMC -4/10 M13-018 Printed: 02-21-2013 • • CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Mechanical Permit No. M 3 0 (U Project No. Date Application Accepted: I ( 13 Date Application Expires: —7 *— (For (For office use only) MECHANICAL PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: Site Address: 9725 East Marginal Way South, Seattle WA 982 Suite Number: Floor: Tenant Name: Boeing Company New Tenant: ❑ Yes ❑ .. No PROPERTY OWNER Name: Charlie Harrington Address: 20838 se 240th street Name: Boeing Company Email: seatemp l @yahoo.com, officeseatemp@gmail Contr Reg No.: ccseatel*892ow Exp Date:l il lq Address: Tukwila Business License No.: kNI t City: State: Zip: CONTACT PERSON — person receiving all project communication Name: Charlie Harrington Address: 20838 se 240th street City:maple valley State: wa Zip: 98038 Phone: (206) 870-8367 Fax: (425) 432-5048 Email: seatemp l @yahoo.com, officeseatemp@gmail MECHANICAL CONTRACTOR INFORMATION Company Name: Seatemp, LLC Address: 20838 240th SE Street City: Maple Valley State: WA Zip: 98038 Phone: (206) 870-8367 Fax: (425) 432-5048 Contr Reg No.: ccseatel*892ow Exp Date:l il lq ( Tukwila Business License No.: kNI t Ct title�l qo�$69,\I\ \\) Valuation of project (contractor's bid price): $ 10,500 Describe the scope of work in detail: j 4 S.)/ �i 3 horsepower refrigeration ``/ Use: Residential: New ❑ Replacement ❑ Commercial: New Replacement ❑ Fuel Type: Electric 0 zr, 2Gae,er % , Gas 0 Other: Refrigeration H:Wpplications\Forn -Applications On Line\201 I ApplicationsNechanical Permit Application Revised 8-9-11 does Revised: August 2011 bh Page 1 of 2 Indicate type of mechanical work being installed and the quantity below: Unit Type Qty Furnace <100k btu 1 Furnace >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 Unit Type Qty Air handling unit 1 >10,000 cfm Evaporator cooler Ventilation fan connected to single duct Ventilation system Hood and duct Incinerator – domestic Incinerator – comm/industrial Unit Type Qty Fire damper 1 Diffuser Thermostat Wood/gas stove Emergency generator Other mechanical equipment Boiler/Compressor Qty 0-3 hp/100,000 btu 1 3-15 hp/500,000 btu 15-30 hp/1,000,000 btu 30-50 hp/1,750,000 btu 50+ hp/1,750,000 btu PERMIT APPLICATION NOTES - 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. The building official may grant one extension of time for additional periods not to exceed 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building 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 A OR - D , GENT: Signature: Print Name: Charles Harrington Mailing Address: 20838 240th street H:Wpplicatiors\Fonns-Applications On Line\201 I Applications\Mechanical Permit Application Revised 8.9-I l.docx Revised: August 2011 bh Date: / —// 5 Day Telephone: (206) 870-8367 maple valley wa 98038 City State Zip Page 2 of 2 • 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.TukwilaWA.gov RECEIPT Parcel No.: 0003400018 Permit Number: M13-018 Address: 9725 EAST MARGINAL WY S TIIKW Status: PENDING Suite No: Applied Date: 01/18/2013 Applicant: BOEING #9-101 - CAFETERIA Issue Date: Receipt No.: R13-00469 Payment Amount: $318.31 Initials: WER Payment Date: 01/18/2013 12:44 PM User ID: 1655 Balance: $0.00 Payee: SEATEMP LLC TRANSACTION LIST: Type Method Descriptio Amount Payment Check 11371 318.31 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts MECHANICAL - RES PLAN CHECK - RES 000.322.102.00.00 254.65 000.345.830 63.66 Total: $318.31 D,inf r. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TU KWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: / 9-120 Type of spection: ,, './:- /. t Address: • - Date Calle' Special Instructions: Date Wanted:..m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. /C COMMENTS: LC—'a-f'n T��tJl a�-T i4 f�:A-A� ori-CnC - DPS /J1 � 6 X03 - -J p i / egAf.,/e4iie 1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 41 PCS Project Job No. IS -l13 Subject Clive; • Name arj 114 Structural Solutio Originating Office: ❑ Seattle u // > ,f �JGy� /Olzren e- c-OP;ver 9491-, /it//��ir�c°Cb' 0 Tacoma FILE COPY E•) Lf 14 cam- car• it, e)* to X•3 5,e1 s. v) 4 t• ge.ua e.1p0.� REVIEWED FOR CODE COMPLQINCE APPROVED FEB 15 2013 City of Tukwila BUILDING DIVISION c.17lo1.o Ip i1 c RICA I,,,)rtt E.t UN Co Pmest. io..,)svt-rp WPw (£t£ 2Jio - • Ve g-i4F4 Co u•se--uLory To T Boos T 1'' is QoSrrS NrS trroo-okivtui, Sc e40 x-bioteg RECEIVED CITY OF TUKWILA FEB 1 3 2013 PERMIT CENTER Seattle 1811 First Avenue, Suite 620 • Seattle, WA 98104 • tel: 206,292.5076 Tacoma 1250 Pacific Avenue, Suite 701 • Tacoma, WA 98402 • tel: 253.383.2797 CORRECTION www.pca-structura1.com Harris Group Inc. Industrial Manufacturing Business Unit Project No. 12469.00 Suplemental Structural Calculations FILE COPY Permit No. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 07 2012 City of Tukwila BUILDING DIVISION for Boeing Developmental Center Building 09-101. Cafeteria Seattle, WA Boeing Job No.: 12254733 Contents: Professional Engineers Seal Existing member checks New roof mounted equipment anchor design Kitchen exhaust hood support Lfas F G9 A4 w .:, cO' r� , 1 �. 1 13529 '� 72.AL CSC' Z. S1ONAL REVIEWED FOR DDE COMPLIANCE. APPROVED FEB 15 2013 City of Tukwila BUILDING DIVISION Cy'lEORl Project Manager: Design Engineer: Check Engineer: CITY OFtTUKW LA FFB 13 2013 PERMIT CENTER Steve Lusk Charlie Vail 11/28/2012 R4Ctivcv CITY OF TUKWLA DEC 0 ' 2012 ' RMIT CENTER CORRECTION Harris Group Inc. 300 Elliott Ave. W. Suite 500 Seattle, WA 98119 (206) 494-9400 (206) 494-9500 FAX www.harrisgroup.com ti Existing Member Checks WI HARRIS GROUP INC. TITLE: BY: cev DATE: 5/24/12 PROJECT No.: 12469.00 PROJECT: The Boeing Company Building 9-101 Cafeteria REVISION: DATE: Page: 12469.00 equipment anchorage calculations Title (3) Existing Precast Concrete Roof Beam: Span L = 40.0 ft Trib width W = 10.0 ft Design Moment Mo = 320.0 k -ft (see EnerCalc computation) Design Live Load wLL = 25.0 psf (per original design drawings) Design LL Moment MLL = WwLLI2/8 = 50.0 k -ft Design Crane Load p = 2.0k @ ea end + 16.7k @ mid -span = 20.5 kips (per original design drawings) Design Crane Load Moment MCL = 172.0 k -ft (see EnerCalc computation) Design Dead Load wDL = beam self wt + roof deck + misc = 49.0 psf (estimated) Design DL Moment MDL=WWDLL`/8 = 98.0 k -ft replace crane capacity with equivalent dead load capacity: MCL = weyNWL`/8 Equivalent Crane Load Capacity = weQ, = 86.0 psf Existing Precaste Roof Panel: Span L = 10.0 ft Trib width W = 4.0 ft Design Moment Mo = 8.4:k -ft (see EnerCalc computation) Design Live Load wLL = 25.0 psf (per original design drawings) Dead Load wog = 25.0 psf = panel wt + roofing + M&E 18psf + 7psf (estimated) Design LL Moment MLL = WwLLI2/8 = 1.3 k -ft Design DL Moment MDL = WwLoL`/8 = 1.3 k -ft Design Moment = MD = 2.5 k -ft Excess Moment Capacity = ME = Mo -MD = 5.9 k -ft = weQVW L`/8 Equivalent Excess Load Capacity = weq., = 118.0 psf HVAC equivalent weights - see equipment data Unit Wt Area PSF AHRN5 2850 lbs 63 sq -ft 45.2 psf AHRM5 4400 lbs 100 sq -ft 44.0 psf AHRM6 8900 lbs 188 sq -ft 47.3 psf controling HVAC load = wDL = 47.3 psf By inspection: new HVAC unit wDL < weQ„ Precast Roof Panel - OK < w0Q1 Precast Roof Beam P1 - OK By inspection roof girder and columns - OK HARRIS GROUP INC. TITLE: Existing Member Load Check BY: cev DATE: 5/24/12 PROJECT No.: 12469.00 PROJECT: The Boeing Company Building 9-101 Cafeteria REVISION: 1 DATE: 10/26/12 Page: 12469.00 equipment anchorage calculations (E) Roof Beam Check General Beam Analysis Lic. # : KW -06003100 Description : Check P1 - max roof beam moment - design loads (revised) General Beam Properties FUe: U:112469.00‘8200 Civil Struc\8225 Cal s\12469.00 hoeing bldg 9-101 caleteha.ece ENERCALC. INC. 1983-201Z Buid6.12.928, Vet:8.12.926 Licensee : the harris group Elastic Modulus 29,000.0 ksi Span #1 Span Length = 40.0 ft Area = 252.0 inA2 Moment of Inertia = 10,000.0 inA4 D(2) Applied Loads t ie ' • (4, Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0250 ksf, Tributary Width = 10.0 ft, (precast roof panel + M&E assumed) Point Load : D = 2.0 k (12) 2.50 ft, (crane load) Point Load : D = 16.70 k @ 20.0 ft, (crane load) Point Load : D = 2.0 k (4 37.50 ft, (crane load) Uniform Load : D = 0.240 kilt, Tributary Width = 1.0 ft, (self weight) - t�'tu Atr tr���. Uniform Load : L = 0.0250 ksf, Tributary Width = 10.0 ft, (roof live load) - DESIGN SUMMARY _ ts44$z>a c�'�ta.a`HC1 VIPeFte �v " I` _ Maximum Bending = 320.000 k -ft Maximum Shear = 25.150 k Load Combination + + +H Load Combination +D+L+H Location of maximum on span 20.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span It 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.050 in 0.000 in 0.288 in 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 40.00 ft 1 320.00 320.00 25.15 +D Dsgn. L = 40.00 ft 1 270.00 270.00 20.15 +D+L+H Dsgn. L = 40.00 ft 1 320.00 320.00 25.15 +D+0.750Lr+0.750L+H Dsgn. L = 40.00 ft 1 307.50 307.50 23.90 +D+0.750L+0.750S+H Dsgn. L = 40.00 ft 1 307.50 307.50 23.90 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 40.00 ft 1 307.50 307.50 23.90 +D+0.750L+0.750S+0.750W+H Dsgn. L = 40.00 ft 1 307.50 307.50 23.90 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 40.00 ft 1 307.50 307.50 23.90 +0+0.750L+0.750S+0.5250E+H Dsgn. L = 40.00 ft 1 307.50 307.50 23.90 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. '-' Dell Location in Span Load Combination Max. '+' Defl Location in Span D+L 1 0.2878 20.200 0.0000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 0.000 Overall MAXimum 25.150 25.150 D Only 20.150 20.150 L Only 5.000 5.000 D+L 25.150 25,150 General Beam Analysis Lic. # : KW -06003100 Description : Check Pt - max roof beam moment - live loads General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 40.0 ft Re: U:112469.O0,8200 Civil Stru68225 Calcs112489.00 boeing bldg 9-101 cafeteria.ec8 ENERCALC, INC.1983-2012, BuIId:8.12926, Ver.6.12.926 Licensee : the harris group Area = 252.0 in/2 Moment of Inertia = 10,000.0 in^4 L(0.25) Applied Loads Uniform Load : L = 0.0250 ksf, Tributary Width = DESIGN SUMMARY Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection paS n=40.0ft Service loads entered. Load Factors will be applied for calculations. 10.0 ft, (design loads) 760000 k - ft +D+L+H 20.000ft Span # 1 0.050 in 0.000 in 0.050 in 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios c -99 -1(18A -IAL- OcA,Grk4LL, M rt -r L2-5 vs+) Maximum Shear = 5.0 k Load Combination +D+L+H Location of maximum on span 0.000 ft Span # where maximum occurs Span ft 1 Segment Length Span # M V Mmax + Summary of Moment Values Summary of Shear Values Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 40.00 ft 1 +D+L+H Dsgn. L = 40.00 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 40.00 ft 1 +D+0.750L+0.750S+H Dsgn. L = 40.00 ft 1 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 40.00 ft 1 +D+0.750L+0.750S+0.750W+H Dsgn. L = 40.00 ft 1 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 40.00 ft 1 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 40.00 ft 1 Overall Maximum Deflections - Unfactored Loads 50.00 50.00 37.50 37.50 37.50 37.50 37.50 37.50 50.00 50.00 37.50 37.50 37.50 37.50 37.50 37.50 5.00 5.00 3.75 3.75 3.75 3.75 3.75 3.75 Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. '+' Deft Location in Span D+L 1 0.0501 20.200 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 0.0000 Values in KIPS 0.000 Overall MAXimum L Only D+L 5.000 5.000 5.000 5.000 5.000 5.000 • General Beam Analysis Lic. # : KW -06003100 Description : Check P1 - max roof beam moment • crane load General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 40.0 ft D(2) F1i e: U:11246900\8200 Cecil strut\ CaIcs112469.00 hoeing bldg 9-101 cateted a.ec6 ENERCALC, INC. 1983-2012, BulId6.12.928, Ver 6.12926 Licensee : the harris group Applied Loads. Load(s) for Span Number 1 Point Load : D = 2.0 k @ 2.50 ft, (crane load) Point Load : D = 16.70 k @ 20.0 ft, (crane load) Point Load : D = 2.0 k 0 37.50 ft, (crane load) DESIGN SUMMARY Maximum Bending = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Area = 252.0 iM2 Moment of Inertia = 10,000.0 inM D(16.7) Span =40.0ft-- D(2) Service loads entered. Load Factors will be applied for calculations. 172.000k=fi +D 20,000ft Span #1 0.000 in 0.000 in 0.140 in 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C?,irti1rt t -L Vest -414 Ca vute L'AO Vfo- a -tr (`31 TA oM Ac Maximum Shear = Load Combination Location of maximum on span Span # where maximum occurs 10.350 k +D 0.000 ft Span #1 Summary of Moment Values Summary of Shear Values Mmax + Mmax • Ma - Max . Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 40.00 ft 1 172.00 +D Dsgn. L = 40.00 ft 1 172.00 Overall Maximum Deflections - Unfactored Loads 172.00 172.00 10.35 10.35 Load Combination Span Max. ' ' Defl Location in Span Load Combination Max. '+' Defl Location in Span D Only 1 0.1397 Vertical Reactions - Unfactored • Load Combination Support 1 Support 2 20.200 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum 10.350 10.350 D Only 10.350 10.350 • ° o 0 o 0 Q054(� Q o �:o. j o o I O 4I .9.P 4f. .... c I T'O41ATie sabot. 200,0 ,.t.a :.. ® ` k.4;onn l.f.•M-Cl. !!O/+ P/. v/g . ,• . P/w 11 y/g k.:P/n to Pia. L•Pea•fy I. Peg.. tYv-. t.'s a/d6. Plt PI< �1 ROe�" -vp i—( pod _— . Lit J J •.r • - _3 Y v .T Y 3 - Y V V t T 7 Y _ _Y"•._1_ „i__1J __,._ .Li Lt P L1 J M5 J J D J 3"'l a'a• a.• 2.a. ..i .a• tae• Gird-, •-d I.I. I/ ...es'Y' Y a a Y et Z —5 r Y :8"S_— e�a:s.h: W / • O — 0 N0r L_—ek' J G�_ f LI p tl, i .! 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[O•fel Ca n5.-+oua/>./i-y..w O__ _._ __._ __—,._._. _�.. a N f-- co e{`�—_ . • Pawdrn P.4ca aunaro!• • Sox /ss/s in. t. AI/ 0/Aer.vl.e 0 ra. eain9 Slat/ Mown •/r4•/ Ea (.618.,.t /d•ler...T, it 0 0 =F —4r-5 Y Y ., —5 .../m .497'.9 5+�6i/;%AM !.•+5.1818.-dlw✓4 pec.ifC I. 905. TAU •u9w:nq Y - ware./%y� slrc•ao a'e .1110.' TCn..en - 1. 00,005 /44.' 99•5'.•.C0,..,......01051 4. /G. CoA4S/s9.% aG y �_—_`O---_ GL� e1 4 tG LM/[A e.,..;•• elm/ Mel/ be e• Mown .n /d_ r, .ir'te - _�— _ - 0• --..0.------eLt ,. . ?Zeta* • 9 • pi4 ra.%� .,- vivo/ p..:ad •.�/. i - , Y Y , -• I.,, /0.4 r /In :I bac siMmelare AS i /0•f Man 19 A...es. ~/ Ca, tempi., end 9 let_ Oe/ ;A>q 1 a i eam.-d4.na••S.r/M M AC. ... 0 V La IT ._.— ^ _._ L� C1 • c 1 I- Ace ..,../. ibdl De fidf D••�•99/O/-CI!Cis LI t' Gr'd .s. Ca/. nal A/Y..rb•n•de .•.!. n• Pea nd««-. s.• /us -c/a cxa _ p •LT—ty r C__ :t t. Y t Y Y t --F, i P2 PY •Q Prn •,, vn dY pw C.5 ::'v :4_Ly Pen[ 41,,2!....(.4. P/.. J` P/w P/n Prw .GG• O... • ® .,6 j�•a(.��+�'s A div- A// roof ct+rns vo 5/ 45%/11•♦ ar✓.+ar4 s t .4 481 en./ ' Pb,gAM, fl w44 pnem/s 4. bA:n. E Flany lo ori •r .11:4 BLDG. NO. 9-101 .• 1 .....,.. • .. • 1 •: ...... a ...••:.. �_. .. .. ,.. .. c. ......e....._.../.-- O. - AUSTIN ASSOCIATES • f 1N •' ......L--:.! • •+. �i�-0'(i i —� 'I-17;=7IMJ-4t9.fA5 L EINO •J -•• w Yra•. .___ T.'+f ..._-7— �e..JcL• •V5."":`.7.9iOiNVXSO __ • • ••.•.l•s'T ,n aq ••T• •.•a . -. • .- 4 4 - -:`t'.. eA_I PLANE�CONPANY..-. _.: _ .. • • al.r-•..,.s•, r.., ,r, , r.• • _, .inlii�r-nY.� far.. e. .ii/ w. '_'.T •Sol.% '7 a•i SCALE k�••r.a 17 7J ,.- •..•: k.=,.. •,•.',., rs'r DEVELOPMENTAL CENTER, SEATTLE 101'01 •- mat� ansao u, pour shot, 9 (—Air• 0. ... •—L... - q o O 1 I p6../ tomos /ypkw 3.M .11,0 4.3,0 T:YT woo,. :O'•. ,a0 e. ® ' ' L a! -O 'y/LJs-o I _ 7. .140_. loo'-. NON ® T 0 • ♦'O- LL ,•-O-JWF9/ hvC,A _AAAA ..a t 4'' Y y G/•r•,e /Ai arra.---� I 4 yn/wryn/ we: r Orn 1.-- .-1-112: •,. , .L.R _ . Ir— iG bars -I/ 4 �4 TYPICAL SECTION TNRU GIRDER SEALS : •i P N f.-.04/ 01.34 I 4:0-'04 1400A _-._ ♦. L C2Z� C22 4�iY-rw o.T M.�ww �.i 5, a 13) — 19� g i rt x':®-3 1 its b1 (f x.1.._.1 ... _ -r-o 6a•• .r,.. /..•p fano/ hnpY, ryp're/ f✓n JJ=O"eoy. of ° W; 41. rz..y. 1 CL2jir1•s 2r•• 0 L_ s;cal t® ! s t . -I--"4 mnw el Foto**, *Chi r4r., • . PLAN- ROOF PANELS. jj i--�—• t� teir rot, ( f ` r� •r1 �. I 2 - i�.,- PETAIL •I- r.r-o" 4 _ I 1.7fyn.ff_ Y - a• m t 4..0K/fr(30%1•,4 1-J(.cG./ion Y•'OPnI_ ®,...c.:_...±.. -vex. r0.:./-.3./.✓. ;,..r/.., . SECTION^• -t---1.- L03- -J [•.�. ..µihd. �. 'T- 1t:lJ•rL Froggy ._ 7�,�7 _. r�I AAAA. _ I L c:fDp..rpn dI 'v - N 1 PLAN - TYPICAL PANEL OPENING &Arno,(Mw//MN SECTION. SECTION• C2t Jru.n'..i •i.e' xfaa'.M'•:0• /., r..l W..•,.,•eoid.... S.. aa'//w-Ifo NOM: a.•...•nM, Mun w/3ALe=♦] are r O=r.#.O•pen.h bay GEN1QAL NOTES tCd/6•M, LC./ fa."'‘.- r Roo, L L •l;R/� Z Rod ..r6i.. Ann 43 /:p4, 3, ajar -vote mY • /;01,e F. C p .Urry/A• 1000. p.. m,e doy . J. Or4rr/ 4/...' 343/36. 3 • 33 /n I. g,vdr /o.r 457/V 4 -/f,4 -JOS. • AI S. Qrr fa O«y/O/ -CI fo- Fi .n.y Rw+ . Ory. /o/ -AG f Roo" A4+• G• ft.rr s,hOf .... 4...n, E 9.robr. ,. 6o as' rn mro/e wain /n o' • 60000 si. C✓ ,e d Vs 23. rod .re• :SIVA ((Col Reel 1 .,, l',477:4:',7'...17'"" 4�T' � ©f••SlihsA eM� FilT tr s'/ •fi'''._244-.T.1''4.1 ".•+er/... - f L : 10 I t- Air of 0.., Swb I - ®Q�S 1 l/ .fJ.,:l7fa.lII.du •n .2-•;,-- aru/. •s- L s:i� JNat",r�.' o r 3J/•.rw 4 4,4'. ie.a rJ rJ..gt''..--P7:," rf•• as -s 'i r• a_rl,"r/ _l ,!eta ., // • I� aft co.. d/ar ahW SECTION BLDG. Na 9.101 uaf:7pR ����+a:wm's:i`N+�a •fay R[ 'p7A(ilim:lq��e}{Tru M (•• 4• -'*•'9S _— AUSTIN ASSOCIATES •sacgQQF, DECK PLAN 5-1-M-11 � (� r�•r ♦ _ i_ • -mi ••te•.ia, • •!._tf..•i•• • •.•L.aterto , 4�•p..e1 _f— •�`.• R�•�- •J-�JL es.4,,rM 1rL Y /sr• 2•r-••.., ..., bf • •_ffiY m:!•n asa• 4Z e BOEING AIRPIANE COMPANY —_ µj_iso •.Gi r .. VaJ:tHAa...L •w..... r......ur r_•—S}1' ��ff• tU' _Jii rn rcw-Al is �•_ • _ __�i•••r��nJ ..•r�0.u_•••�•• #x :�s :" . - " . ,. ,� •/„ ,,,,,,,„.,,>' ... sCALEar Nrer.s, y= DEVELOPMENTAL CENTER. SEATTLE 101-CZI aJ P / a. pc,teiP p / Q. a P/ Q D P4 n -n ok 1� Qci e4 3=4,'3'-1 0„99• p/c, Ch1( a,i oqe P.^• Poxz 07i l ova Par - .tf 1 6 LI/A" F.' Cy A c c e .iooi pat -16i s .-+io E: N la WC, f is, ! 5 z CI SIV/1,/ t�' a►� �rCc�� p'07 a0pa/0 1003 . Q'// „o'O/ „O' J? ,10.0/ O O"%/ 0 �O'V/ .v4 0/ „O'O/ ,, 1) 1 mol o.41 v•� :peo7 auea0 ,10'01) =' 7'7 j.00y I di O;O/ •O;O/ C;C/ C;o/ ;O/ pe07 '4/7 u.Woag vl act' - /4 o9 2 = g v Q/ : • 7' 7 f ci.rv,licrn .. n ...� r ■■ LOAD/NG Roof iram inq /5 de signed for d0,20/ /moo' p/v s /i ve. load oil' 26 /65/69.(/ ' d:& Gee awe /oodir,9 digerder, �. r7P.aoF t_.a eND CA,PAC. =m! Cvit. ►tN4 W 45 ()'t t L %-3..a.p re A.�p ADPT.ONAt_. bea.v. FOR 4-10TRVGTdRA1.V pg. 0.k ora. SSZ494 N . \ , DoT G GZNF2A Z. NOTE S /A\ /. Coricrefe. sha// have /,4 'co/kw/A.79 c1//74'Ae COP)?vrf.ssii'e Stir- r, y/% .a/ 28 days 'unless o ther kv/se "'a /ad L/9bf weight tea, c. - 4aoo /6.s/s9./n. Pra co 5/ cancrere raefpatrr; j/rips - S000./6.s/sq. in. Paurco' in place Con tc 41. 300o /4v,//9, /r7, '. A// rcii7/2>r-cing s/ce/ dncCrwIsc3 Shaw/, ghat/ ee inrcr- fradiL7/e 971.7dc 4i//e/ area/ deformed ir, •pccordanc e wi'fh A 57M 5,hocif'icafioti 305. • 7Ac fo//owing wor41r)9 97'r-c5s0$ arc' used.' 'Ten Sion • i ; 2o, oo /s/ S9./e . Cam pre5sior; s 16, 000 /hs/6Q. /n. Nigh 7cn 5i!e see/ sIW// he s shown in MI succi t, ca - f,ons. 3- Sp/Ices in reinforcing sfee/ whore /-egwrco 5n.9/1 /aP bar di;vnelfcrs hal no/ /css Mar) /v 4hc17e5. Cor►crate cover off'rein7orcir,9 Stes/, ij.QP her7a4-,9 atlu de/ailing she// be in ro i,ce wifh rhe 4c; Coo* 195/ or/es9 oiher•w)se noted. 4 --Po - roof s/a6 e De fa Sed 2211 /0/-C21, C'22. - Co/'s not 4 edm6ered arc.P Pourec ire /ore. See /U/- C 33 Cao tI ti Ill' If 4 Ai 4 Po'. _if Col,. flirfrf0 • 4 fisicefg_a_f%f • 15..0 r•S074•04d Otoart. v.& At*/ • pia tscttt-t stp..2 COAAAVAAJ AMA./ R00c P/ - 570 2E0. U N Pa • Z/ .C&Q. • 3 ri ILta 4_ 9 I It 445 III,s 14 C46/0 A Awn cabl• i 4t 1i 10 f Coble a .4 601%,” bern 4. 155AM PI Pf/NEO2C/A/0 .p".; 4,t - .. .7211 - Same for P/ ; '•" 3.4 .1-5cerls ode P brush hunsvo,vely -; • 00 07.1HT !1:1 r Att.! e shtetec • 2 04.4 5leave i '7''clost• • V.▪ s t • 4-16.4 4, CiOAJf - tiof • .i— I I . or •••--- I, chaTier /Au, TYPICAL .T. e cr, ON lt•fe A /010 1/ti loop - $2 "4,-eoth1, LoA," as M. 7, wire% .4 4 fl . L2.•r-T /000 of Cana 7 - • t \ C.4.,•••1/4.k c.7 • ',A," .17 t et_47 Z 401, •ic/;')% C; NoTE5 / - A // po57L- hcn sioP, ca4/es /o he pressrira 9rouied . ? - Con cref c fo have &n v/tirnafe compreS siva 61i-cn9M or G000 /a" al Me cardof 215 days. 9/car/ ?do hc iin'ccrn edla ia grapdo bi//of 9/cal dcformcd in accordance wi/h A. S. Z'M, 3pccc; A 30 5 Jnd w� �h a working 674rongfh of 24 00o /6 s /sq. /n . I- Pre-fcnsioned high fcnsi/e 614"2rd5‘ 5,&// have a mi/1/"• r»um 0/74/en;1c 74ams/'/c 5frvngfh or 260,000 /69./ ,q. 4 ' Possf• ttcnsioh W/' -e 5h.// have a rninir uitr) ul�ii-n.�fc stn si/e s frcng74h of ? 3 G, 000 /6s,/sq, in, Ten cloning /ogd9 s/iown on drawing arc dosign /cods, G- Dimensions eAo wn here are frna/ de sign) /ang tf 4 O//o war,ce sha// be made forshrii aqc r� 14.4. `r � JC.�• sharronir19 due fro /7/v5140015. Concrete Beam Lic. # : KW -06003100 Description : check equivalent roof beam (4' wide) Material Properties fc ,rz 4.0 ksi 4) Phi Values fr = fc• 7.50 = 474.34 psi 14/ Density = 110.0 pct 7t Lt1IVt Factor = 1.0 Elastic Modulus = 3,122.0 ksi fy - Main Rebar = E - Main Rebar = 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = a, Is ers+cvail\DocumentsJobs\12469.00 Boeing Bldg 5101 Catetetl&Calcs\12469.00 Boeing bldg 9-101 cateteria.ec6 ENERCALC, INC.1983-2011, Build8.1201.12, Ver.8.12.01.12 Licensee : the harris group Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Flexure : Shear: Fy - Stirrups E - Stirrups = Stirrup Bar Size # Load Combination 2006 IBC & ASCE 7-05 Q. L. tOO • • .._._ 0.90 0.750 0.850 40.0 ksi 29,000.0 ksi # 3 2 D(0.41*LKo.1) � LL, = 25 +<_ r 9 Cross Section & Reinforcing Details 6"wx6"h Span=10.0 ft Trapezoidal Section, TopWtdth = 6.0 in, Bottom Width = 4.0 in, Height = 6.0 in Span #1 Reinforcing.... 2-#4 at 0.750 in from Bottom, from 0.0 to 10.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.10, Lr = 0.0250 ksf, Tributary Width = 4.0 ft, (roof load) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied -- $ Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Vertical Reactions - Unfactored Load Combination Support 1 0.956: 1 Typical Section 8.0 k -ft 8.367_ k -ft +1.20D+1.60Lr+0.50L� 5.000ft Span # 1 Support 2 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Design OK 0.133 in Ratio = 0.000 in Ratio = 0.655 in Ratio = 0.000 in Ratio = 904 0 <360 183 999 <180 Overall MAXimum 2.500 2.500 D Only 2.000 2.000 Lr Only 0.500 0.500 D+Lr 2.500 2.500 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. Deli Location in Span Load Combination Max. '+' Defl Location in Span D+Lr 0.6551 4.900 =--xt 1. 64 IP ifTC` 77C 110000 0.000 z A e�T A 1^ -- r f!(J)'F Concrete Beam Lic. it:: KW -06003100 escription : 62 6.1 4.1 2.0 BEAN --ss check equivalent roof beam (4' wide) IserstvailVDocumenteJobs512469.00 Boeing Bldg 9-101 Cafeterta\Calcs112469.00 booing bldg 9-101 cateteria.ec6 ENERCALC, INC. 1983-2011, Build:6.12.01.12, Ver 6.12.01.12 Licensee : the harris group 0.96 1.96 2.90 3.96 4.90 5.90 6.96 Distance (ft) ■ ♦5 400 • +1.200+0 SOL..1. 601+1.6013 • +1 200+1 601.x0 SOL • +1 200+1 601.•5.121M • ♦1.30D+O.SOL.+O.101+1.60M 7.90 6.90 9.96 33 1.6 12L. BEAM ->s •lb -33 0.96 2.10 3.90 4.90 5.90 6.96 Distance (ft) • • +1450 • +1.100+0. SB1.+1 601+1 0013 • *5 200+1 601•+0 SOL 61 +1.500+1.601.+0 SOW ■ +1.200+D.S01.+O.SBL+t.65W 7.96 9.90 IBEAM. -ss .0.17 i Ic -033 12 as0 -0b7 0J0 1.70 270 3.70 4.70 Distance (ft) In 00.1y ■ 2+1. ■ 150.17 • L.0.1y • D+L 5.70 6,70 7.70 5.70 9.70 a 1-0 7 . /ca/ width 1./9h/weigh,' Ro:.{' Deck Grout a// joints type Zr -i'-oB . - Ar) side o{pour s/rip 6. —, t 44 4_ 40=0"; Girder soacir� 41-D" dimmi 11 bar3 tffr Z=0"' 0" TYPICAL SECTION TI--NRU GIRDER SCALE s I . 019 ROI ee De/ail I r e PN G. X t 2 x 4 V 1 "" LC./ v,, i•. I 4"k9" --#8x8 Mesh ��. DETAIL I. - SCALE : 3" s I' •• O" A Roof Mounted Equipment Anchorage i HARRIS GROUP INC. TITLE: BY: cev DATE: 5/24/12 PROJECT No.: 12469.00 PROJECT: The Boeing Company Building 9-101 Cafeteria REVISION: DATE: Page: 12469.00 equipment anchorage calculations Title (9) Equipment Data i HARRIS GROUP INC. TITLE: BY: cev DATE: 5/24/12 PROJECT No.: 124569.00 PROJECT: The Boeing Company Building 9-101 Cafeteria REVISION: DATE: Page: 12469.00 equipment anchorage calculations Title (6) N T fD 0 co c. 0 CD CD 0 0 m co m 2 C, m 0 m a 0 13 O m 0 1 m e;ea 3uawdInb3 O z 72 N N w :oN 1O3fO21d 0 0 Designation Roof Mounted Equipment Data Width Length Height Weight Weight Avg ,c.g Curb c. g. (in) (in) (in) (lbs) x 1.1 (psi 'n Height + curb (Ibs) ( ) (in) (in) bCs V OTM OTM Res'tg `Net (lbs) T/curb B/curb Mom OTM (ft -lbs) (ft -lbs) (ft -lbs) (ft -lbs) Refrigeration Unit AHRN5 AHRM5 AHRM6 40.0 72.0 36.0 1040 1144 57.2 18.0 6.0 24.0 0.486 556 834 1112 1381 -269 64.0 142.0 44.0 2850 3135 49.7 22.0 16.0 38.0 0.506 1587 2910 5027 6057 -1031 58.0 248.0 40.0 4400 4840 48.5 20.0 16.0 36.0 0.506 2451 4084 7352 8475 -1123 86.0 316.0 66.0 8900 9790 51.9 33.0 16.0 49.0 0.506 4957 13632 20241 25418 -5177 Notes: a) estimated b) Seismic Coefficient c) Negative OTM indicates no uplift By Inspection: No or minimal overturning. Therefore use minimum anchorage per manufacturer's recommendations. - AHU Vender Anchorage Calculations HARRIS GROUP INC. TITLE: BY: cev DATE: 11/28/12 PROJECT No.: 12469.00 PROJECT: The Boeing Company Building 9-101 Cafeteria REVISION: DATE: Page: 12469.00 equipment anchorage calculations Title (11) NOTES AAA�t� Supply fan performance is certified in accordance with the Central Station Air -Handling Unit Certification Program, which is based on ARI Standard 430. As a standalone component, unit meets or exceeds requirements of ASHRAE 90.1 - 2007. The approving authority is responsible for compliance of multi-component building systems. Piping vestibule shipping section length(s) not included in the total unit shipping section length. Vestibules are not listed as separate sections, although vestibule weight is included in the total unit weight. SHIPPING SECTION DETAILS Length (inches) Weight (Ib) Section 1 78 1201 Section 2 64 1167 TOTALS 142.00 (Lower level total) 2556 (Entire unit weight) UNIT SOUND Radiated Unit discharge Unit return 63 Hz 125 Hz 250 Hz 500 Hz 1000 Hz 2000 Hz 4000 Hz 8000 Hz 77 79 73 69 60 51 35 26 85 87 85 86 80 74 70 62 84 86 84 85 79 73 69 61 rbc-�-OJHT �QY�- w64e...,, l ` tt -ro-r, uar .13)kZ \by --, o5e. 24'0 5.0 (Soy AHRN5 © McQuay International 2012 www.daikinmcquay.com Drawing for AHRN5 Opening A Damper B Hot water outlet C Hot water inlet X 0.00 58.57 58.57 D Supply outlet 124.00 Dimensions measured from el 19.0 0 CO V 1 Y Z W(Width) H(Height) 2.00 16.00 60.00 18.00 -7.00 36.31 2.50ins. MPS - -7.00 12.66 2.50ins. MPS 2.00 6.00 60.00 16.00 t— 4' fo3t wT-If. 213yO��5 zs 40FS f L D y W 0 (V ______ r I i f 0 19.0 i/ 7f3 n_____ 24.0 OO O (V ;l D 78.0 64.0 NOTE: NOTE: NOTE: VIEW: DRAWN: JOB NAME: UNIT TAGGING: MODEL: I 242.0 Curb Ready Base 6.00ins deep, L fling Lugs extend 4ins on each side of the unit. Opening dimensions shown are for unit only, refer to curb drawing for duct opening dimensions. Field fitting of hoods are required. General Arrangement No Ends August -01-2012 (22:34) Boeing 9-101 2nd Floor Cafeter AHRN5 OAH010G HAC z tzirY .X AHRN5 © McQuay International 2012 www.daikinmcquay.com THYBAR CORPORATION 913 S. Kay Avenue Addison, IL 60101 800 -666 -CURB (2872) Fax: 630-543-5309 ww;'d.tfryb-ar.c ori Seismic /85 MPH Wind Load Calculations for a McQuay. OAH010GHAC (AHRN5) on a Thybar Uninsulated TC -5 Roofcurb in Tukwila WA 98108 Boeing 9-101 Cafeteria August 2, 2012 Member of 1-C This document contains proprietary information from Thybar Corporation. Its contents may not be used for any other project or location other than the project or location for which it was created without the prior written permission of Thybar Corporation. 8/2/2012 Unit: McQuay OAH010GHAC (AHRN5) Location: Tukwila WA 98108 Curb: Uninsulated TC -5 Governing Code: IBC2009 SDC: D Design Wind Speed: 85 MPH Boeing 9-101 Cafeteria A 16 inch high Thybar Uninsulated TC -5 curb of 14 gage galvanized side wall construction will meet the IBC2009 requirements for installing McQuay OAH010GHAC (AHRN5) units in Tukwila WA 98108 when manufactured with stiffeners installed 58 inches max OC and installed according to the attached drawings. The units must be attached to the Thybar curb using restraint brackets. Bracket quantity is determined in the calculations and is summarized as follows: Minimum bracket quantity: 4 The Thybar curb must be attached to the building structure using welds or bolts at the curb base flanges. Flange connection minimum bolt quantity is determined in the calculations and is summarized as follows: Total connection minimum quantity: 8 Summary 1 Load Coles Thybar Corporation 8/2/2012 ThybarTC5 McQuayOAH TukwilaWA I8C2009 2 GeneralLocation Tukwila WA 98108 Applicable Building Code 16C2009 Seismic Design Category (SDC) D Unit Manufacturer McQuay Unit Model OAH010GHAC (AHRNS) Length (in) 142.00 Eaulo Width (in) 64.00 Height (in) 44.0 Weight (Ib) 2,559 CGA (in) 74.04 CG„, (in) 38.40 Curb Type Uninsulated TC -5 Curb Length (In) 132.50 Curb Width (in) 54.50 Curb Height (in) ' 16 Thickness (ga) 14 Stiffener max OC spacing (in) 58 Fr (psi) 30,000 E (psi) 30,000,000 Thickness (In) 0.0747 u 0.3 I (in) 18.0 CuA hit 214 bft 776 kr. 4.0 kr 1.0 F. (psi) 180 Snow Importance, I 1.0 Snow Load, is (Ib) 0 Curb Horizontal Design Load, max(Wind, .TSeismic) F (Ib) = 1,438 0.4'F1 = F. (psi) 12,000 0.6'F1 = F, (psi) 18,000 Wind Load (85mph) Fw (Ib) = 1,438 Exposure Catey = C Rooftop height (ft) = 25 Velocity Pressure coefficient Kz = 0.94 Topography factor Kzt =. 1.00 Directionality factor Kd = 0.9 Wind Speed V = 85 Importance factor 1w = 1.00 go = 15.65 Gust Effect factor G = 0.85 Force coeff Cf = . 1.31 FE = 777 Fsre = 4,144 Fer = 777 Sus = 1.012 Sot = 0.524 BP = 1.00 Selam)F b= 1.00 f = 6.00 z / h = 1.0 Ss(%ofg)= 151.90 S,(% ofg)= 52.40 . Site Coefficient F. = 1.00 Site Coefficient F, = 1.50 Site Sod Classification = 0 Seismic Upward Force (Ib), F up = 517.94 ex (In) 3.04 Curb Load ey (in) 6.4 ax+ 1.128 Distribution EgVag Bx- 0.872 ay+ 0.600 ay- 0.400 Curb Loads C,,,,, (Ib/In) 13.1 C,.,,„ (bin) 6.73 Shear Wall Factor a, 0.564 R Unit shear, v (Ib(n) 14.887 S ° Curb Long Unit Overturning, Cu ((bIn) 4.8 u a • Dimension Unit Uplift, T (Ib) -775 P c p t Curb Overturning, Cc (Ibin) 26.2 o I Curb Corner Uplift, Tc (tbfin) -5.48 r o Shear Wag Factor ar 0.600 t n Unit shear, v (lin) 6.512 s Curb shod Unit Overturning, Cu (lb/in) 2.089 Dimension Unit Uplift, T (Ib) -758.578 Curb Overturning, Cc (lb/in) 4.718 Curb Corner Uplift, Tc (lb/in) -13.919 Max Shear (Ibfin) 11.2 Shear l" (psi) 149 Curb Verification 1,/F, 0.01 < 1.0, OK Max Axial Reaction (Ib/in) 13.1 Axial f. (psi) 175 1./F. 0.97 s 1.0, OK 2 Thybar Corporation 8/2/2012 ThybarTC5 McQuayOAH TukwilaWA IBC2009 General Location Tukwila WA 98108 Applicable Building Code IBC2009 Unit Model OAH010GHAC (AHRN5) Curb Type Uninsulated TC -5 Bracket Dimensions Length (in) 16 Max bending arm (in) 2.2 Max torsion arm (in) 0.001 Material thickness (ga) 14 Material thickness (in) 0.0747 Fy (psi) 30,000 Area (in2) 1.1952 Screws Screw size/type (#) 10 Quantity of screws 7 Hole size (in) 1/4 Allowable pullout (lb/screw) 753 Max pullout (lb/bracket) 5,270 Allowable shear (lb/screw) 1,206 Max shear (lb/bracket) 8,445 Torsion on Bracket Fv = 0.4 * Fy (psi) 12,000 Max shear (Ib) 357,126 Flexure on Bracket Fb = 0.6 * Fy (psi) 18,000 Max shear (Ib) 26,077 Shear on Bracket Attachment Holes Distance -hole edge to bracket edge 0.375 Max shear (Ib) 2,353 Tension on Bracket FT = 0.4 * Fy (psi) 12,000 T (Ib) 12,774 Bracket Capacity (Allowable Load (lb) Bracket Verification 2,3531 Horizontal Design Load (lb) 1,438 1,438 Shear Wall Factor 0.56 0.60 Design Shear (Ib) 811 863 Unit Design Uplift, Tc (Ib) -775.26 0.00 Unit Uplift, T, (ib) -437 0 R = (V2 + T22)'"2 922 863 # per side 0.39 0.37 Clip Safety Factor 2 Total Clips Required 4 Unit To Curb 3 Thybar Corporation 8/2/2012 ThybarTC5 McQuayOAH TukwilaWA 1BC2009 General Location Tukwila WA 98108 pplicable Building Code IBC2009 Unit Model OAHOlOGHAC (AHRN5) Curb Type Uninsulated TC -5 Material Properties Fy (psi) 30,000 Material Allowable Stress, Fa (Psi)' 12,000 Base Attachment Dimensions Hole Size (in) 0.625 Number of Holes per attachment 1 Materiatthickness (ga) 14 Material thickness (in). 0.0747 Cut out area (in2) 0:307 Base -flange width (in) 3.0 Edge distance (in) 1 3116 Base shear area (in2) , 0.09 Base Attachment Forces ,Length;: Width Horizontal Design Load (lb) 1925.90 1925:90 Length (in) 132.50 54.50':` Shear"(Ib) 1,087' 1,156 Uriit,Uplitt; T (lb) 0 R=(V2+T22)1 1,089.; 1.156` Base': Attachment Stresses - fa (psi) Length 3,070 Wkith: 3,257 Base .Safety. Factor 2 2;; /Fa 0.51 0.54. Base Attachment Minimum Quantity 4 4 Minimum Base Attachments - Perimeter Distributed 8 Approximate Hole Perimeter OC Spacing (in) 42 Base Attachment Holes 4 A ThyCurb MCQUAY SKYLINE UNITS Tukwila WA ❑by the fabricating division of Thybar Corporation SEISMIC / WINDLOAD RESTRAINT BRACKET INSTALLATION DETAILS FOR UNINSULATED CURB INSTALLATION INSTRUCTIONS: PLACE RESTRAINTS WHILE AVOIDING INTERFERENCES WITH UFTING LUGS, CONDENSATE DRAIN UNES, CURB CHANNELS, ETC. DISTRIBUTE RESTRAINTS AS EVENLY AS POSSIBLE ON SIDES OF ROOF CURB AFTER PLACING END RESTRAINTS AS CLOSE AS POSSIBLE TO CORNERS OF ROOF CURB. GASKET TOP PERIMETER OF CURB BEFORE SETTING UNIT. SEE MATRIX BELOW FOR QUANTITIES REQUIRED PER UNIT. CONTRACTOR TO PROVIDE AND INSTALL CAULK PaD CAULK RESTRAINT DETAIL MATERIAL: 14 GA. GALVANIZED STEEL CONSTRUCTION. HARDWARE: (14) #10x1' TEK SCREWS PER RESTRAINT. NOTE: SEISMIC RESTRAINTS MUST BE FIELD INSTALLED TO ROOF CURB BEFORE SETTING UNIT. MCQUAY MODEL THYCURB MODEL SEISMIC RESTRAINTS RESTRAINT QTY. PER UNIT OAHOIOGDAC (AHRNS) .---ter. MQC-SR-OAH-S 4 SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC /WINDLOAD RATED ASSEMBLY. ThyCurb Ljby the fabricating division of Thybar Corporation Structural Steel Mounting SEISMIC/WIND LOAD UNINSULATED CURB INSTALLATION OPTION The equipment support should be anchored to structural steel as follows: * The width of the supporting structural steel shall be at least as wide as. the base plate of the equipment support. * Bolts, nuts and washers are to be ASTM A307 grade. * Bolts should be placed in every hole provided in the base plate of the equipment support; pass through the base plate of the curb and the structural steel; and tightened according to manufacturers torque specifications. (Figure 1-1) * Alternatively, the curb may be welded to the structural steel. (Figure 1-2) CURB STRUCTURAL STEEL BOLT WITH WASHER Q- DIAMETER MINIMUM) Figure 1-1 CENTERED ON EACH BOLT HOLE CURB STRUCTURAL STEEL • NUT WITH WASHER Figure 1-2 WOOD NAILER THYBAR ROOFCURB 4* NOTE: SEISMIC RESTRAINTS ARE BE FIELD INSTALLED TO ROOF CURB KU SETTING UNIT. SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC /WINDLOAD RATED ASSEMBLY. Consult Local Building Codes & FEMA Manual. 412/December 2002 TC5 Structural Installation.dwg DDIMTFr, • 1711/1/11 cdThyCurb aby the fabricating division of Thybar Corporation Concrete Slab Mounting SEISMIC/WIND LOAD UNINSULATED CURB INSTALLATION OPTION The equipment support should be anchored to concrete as follows: * Anchor system must comply with applicable building code (Local building code, International Building Code, Uniform Building Code, etc.). * Anchor to be Hilti Kwik Bolt TZ, Simpson Strong—Tie or equivalent. * Anchors are to be placed in every hole provided in the base plate of the curb. * Anchors are to pass through the base plate & be embedded into the concrete. * Follow anchor manufacturers instructions for drilling holes, installation anchor and tightening nut. ANCHOR WITH NUT & WASHER G. DIAMETER MINIMUM, EMBEDMENT DEPTH AND EDGE DISTANCE AS REQUIRED BY FIELD CONDITIONS AND HARDWARE SELECTION.) CONCRETE WOOD NAILER VISCMA APPROVED OR RATED SEISMIC VARIOUS HEIGHTS Figure 1-1 Consult Local Building Codes & FEMA Manual. 412/December 2002 TC5 Concrete Installation.dwg DRIAITCI1 • 1/1 All 0 11 ThyCurb Wood Beam Mounting rn by the fabricating division of 1.1 Thybar Corporation UNINSULATED ROOF CURB ON 0 WOODEN STRUCTURAL BEAM INSTALLATION INSTRUCTIONS The curbs can be installed on a wood deck type roof providing there is adequate support around entire curb perimeter. Thybar Corporation is not responsible for determining capabilities of roof support system or components. The following provisions must be met: * Curb base is to be through—bolted to wood joists of roof support. * Through bolts are to be manufactured according to ASTM A307. * Bolts are to be " diameter minimum and length as required to positively attach to building structure. * Bolts are to be installed in every hole in the roof curb base flange and tightened according to bolt manufacturer's recommendations. INSTALL (1) ASTM A307 THROUGHBOLT IN EACH CURB FLANGE HOLE AT CURB BASE. DRAWINGS ARE CONCEPTUAL, NOT TO SCALE. ROOF JOIST LOAD CARRYING CAPABILITY TO BE DETERMINED BY OTHERS. ROOFING MATERIAL NOT SHOWN FOR CLARITY. THROUGHBOLT TO UNDERSIDE OF BUILDING ROOF JOIST WITH NUT AND WASHER. WOOD NAILER THYBAR CURB SECTION WOOD BEAM SIZED BY OTHERS SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC/WINDLOAD RATED ASSEMBLY. - TC5 Wood Beam MounIng.dw4 Print Date: 5/25/2012 NOTES at"i 5 Supply fan performance is certified in accordance with the Central Station Air -Handling Unit Certification Program, which is based on ARI Standard 430. As a standalone component, unit meets or exceeds requirements of ASHRAE 90.1 - 2007. The approving authority is responsible for compliance of multi-component building systems. Piping vestibule shipping section length(s) not included in the total unit shipping section length. Vestibules are not listed as separate sections, although vestibule weight is included in the total unit weight. SHIPPING SECTION DETAILS Length (inches) Weight (Ib) Section 1 140 1854 Section 2 108 1860 TOTALS 248.00 (Lower level total) 3978 (Entire unit weight) UNIT SOUND Radiated Unit discharge Unit return 63 Hz 125 Hz 250 Hz 500 Hz 1000 Hz 2000 Hz 4000 Hz 8000 Hz 74 76 70 66 57 48 32 26 82 84 82 83 77 71 67 59 67 72 67 66 67 65 60 59 f- - o o -o r Nide, . A Lot, = 3� � � � t ,1 4 61(0 110 s c 4-4<x) lb s © McQuay International 2012 www.daikinmcquay.com Drawing for AHRM5 Opening A Exhaust inlet B Damper C Damper D Supply outlet E Hot water outlet F Hot water inlet G Cold water outlet H Cold water inlet I Condensate drain conn. Dimensions measured from rn A o 1n X Y Z 2.00 2.00 6.00 42.00 0.00 8.00 70.00 58.00 8.00 228.00 2.00 6.00 144.57 -7.00 33.06 144.57 -7.00 12.91 160.66 -7.00 35.19 167.16 -7.00 12.81 171.00 60.90 9.00 r. W(Width) 54.00 24.00 36.00 54.00 1.50ins. MPS 1.50ins. MPS 1.50ins. MPS 1.50ins. MPS 1.25ins. MPS H(Height) 36.00 24.00 24.00 18.00 A t 1 0 r GO 1400 in n 140.0 108.0 NOTE: NOTE: NOTE: VIEW: DRAWN: JOB NAME: UNIT TAGGING: MODEL: AHRM5 248.0 r 46.0 ix, 2 00,0.4 U''i''`_' 4 4dO \k -i 5 t 7-41 "L 4-4a7 44 `f " evw Curb Ready Base 6.00ins deep, Lifting Lugs extend 4ins on each side of the unit. Opening dimensions shown are for unit only, refer to curb drawing for duct opening dimensions. Field fitting of hoods are required. General Arrangement No Ends August -01-2012 (23:04) Boeing 9-101 2nd Floor Cafeter AHRM5 OAHOO8GDAC • ►x_ Page 6 of 34 © McQuay International 2012 www.daikinmcquay.com ■ THYBAR CORPORATION 913 S. Kay Avenue Addison, IL 60101 800 -666 -CURB (2872) Fax: 630-543-5309 www.thybar.com Member of -369)14,144i Seismic /85 MPH Wind Load Calculations for a McQuay OAHOO8GDAC (AHRM5) on a Thybar Uninsulated TC -5 Roofcurb in Tukwila WA 98108 Boeing 9-101 Cafeteria August 2, 2012 This document contains proprietary information from Thybar Corporation. Its contents may not be used for any other project or location other than the project or location for which it was created without the prior written permission of Thybar Corporation. 8/2/2012 Unit: McQuay OAHOO8GDAC (AHRM5) Location: Tukwila WA 98108 Curb: Uninsulated TC -5 Governing Code: IBC2009 SDC: D Design Wind Speed: 85 MPH Boeing 9-101 Cafeteria A 16 inch high Thybar Uninsulated TC -5 curb of 14 gage galvanized side wall construction will meet the IBC2009 requirements for installing McQuay OAHOO8GDAC (AHRM5) units in Tukwila WA 98108 when manufactured with stiffeners installed 61 inches max OC and installed according to the attached drawings. The units must be attached to the Thybar curb using restraint brackets. Bracket quantity is determined in the calculations and is summarized as follows: Minimum bracket quantity: 4 The Thybar curb must be attached to the building structure using welds or bolts at the curb base flanges. Flange connection minimum bolt quantity is determined in the calculations and is summarized as follows: Total connection minimum quantity: 8 Summary 1 Load Calcs Thybar Corporation ThybarTCS McQuayOAH TukwilaWA IBC2009 2 8/2/2012 General Location Tukwila WA 98108 Applicable Building Code IBC2009 Seismic Design Category (SDC) 0 Unit Manufacturer McQuay Unit Model OAH008GDAC (AH ) Length (in) 348.08.0 0 Egulg, Width (in) 58.00 Height (in) 40.0 Weight (lb) 3.978 CG„ UN 132.10 CG,,,, (in) 34.80 Curb Type Uninsulated TC -5 Curb Length (in) 238.50 Curb Width (in) 48.50 Curb Height (In) 18 Thickness (ga) 14 Stiffener max OC spacing (n) 61 Fr(psi) 30,000 E (psi) 30,000,000 Thickness On) 0.0747 u 0.3 I (In) 18.0 guth hit 214 bit 817 k, 4.0 k, 1.0 F. (psi) 163 Snow Importance, I 1.0 Snow Load, pr (Ib) 0 Curb Horizontal Design Load, max(Wind, .TSeismic) F Pb) = 2.283 0.4•F,, = F, (psi) 12,000 0.6'F, = F, (psi) 18,000 Wind Load (85mph) Fw (Ib) = 2,283 Exposure Category = C Rooftop height OD = 25 Velocity Pressure coefficient Kz = 0.94 Topography factor Kzt = 1.00 Wind Directionality factor Kd = 0.9 Wind Speed V = 85 Importance factor Iw = 1.00 qz = 15.65 Gust Effect factor G = 0.85 Force coeff Cf = 1.31 Fs = 1,208 Fs rev = 6,441 FE r.n = 1,208 Sas = 1.012 Sc, = 0.524 a. = 1.00 S is smt b= 1.00 R..,.. 6.00 z / h = 1.0 Ss (% of g) = 151.90 5, (% of g) = 52.40 Site Coefficient F. = 1.00 Site Coefficient F, = 1.50 Site Soil Classification = D Seismic Upward Force (Ib), F up = 805.15 ex (in) 8.1 Curb Load ey (In) 5.8 ax* 1.196 Distribution f adore ax- 0.804 ay. 0.600 ay- 0.400 Curb Loads C,.., (Ib/in) 120 C,.,, (tbfin) 5.38 . Shear Wag Factor a, 0.598 R Unit shear. v (ltun) 28.150 S ° Curb Long Unit Overturning, Cu (lin) 4.5 u a Dimension Unit Uplift. T (Ib) -1,203 P c p t Curb Overturning, Cc (ldn) 55.7 o I Curb Corner Uplift, Tc (Ib/in) -4.85 r o Shear Wall Factor aa 0.600 t n Unit sheer, v (Ibin) 5.744 s Curb Short Unit Overturning, Cu (Ibin) 1.905 Dimension Unit Uplift, T (Ib) -1458.127 Curb Overturning, Cc (Ib/In) 2.312 Curb Corner Uplift, Tc (Ibfrn) -30.023 Max Shear (fin) 21.1 Shear f, (psi) 283 Curb Verification 0.02 < 7.0, OK Max Axial Reaction (lb/in) Axial f, (psi) 160 V. 0.99 < 1.0, OK 2 8/2/2012 Unit To Curb Thybar Corporation 8/2/2012 ThybarTC5 McQuayOAH TukwilaWA IBC2009 General Location Tukwila WA 98108 Applicable Building Code IBC2009 Unit Model OAH008GDAC (AHRM5) Curb Type Uninsulated TC -5 Bracket Dimensions Length (in) 16 Max bending arm (in) 2.2 Max torsion arm (in) 0.001 Material thickness (ga) 14 Material thickness (in) 0.0747 Fy (psi) 30,000 Area (in2) 1.1952 Screws Screw size/type (#) 10 Quantity of screws 7 Hole size (in) 1/4 Allowable pullout (lb/screw) 753 Max pullout (lb/bracket) 5,270 Allowable shear (lb/screw) 1,206 Max shear (lb/bracket) 8,445 Torsion on Bracket Fv = 0.4 * Fy (psi) 12,000 Max shear (Ib) 357,126 Flexure on Bracket Fb = 0.6 * Fy (psi) 18,000 Max shear (lb) 26,077 Shear on Bracket Attachment Holes Distance -hole edge to bracket edge 0.375 Max shear (lb) 2,353 Tension on Bracket FT = 0.4 * Fy (psi) 12,000 T (Ib) 12,774 Bracket Capacity Allowable Load (Ib) 2,353 Bracket Verification Horizontal Design Load (Ib) 2,283 2,283 Shear Wall Factor 0.60 0.60 Design Shear (lb) 1,365 1,370 Unit Design Uplift, Tc (Ib) -1203.38 0.00 Unit Uplift, Tc (Ib) -720 0 R = (V2 + T22)1/2 1,543 1,370 # per side 0.66 0.58 Clip Safety Factor 2 Total Clips Required 4 3 Thybar Corporation 8/2/2012 ThybarTC5 McQuayOAH TukwilaWA IBC2009 General Location Tukwila WA 98108 Applicable Building Code IBC2009 Unit Model OAHOO8GDAC (AHRM5) Curb Type Uninsulated TC -5 Material Properties Fy (psi) 30,000 Material Allowable Stress, Fa (psi) 12,000 Base Attachment Dimensions Hole Size (in) 0.625 Number of Holes per attachment 1 Material thickness (ga) 14 Material thickness (in) 0.0747 Cut out area (in2) 0.307 Base flange width (in) 3.0 Edge distance (in) 1 3/16 Base shear area (in2) 0.09 Base Attachment Forces Base Attachment Holes 4 Length Width Horizontal Design Load (Ib) 3161.44 3161.44 Length (in) 238.50 48.50 Shear (lb) 1,890 1,897 Unit Uplift, Tc (Ib) -13 0 R = (V2 + T22)112 1,891 1,897 Base Attachment Holes 4 Length Width Base Attachment Stresses - fa (psi) 5,328 5,346 Base Safety Factor 2 2 fa / Fa 0.89 0.89 Base Attachment Minimum Quantity 4 4 Minimum Base Attachments - Perimeter Distributed 8 Approximate Hole Perimeter OC Spacing (in) 64 Base Attachment Holes 4 I ThyCurb MCQUAY SKYLINE UNITS Tukwila WA ❑ by the fabricating division of Thybar Corporation SEISMIC / WINDLOAD RESTRAINT BRACKET INSTALLATION DETAILS FOR UNINSULATED CURB INSTALLATION INSTRUCTIONS: PLACE RESTRAINTS WHILE AVOIDING INTERFERENCES WITH UFT1NG LUGS, CONDENSATE DRAIN UNES, CURB CHANNELS, ETC. DISTRIBUTE RESTRAINTS AS EVENLY AS POSSIBLE ON SIDES OF ROOF CURB AFTER PLACING END RESTRAINTS AS CLOSE AS POSSIBLE TO CORNERS OF ROOF CURB. GASKET TOP PERIMETER OF CURB BEFORE SETTING UNIT. SEE MATRIX BELOW FOR QUANTITIES REQUIRED PER UNIT. CONTRACTOR TO PROVIDE AND INSTALL CAULK RESTRAINT DETAIL MATERIAL 14 GA. GALVANIZED STEEL CONSTRUCTION. HARDWARE: (14) /10x1• TEK SCREWS PER RESTRAINT. NOTE: SEISMIC RESTRAINTS MUST BE FIELD INSTALLED TO ROOF CURB BEFORE SETTING UNIT. MCQUAY MODEL THYCURB MODEL SEISMIC RESTRAINTS RESTRAINT QTY. PER UNIT OAHOOBGDAC (ARRAS) MQC-SR-OAH-5 4 SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPUCATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC /WINDLOAD RATED ASSEMBLY. ThyCurb cd ❑ by the fabricating division of Thybar Corporation Structural Steel Mounting SEISMIC/WIND LOAD UNINSULATED CURB INSTALLATION OPTION The equipment support should be anchored to structural steel as follows: * The width of the supporting structural steel shall be at least as wide as the base plate of the equipment support. * Bolts, nuts and washers are to be ASTM A307 grade. * Bolts should be placed in every hole provided in the base plate of the equipment support; pass through the base plate of the curb and the structural steel; and tightened according to manufacturers torque specifications. (Figure 1-1) * Alternatively, the curb may be welded to the structural steel. (Figure 1-2) CURB STEEL .dimpt uu STRUCTURAL "441 BOLT WITH WASHER ((- DIAMETER MINIMUM) NUT WITH WASHER WOOD NAILER THYBAR ROOFCURB Figure 1-1 CENTERED ON EACH BOLT HOLE CURB STRUCTURAL STEEL Figure 1-2 NOTE: SEISMIC RESTRAINTS ARE BE FIELD INSTALLED TO ROOF CURB taE$ SETTING UNIT. SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC /WINDLOAD RATED ASSEMBLY. Consult Local Building Codes & FEMA Manual. 412/December 2002 TC5 Structural Installation.dwg Do1NTGf1 - I1flA 44 EdThyCurb by the fabricating division of 1.1 Thybar Corporation Concrete Slab Mounting SEISMIC/WIND LOAD UNINSULATED CURB INSTALLATION OPTION The equipment support should be anchored to concrete as follows: * Anchor system must comply with applicable building code (Local building code, International Building Code, Uniform Building Code, etc.). * Anchor to be Hilti Kwik Bolt TZ, Simpson Strong—Tie or equivalent. * Anchors are to be placed in every hole provided in the base plate of the curb. * Anchors are to pass through the base plate & be embedded into the concrete. * Follow anchor manufacturers instructions for drilling holes, installation anchor and tightening nut. ANCHOR WITH NUT & WASHER J." DIAMETER MINIMUM, EMBEDMENT DEPTH AND EDGE DISTANCE AS REQUIRED BY FIELD CONDITIONS AND HARDWARE SELECTION.) CONCRETE WOOD NAILER VISCMA APPROVED OR RATED SEISMIC VARIOUS HEIGHTS Figure 1-1 Consult Local Building Codes & FEMA Manual. 412/December 2002 TC5 Concrete Installation.dwg DDIMTCn • 1MgM ) ThyCurb aby the fabricating division of Thybar Corporation UNINSULATED ROOF CURB ON WOODEN STRUCTURAL BEAM INSTALLATION INSTRUCTIONS Wood Beam Mounting ie curbs can be installed on a wood deck type roof providing there is adequate support : around entire curb perimeter. Thybar Corporation is not responsible for determining capabilities of roof support system or components. The following provisions must be met: Curb base is to be through—bolted to wood joists of roof support. Through bolts are to be manufactured according to ASTM A307. Bolts are to be 3" diameter minimum and length as required to positively attach to building structure. * Bolts are to be installed in every hole in the roof curb base flange and tightened according to bolt manufacturer's recommendations. INSTALL (1) col ASTM A307 THROUGHWL IN EACH CURB• RANGE HOLE AT CURB BASE. 1O DRAMSNGS ARE CONCEPTUAL, NOT 10 SCALE ROOF JOIST LOAD CARRYING CAPABILITY TO BE DETERMINED BY OTHERS. ROOFING MATERIAL NOT SHOWN FOR CLARITY. THROUGHBOLT TO UNDERSIDE OF. BUILDING ROOF JOIST WITH NUT AND WASHER. SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART' OF A SEISMIC/W1NDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC/WINDLOAD RATED ASSEMBLY. TC5 Wood Beam Mamttg.dwc Print Date: 5252012 NOTES RIA Supply fan performance is certified in accordance with the Central Station Air -Handling Unit Certification Program, which is based on ARI Standard 430. As a standalone component, unit meets or exceeds requirements of ASHRAE 90.1 - 2007. The approving authority is responsible for compliance of multi-component building systems. Piping vestibule shipping section length(s) not included in the total unit shipping section length. Vestibules are not listed as separate sections, although vestibule weight is included in the total unit weight. SHIPPING SECTION DETAILS Length (inches) Weight (Ib) Section 1 144 3053 Section 2 86 2510 Section 3 86 2133 TOTALS 316.00 (Lower level total) 8075 (Entire unit weight) UNIT SOUND Radiated Unit discharge Unit return 63 Hz 125 Hz 250 Hz 500 Hz 1000 Hz 2000 Hz 4000 Hz 8000 Hz 83 84 81 71 65 56 40 31 90 92 93 88 85 79 75 67 85 84 82 80 78 73 68 61 P ci-cV r rev?.- µ't 5G . 1*,l if G v. jr _ ge2-15 7. t , l .27 g 3 tt4-> -- v S e, eco '\\2 AHRM6 © McQuay International 2012 www.daikinmcquay.com Drawing for AHRM6 Opening A Exhaust inlet B Damper C Damper . D Hot water outlet E Hot water inlet F Hot water outlet G Hot water inlet H Cold water outlet I Cold water inlet J Condensate drain conn. X 2.00 58.00 98.00 180.57 180.57 180.57 180.57 202.79 214.54 214.00 K Supply outlet 284.00 Dimensions measured from Y 2.00 0.00 86.00 -7.00 -7.00 -7.00 -7.00 -7.00 -7.00 88.90 2.00 z 6.00 8.00 8.00 33.80 13.65 59.20 39.05 58.69 13.31 9.00 6.00 0 W(Width) 82.00 36.00 44.00 1.50ins. MPS 1.50ins. MPS 1.50ins. MPS 1.50ins. MPS 2.50ins. MPS 2.50ins. MPS 1.25ins. MPS 82.00 H(He ig ht) 52.00 50.00 50.00 30.00 A K 0 0 141 704 n 54.0 OW n sac n i • 1 144.0 NOTE: NOTE: NOTE: VIEW: DRAWN: JOB NAME: UNIT TAGGING: MODEL: _ 3(la to ti?)10 ‘1\-)w Curb Ready Base 6.00ins deep, Opening dimensions shown are Field fitting of hoods are require General Arrangement No Ends August -01-2012 (22:33) Boeing 9-101 2nd Floor Cafeter AHRM6 OAH025GDAC 86.0 316.0 54.0 LT - 8`ccX7 86,0 -�ctn212 --i P leb a� Goti�-c-a o� 5 Lifting Lugs extend 4ins on each side of the unit. for unit only, refer to curb drawing for duct opening dimensions. d. z /./.r . x__ AHRM6 © McQuay International 2012 www.daikinmcquay.com THYBAR CORPORATION 913 S. Kay Avenue Addison, IL 60101 800 -666 -CURB (2872) Fax: 630-543-5309 www.thybG r.coflt Member of Seismic /85 MPH Wind Load Calculations for a McQuay OAH025GDAC (AHRM6) on a Thybar Uninsulated TC -5 Roofcurb in Tukwila WA 98108 Boeing 9-101 Cafeteria August 2, 2012 This document contains proprietary information from Thybar Corporation. Its contents may not be used for any other project or location other than the project or location for which it was created without the prior written permission of Thybar Corporation. 8/2/2012 Unit: McQuay OAH025GDAC (AHRM6) Location: Tukwila WA 98108 Curb: Uninsulated TC -5 Governing Code: IBC2009 SDC: D Design Wind Speed: 85 MPH Boeing 9-101 Cafeteria A 16 inch high Thybar Uninsulated TC -5 curb of 14 gage galvanized side wall construction will meet the IBC2009 requirements for installing McQuay OAH025GDAC (AHRM6) units in Tukwila WA 98108 when manufactured with stiffeners installed 50 inches max OC and installed according to the attached drawings. The units must be attached to the Thybar curb using restraint brackets. Bracket quantity is determined in the calculations and is summarized as follows: Minimum bracket quantity: 6 The Thybar curb must be attached to the building structure using welds or bolts at the curb base flanges. Flange connection minimum bolt quantity is determined in the calculations and is summarized as follows: . Total connection minimum quantity: 16 Summary Load Calcs Thybar Corporation ThybarTCS McQuayOAH TukwllaWA I6C2009 2 8/2/2012 Genre Location Tukwila WA 98108 Applicable Building Code IBC2009 Seismic Design Category (SDC) D Unit Manufacturer McQuay Unit Model OAH025GDAC IAHRM6) Length (in) 316.00 EguiD Width (in) 86.00 Height (in) 68.0 Weight (Ib) 8,075 CG,, (in) 165.22 CG,, (in) 51.60 Curb Type Uninsulated TC -5 Curb Length (in) 306.50 Curb Width (in) 76.50 Curb Height On) 16 Thickness (ea) 14 Stiffener max OC spadng (in) 50 Fv (psi) 30,000 E (psi) 30,000,000 Thickness (in) 0.0747 u 0.3 1 lin) 16.0 o M 214 b/t 669 kx 4.0 k, 1.0 F. (psi) 242 Snow Importance, I 1.0 Snow Load, x (Ib) 0 Curb Horizontal Design Load, max(Wind, .7'Seismic) F (Ib) = 4,805 0.4•F,, = F, (psi) 12,000 0.8'F,. = F, (psi) 18,000 Wind Load (85mph) Fw (Ib) = 4,805 Exposure Category = C Rooftop height (ft) = 25 Velocity Pressure coefficient Kz = 0.94 Topography factor Kzt = 1.00 Wind Directionality factor Kd = 0.9 Wind Speed V = 85 importance factor Iw = 1.00 qz = 15.65 Gust Effect factor G = 0.65 Force cceff Cf = 1.31 Fe = 2.452 Fe u., _ 13,075 Faun = 2.452 SDs = 1.012 So, = 0.524 8b= 1.00 'emio Iv = 1.00 Re 6.00 z / h = 1.0 Sa(%ofg)= 151.90 S,(%ofg)= 52.40 Site Coefficient F, = 1.00 Site Coefficient F. = 1.50 Site Soil Classification = 0 Seismic Upward Force (Ib), F up = 1634.38 ex (in) 7.22 Curb Load ey (In) 8.6 ay. 1.137 Distribution Factors ax- 0.863 ay* 0.600 ay- 0.400 Curb Loads C„,., ((Mn) 18.0 C„=, (IMn) 9.09 Shear Wall Factor a, 0.569 R Unit shear, v (fin) 35.710 $ ° Curb Lona Unit Overturning, Cu (Ib/in) • 7.5 u a ()intension Unit Uplift, T )lb) -2,116 P c p t Curb Overturning, Cc (IbAn) 44.8 o i Curb Corner Uplift. Tc (lbfin) -6.70 r o Shear Wag Factor az 0.600 t a Unit shear, v (fin) 9.406 s Curb Short Unit Overturning. Cu (lb/in) 3.501 Dimension Unit Uplift, T (lb) -2767.512 Curb Overturning, Cc (lb/n) 2.946 Curb Corner Uplift, Tc (IMn) -36.177 Max Shear (Ibftn) 26.8 Shear f, (psi) 359 Curb Verification fiF" 0.03 < 1.0, OK Max Axial Reaction (lb/in) 18.0 Axial f, (psi) 241 UF, 0.99 < 1.0, OK 2 8/2/2012 Thybar Corporation 8/2/2012 ThybarTC5 McQuayOAH TukwilaWA IBC2009 General Location Tukwila WA 98108 Applicable Building Code IBC2009 Unit Model OAH025GDAC (AHRM6) Curb Type Uninsulated TC -5 Bracket Dimensions Length (in) 16 Max bending arm (in) 2.2 Max torsion arm (in) 0.001 Material thickness (ga) 14 Material thickness (in) 0.0747 Fy (psi) 30,000 Area (in2) 1.1952 Screws Screw size/type (#) 10 Quantity of screws 7 Hole size (in) 1/4 Allowable pullout (lb/screw) 753 Max pullout (lb/bracket) 5,270 Allowable shear (lb/screw) 1,206 Max shear (lb/bracket) 8,445 Torsion on Bracket Fv = 0.4 * Fy (psi) 12,000 Max shear (Ib) 357,126 Flexure on Bracket Fb = 0.6' Fy (psi) 18,000 Max shear (Ib) 26,077 Shear on Bracket Attachment Holes Distance -hole edge to bracket edge Max shear (Ib) 0.375 2,353 Tension on Bracket FT = 0.4 * Fy (psi) 12,000 Tnnex (lb) 12,774 Bracket Capacity Allowable Load (Ib) 2,353 Bracket Verification Horizontal Design Load (Ib) 4,805 4,805 Shear Wall Factor 0.57 0.60 Design Shear (Ib) 2,732 2,883 Unit Design Uplift, Tc (lb)• -2115.79 0.00 Unit Uplift, T, (lb) -1,203 0 R = (V2 + T2)112 2,985 2,883 # per side 1.27 1.23 Clip Safety Factor 2 Total Clips Required 6 Unit To Curb 3 Thybar Corporation 8/2/2012 ThybarTC5 McQuayOAH TukwilaWA IBC2009 General Location Tukwila WA 98108 Applicable Building Code IBC2009 Unit Model OAH025GDAC (AHRM6) Curb Type Uninsulated TC -5 Material Properties Fy (psi). 30,000 Material Allowable Stress, Fa (psi) 12,000 Base Attachment Dimensions Hole Size (in) 0.625 Number of Holes per attachment 1 Material thickness (ga) 14 Material thickness (in) 0.0747 Cut out area (in2) 0.307 Base flange width (in) 3.0 Edge distance (in) 1 3/16 Base shear area (in2) 0.09 Base Attachment Forces Base Attachment Holes 4 Length Width Horizontal Design Load (Ib) 5934.71 5934.71 Length (in) 306.50 76.50 Shear (Ib) 3,374 3,561 Unit Uplift, Tc (Ib) -368 0 R = (V2+ T22)1/2 3,394 3,561 Base Attachment Holes 4 Length Width Base Attachment Stresses - fa (psi) 4,783 5,018 Base Safety Factor 2 2 fa / Fa 0.80 0.84 Base Attachment Minimum Quantity 8 8 Minimum Base Attachments - Perimeter Distributed 16 Approximate Hole Perimeter OC Spacing (in) 45 Base Attachment Holes 4 /i ThyCurb MCQUAY SKYLINE UNITS Tukwila WA by the fabricating division of Thybar Corporation SEISMIC / WINDLOAD 'RESTRAINT BRACKET INSTALLATION DETAILS FOR UNINSULATED CURB INSTALLATION INSTRUCTION$,: PLACE RESTRAINTS WHILE AVOIDING INTERFERENCES WITH LIFTING LUGS, CONDENSATE DRAIN UNES; CURB CHANNELS, ETC. DISTRIBUTE RESTRAINTS AS EVENLY AS POSSIBLE ON SIDES OF ROOF CURB AFTER PLACING END RESTRAINTS AS CLOSE AS POSSIBLE TO CORNERS OF ROOF CURB. GASKET TOP PERIMETER OF CURB BEFORE SETTING UNIT. SEE MATRIX BELOW FOR QUANTITIES REQUIRED PER UNIT. CONTRACTOR TO PROVIDE AND INSTALL CAULK RESTRAINT DETAIL MATERIAL: 14 GA. GALVANIZED STEEL CONSTRUCTION. HARDWARE: (14) /10x1" TEK SCREWS PER RESTRAINT. NOTE SEISMIC RESTRAINTS MUST BE FIELD INSTALLED TO ROOF CURB BEEQBE SETTING UNIT. MCQUAY MODEL THYCURB MODEL SEISMIC RESTRAINTS RESTRAINT QTY. PER UNIT OAH025GDAC (AHRM6) MQC-SR-OAH-S 6 SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLiCAT1ONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC /WINDLOAD RATED ASSEMBLY. 11 ThyCurb by the fabricating division of Lj Thybar Corporation Structural Steel Mounting SEISMIC/WIND LOAD UNINSULATED CURB INSTALLATION OPTION The equipment support should be anchored to structural steel as follows: * The width ' of the supporting structural steel shall be at least as wide as the base plate of the equipment support * Bolts, nuts and washers are to be ASTM A307 grade. * Bolts should be placed in every hole provided in the base plate of : the equipment support; pass through the base plate of the . curb and the structural steel; and tightened according to manufacturers torque specifications. (Figure 1-1) * Alternatively, the curb may be welded to the structural steel. (Figure 1-2) CURB STRUCTURAL STEEL BOLT .WITH WASHER cr DIAMETER MINIMUM) 02 WOOD NAILER NUI WITH WASHER Figure 1-1 THYBAR ROOFCUR9 CENTERED ON EACH BOLT. HOLE CURB STRUCTURAL STEEL Figure 1-2 NOTE: SEISMIC RESTRAINTS ARE BE FIELD INSTALLED TO ROOF CURB En SETTING UNIT. SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPLICATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC /WINDLOAD RATED ASSEMBLY. Consult Local Building Codes & FEMA Manual. 412/December 2002 TC5 Structural Instaliation.dwg ilThyCurb by the fabricating division of rill Thybar Corporation Concrete Slab Mounting SEISMICM/IND LOAD UNINSULATED CURB INSTALLATION OPTION The equipment support should be anchored to concrete as follows: * Anchor system must comply with applicable building code (Local building code, International Building Code, Uniform Building Code, etc.). * Anchor to be Hilti Kwik Bolt 17, Simpson Strong—Tie or equivalent. * Anchors are to be placed in every hole provided in the base plate of the curb. * Anchors are to pass through the base plate & be embedded into the concrete. * Follow anchor manufacturers instructions for drilling holes, installation anchor and tightening nut. ANCHOR WITH NUT & WASHER (3" DIAMETER MINIMUM, EMBEDMENT DEPTH AND EDGE DISTANCE AS REQUIRED BY FIELD CONDITIONS AND HARDWARE SELECTION.) CONCRETE WOOD NAILER VISCMA APPROVED OR RATED SEISMIC VARIOUS HEIGHTS Figure 1-1 Consult Local Building Codes & FEMA Manual. 412/December 2002 TC5 Concrete Installation.dwg • nni„rrr.. „r.,n ThyCurb Wood Beam Mounting by the fabricating division of 1.1 Thybar Corporation UNINSULATED ROOF CURB ON a WOODEN STRUCTURAL BEAM INSTALLATION INSTRUCTIONS The curbs can be installed on a wood deck type roof providing there is adequate support around entire curb perimeter. Thybar Corporation is not responsible for determining capabilities of roof support system or components. The following provisions must be met: * Curb base is to be through—bolted to wood joists of roof support. * Through bolts are to be manufactured according to ASTM A307. * Bolts are to be 4" diameter minimum and length as required to positively attach to building structure. * Bolts are to be installed in every hole in the roof curb base flange and tightened according to bolt manufacturer's recommendations. INSTALL (1) i"0 ASTM A307 THROUGHBOLT IN EACH CURB FLANGE HOLE AT CURB BASE. N DRAWINGS ARE CONCEPTUAL. NOT TO SCALE. ROOF JOIST LOAD CARRYING CAPABILITY TO BE DETERMINED BY OTHERS. ROOFING MATERIAL NOT SHOWN FOR CLARITY. THROUGHBOLT TO UNDERSIDE OF BUILDING ROOF JOIST WITH NUT AND WASHER. WOOD NAILER THYBAR CURB SECTION W000 BEAM SIZED BY OTHERS SEISMIC & WINDLOAD BRACKETS ARE DESIGNED & CALCULATED FOR USE IN SEISMIC/WINDLOAD APPUCATIONS WHEN PROVIDED AS PART OF A SEISMIC/WINDLOAD RATED CURB. ATTACHMENT OF CALCULATED BRACKETS TO ANY OTHER CURB DOES NOT CONSTITUTE A SEISMIC/WINDLOAD RATED ASSEMBLY. TC5 Wood Beam Mounting. Print Date: 5/25/2012 Kitchen Exhaust Hood Support HARRIS GROUP INC. TITLE: BY: cev DATE: 11/28/12 PROJECT No.: 12469.00 PROJECT: The Boeing Company Building 9-101 Cafeteria REVISION: DATE: Page: 12469.00 equipment anchorage calculations Title (10) Roof Supported Hood Component Seismic Forces ASCE 7-05 Sect 13.3 Fp = 0.4apS0SWp(1 + 2z/h)/(R9/Ip) (Eq. 13.3-1) Fp = 1.6SpslpWp (Eq. 13.3-2) Fp = 0.3SpslpWp (Eq. 13.3-3) Sos = 1.013 (previous sheet) 1p = 1.5 (Sect. 13.1.3) ap = 2.5 (Table 13.5-1 or Table 13.6-1) Rp = 6.0 (Table 13.5-1 or Table 13.6-1) h = 51.0 average height of structure z = 51.0 height of attachment within structure ductwork Fp = 0.760 Wp Fp < 2.430 Wp Fp > 0.456 Wp Cp = 0.760 Wp Fv = +/- 0.2SDSWp Fv = +1- 0.203 Wp (Eq. 13.3-1) (Eq. 13.3-2) (Eq. 13.3-3) (Sect. 13.3) 11111 HARRIS GROUP INC. TITLE: Seismic Force Coefficients Roof Supported Hood BY: cev DATE: 5/24/12 PROJECT No.: 12469.00 PROJECT: The Boeing Company Building 9-101 Cafeteria REVISION: DATE: PAGE: 12469.00 equipment anchorage calculations Component Seismic (7) Hood Support: By inspection Hood #15 controls Hood Wt. W= 1700 lbs L= 18.Oft L S = 10.0 ft Sos = 1.013 S Fp Cp = 0.760 Seismic Forces: reduce for ASD V horizontal Fp = +1- 0.7 CpW = 904 lbs (lateral and longitudinal direction) vertical F„ = +/- 0.2SDSW = 241 lbs Conservatively assume (6) supports (one each corner, one pair center) Full load to center supports, half load to corners; Fin Floor Wall Gravity P9 = W/4 = 425 lbs (half load to outside pairs) Seismic PE = F/4 = +1- 60 lbs (half load to outside pairs) max Total vertical load P = 485 lbs per center rod By inspection use: 3/8" diam threaded rod F„ = 33 ksi Allowable Tension PT = 2110 lbs max strut moment (assume load @ 1/3 points) max strut moment M = P(S/3) = M= Try: Unistrut P5001 - Allowable Moment Me = Reduced (unsupported) Allowable Moment M,a = RxMa = ok, Mra > M 1618 ft -lbs (strut unsupported) 19410 in -lbs 48180 in -lbs 26017 in -lbs R = 0.54 (unsupported comp flg) Brace: assume lateral force taken by adjacent wall assume longitudinal force taken 1/2 at wall 1/2 by longitudinal bracing assume (1) tension only brace each outside corner assume accidental torsion 20% increase max Tension brace load Pt = (1.2/2)Fp(2) ' = 767 lbs assume 45 deg. brace angle ` ?`,E- Try: 7x7 Strand wire rope (SS Type 302) Pu = 4700 lbs SF = . 3.5 Reduced Allowable Axial P,a = Pa/SF = 1343 lbs ok,Pa > Pt HARRIS GROUP INC. TITLE: Exhaust Hood Support BY: cev DATE: 5/24/12 PROJECT No.: 12469.00 PROJECT: The Boeing Company Building 9-101 Cafeteria REVISION: DATE: Page: 12469.00 equipment anchorage calculations Hood support IVI (E) ROOF PU RuiN-\ t ! 1 1 S6138 t j 7, S. N • I (4!o)1 (e (2) tsr I� E)3' r-� (E) INSERT (TIP} I I COOKING EXHAUST HOOD SWAY BRACE OW) I! -1- 1 II I! 1 11 NOTE: HOOD 113 SHOWN. HOODS /93, 110 & 128 SIMILAR SEE TABLE AND MNRRACTURER'S NSTAUATION INSTRUCTIONS. ENLARGED PLAN SCALE: 1/2"=1'-O' 10'-0' (REF) 5613 (E) T/ROOF DEQ( 0 L(E) ROOF PURIM 16EL 3/18' 7x7 STRAND SS MIRE ROPE SWAY BRACE -ONE MN FREE CORNER NiCCAR TO ROOF PURl91 HOOD ELEV. VARIES SEE ARCH. DNS. L UNb1RUT P5001 OR APPROVED EQUAL 3/0 Min RODS (11P) INSTAL PER MANUFACTURER'S RECOMMENDATION • P5001 OR APPROVED EQUAL NEW EXHAUST HOOD (CONFIQJRADON VARIES SECTION SCALE: 1/2"=1'-O' 56138 TO WALL WI CN PRESENT WI M. 010 SCREWS EACH SRA (11P) 8 (2)ONT KATE W/ 3/880 RRo13 TO (E) STRUT INSERT & (1) 1,111 BOLT TO NEW P5001 STRUT Hardware ' UNISTRUT . ' Part No. . . . , „ -• Size , . • * Wt/100 pcs " - • Les (kg) HSON025EG V4* 0.9 (0.4) HSCIN031EG 5/11. 1.6 (0.7) HSON037EG W 2.7 (1.2) HSON050EG iii. 5.8 (2.6) HSQN062EG W 10.7 (4.9) HSQN075EG W 15.4 (6 9) HSQN087EG iii* - 24.9 (11.3) HSQN100EG 1' 36.3 (16.5) STEEL THREADED Roo .. . PartNo. • Size ' W11100 pcs .. . Lbs(kg) HHXN025EG W 0.6 (0.3) HI-1XN031EG . 5/16' 1.2 (0.5)- HHXN037EG . ' W 1.6 (0.7) HHXN05GEG ' W 4.8 (2.2) HHXN062EG 5/V 7.3 (3.3) HHXN075EG. W 11.9 (5.4) HHXN087EG W . 19.0 (8.6) HHXN 100EG 1' 28.3 (12.8) Standard Length 12' (3.7m) Low Carbon Steel Grade 1006 - 1010 Fr = 36,000 psi minimum F= 58,000 psi minimum • • • . . ° Part No. Size WOOD Ft. Lbs (kg) HTHR025 A' x 20 13 (5.9) HTHR031 5/ x 18 20 (9.1) HTHR037 W x 16 30 (13.6) HTHR044 7A4* x 14 30 (13.6) HTHR050 Ih'' x 13 53 (24.0) HTHR062 W x 11 84 (38.1) HTHR075 %"x 10 124 (56.2) HTHR087 'A" x 9 170 (77.1) HTHR100 1" x 8 223 (101.2) LOAD CARRYING CAPACITY OF THREADED HOT ROLLED STEEL CONFORMING To ASTM A575 AND A576 : Threaded Rod Loads for.PIOIng .4plioationa , .. ... • . (baied On PASS 0411):.::.' . ' • Nominal '. • ; . . - .., .. .-. . 0004Aras . 0.60!.'0(34,ted), in! miT.; • . • • :‘ Os (liN1 % 0.068 (43.9) 730 (3.25) A 0.126 (81.3) 1,350 (6.01) 5/e 0.202 (130.3) 2,160 (9.61) % 0.302 (194.8) 3,230 (14.37) '/ 0.419 (270.3) 4,480 (19.93) 1 0.552 (356.1) 5,900 (26.24) Threaded Rod Loads for Structural Applications .. • . (Based on AISC, Steel Construction. Manual, ASD, 9th Edition.' Per MSC, Allowed - . .. Tensile Stress ,--, 0.33 • Fu)Allowed Nominal . Nominal Area Dia. ; In2 (me) Tension Load Lbs 00 1/4 0.049 (31.6) 930 (4 14) it. % 0.110 (71.0) 2,110 (9.394. Ye 0.150 (96.8) -2,870 (12.77) A 0.196 (126.5) 3,750 (16.68) 5/e 0.307 (198.2) 5,870 (2611) 1/4 0.442 (2854) 8,450 (37.59) 'A 0.601 (388.0) 11,500 (51.15) 1 0.785 (506.8) 15,030 (66.86) . . f. -.:. : • • ". ". 'Size', .. M1100 pea '•• ; tbs(kg) ' • HELVV025EG 'A' - 0.8 (0.4) HELVV031EG 5/16. 1.0 (0.5) HFLW037EG W 1.5 (0.7) HFLW050EG W 3.5 (1.6) HFLVV062EG ' 5/6" 7.7 (3.5) HFLVV075EG 'X 11.o (5.0) HFLW087EG • Iii" 15.3 (6.9) HFLW100EG 1' 18.8 (8.5). LOCK WASHERS Part No. • -We . WtIlOOpcs . Lbs (kg) • , HLKW025EG `/47 0.25 (O. 1) HLKW031EG 1. .0A1 (A 2) •HLKW037EG 34. 0:63 al AI HLKW350EG Iii* .1.32 (�60) tii.Kwo62EG W 2.20 (1.0) NIKO/075EG %' •3•80 (1.7) NU5W087EG - 'A 600t27) . HIRWIDOEG 1' 8.86 (4.0)' , STEEL COUPLER NUTS Part . Number • Slz.. _ .• '• . : : ' wino, . UMW.- ' P141 In (mm) /.. ' Li* (kg). HRCNO25 W - 20 W (22) 1.9 (0.9) HRGN031 5Ae' -18 1%' (45) 7.5 (3.4) HRCNO37 W - 16 1W (45) 9.0 (4.1) HRCNO44 7A6*- 14 1W (45) 10.4 (4.7) HRCNO50 A' -13 1W (45) 10.0 (4.5) HRCNO62 W - 11 2W (54) 18.0 (8.2) HRCNO75 W -10 2%* (57) 28.0 (12.7) HRCNO87 W -9 2W (64) 55.0 (24.9) HRCN100 1' -8 2W (70) 13.0(33.1) UNISTRUT P5000 1 5/e h" ro711— . I 11 1, —T 1 750" 1 1.500' 41 to 22 44.5 83 7.1 2 1 38.1 Wt/100 Ft 305 Lbs (454 kg/100 rn) Allowable Mornent 15,770 ln-Lbs (1,780 Nom) 12 Gauge Nominal Thickness .105* (2.7mm) P5001 6 h" 1 2 - — I 165 - 7 Wt/100 Ft 610 Lbs (907 kg/100 m) Allowable Moment 48,180 In -Lbs (5,440 N•rn) 12 Gauge Nominal Thickness .105' (2.7mm) P5000 HS P5000 KO 9/16 (14) Dla. Holes 1 W (48) on Center VW100 Ft 300 Lbs (446 kg/100 m) W (22) Knockouts 6" (152) on Center Wt/100 Ft 305 Lbs (454 kg/100 m) P5000 SL P5000 T Slots are 3" (76) x lie (10.3) 4' (102) on Center .444 001P0 1" (25) (13) Wt/100 Ft 300 Lbs (446 kg/100 m) Slots are 11/4" (29) x VIC (14) 2" (51) on Center 3A6" rh. (30) (22) W1/100 Ft. 300 Lbs (446 kg/100 m) CHANNEL NUTS (R,T.c.F.F H4Pr.'MF Sr P100671420ilt P1012 P1008T P1023 P10107 P1024 Channel Finishes: PL, GR, HG, PG; Standard Lengths: 10' & 20' P3006-0832 P3016-0632 P3006-1024 P3016-0832 P3006-1420 P30161024 P3007 P3016-1420 P3008 P3009 P3010 Stem Channel Selection UNISTRUT CHANNEL SELECTION CHART , . . ,..., Channel Channel Dimensions PAateria18. ThicknessHole 40.P500, 1 , Pattern Styles r [..] LI , Height ', . Steel .„ , , .. .. sthin,..._ „ Steel . . , • Alum. - '4.068 169.3 41,980 4,740 . 4.94 7.3 Viichh '. HS :' - , , ' • T . KO• Sl. • '. , DS 'Hi In (mm)' In (min) ' gauge ', gauge In(mm) ' ' • . , SteelOnly P1000 1% (41) 1% (41) 12ga 12 ga 0.109 (2.8) 0.835 5.39 M 0.733 305 • MI • • • P1100 1%(41) 1%(41) 149a 14ga - 0.522 21.7 • 9,820 1,110 • • • - - P2000 1% (41) 1% (41) 16 ga - - 7,480 850 • 0.492 3.17 • II 11 - - P3000 1% (41) 1% (35) 12ga - - 0.387 2.50 • 0.166 6.9 1 • 1 - - P3300 1% (41) 'A (22) 12ga 12ga, - 0.176 7 3 • 5,060 570 • - • - - P4000 1% (41) ' "A, (21) 16 ga 16 ga 0.078 (2.0) M • - • - - P4100 1% (41) t3/(2l) 14ga - - • II - MI - - P5000 1% (41) 3¼(83) 12 ga 12 ga - • • • II - - P5500 1% (41) f/iii (62) 12 ga - 0.109 (2.8) • • • • - - CHANNELS & COMBINATIONS IN DESCENDING ORDER OF STRENGTH .. . Channel . , Area, ;. Weight > ,. I. In2 (awl ' ken (kgfiti) 1n4 (cm') $ • - Allow. Moment; . • ins(an) '' . • Inas (t#m). 40.P500, 1 1.793 • - 11.57 6.10 "- 9.1 '' - 6.227 259.2 1.916 31.4 4122,.; 5,440 P1004A 1.965 12.68 6.68 9.9 '4.068 169.3 1.669 27.4 41,980 4,740 P5501 1.452 9.37 4.94 7.3 2.805 116.8 1.151 18.9 28,940 3,270 P1001C41 2.221 14.33 7.55 11.2 1.856 77.2 1.142 18.7 28,720 3,250 P5000 0.897 5.78 3.05 4.5 1.098 45.7 0.627 10.3 15,770 1.780 P1001 1.111 7.16 3.78 5.6 0.928 38.6 0.571 9.4 14,360 1,620 P1101 0.835 5.39 2.84 42 0.733 305 0.451 74 11,340 1,280 P3001 1.000 6.45 3.40 5.1 0.591 24.6 0.430 7.0 10,810 1,220 P5500 0.726 4.68 2.47 3.7 0.522 21.7 0.390 6.4 9,820 1,110 P2001 0.684 4.41 2.32 3.5 0.618 25.7 0.381 6.2 9,570 1,080 P9200 0.489 3.16 2.23 3.3 0.279 11.6 0.297 4.9 7,480 850 A5000 0.492 3.17 1.67 2.5 0.358 14.9 0.265 4.3 6,670 750 A1001 0.609 3.93 2.07 3.1 0.302 12.6 0.242 4.0 6,070 690 P9000 0.387 2.50 1.88 2.8 0.166 6.9 0.205 3.4 5,150 580 P1000 0.555 3.58 1.89 2.8 0.185 7.7 0.202 3.3 5,070 570 P3301 0.790 5.10 2.69 4.0 0.176 7 3 0.201 3.3 5,060 570 Combinations not shown in catalog are available on special order. Consult factory for more details. • Channel ..,,i,* . . Ini.(imili. yisight :.;. 1 • Ibsen (kg/m). the • s , ; initcms) : Ajtow. Moment 'Inas (*int,: P1100 0.418 2.69 . 1.42 2.1 0.145 6.0 0.162 2.6 4,060 460 P3000 0.500 3.23 1.70 2.5 0.120 5.0 0.153 2.5 3,850 430 P4101 0.579 3.74 1.97 2.9 0.117 4.9 0.143 2.4 3,610 . 410 P2000 0.342 2.21 1.16 1.7 ' 0.125 5.2 0.140 2.3 3,520 400 P4 001 0.478 3.14 1.66 2.5 0.104 4.3 0.128 2.1 3,210 360 A33 01 0.459 2.96 1.56 2.3 0.077 3.2 0.103 1.7 2,590 290 A1000 0.305 1.96 1.04 1.5 0.061 2.5 0.086 1.4 2,170 250 P3300 0.395 2.55 1.34 2.0 0.037 1.5 0.072 1.2 1,800 200 A4001 0.264 1.70 0.90 1.3 0.037 1.5 0.058 1.0 1,470 . 170 now 0.213 1.38 0.73 1.1 0.045 1.9 0.055 0.9 1,400 160 P4100 0.290 1.87 0.98 1.5 0.026 1.1 0.054 0.9 1,360 150 N000 0.244 1.57 0.83 1.2 0.023 0.9 0.049 0.8 1,230 140 A3300 0.230 1.48 0.78 1.2 0.017 07 0.038 0.6 950 110 A4000 0.132 0.85 0.45 0.7 0.008 0.3 0.022 0.4 560 60 P6000 0.107 0.69 0.36 0.5 0.009 0.4 0.020 0.3 510 60 P7 001 0.148 0.96 0.50 0.8 0.007 0.3 0.018 0.3 460 50 P7000 0.074 0.48 0.25 0.4 0.002 0.1 0.007 0.1 170 20 111371TIVIIL: UNISTRUT Lateral Bracing Load Reduction & Bearing, Loads LATERAL BRACING Loo REDUCTION CHARTS Span it . _ ' .. Single Channel ....li - ... LOAD •A> ' LOAD pliti 1 • • . Double Channel • Bearing Length 1W (41 mm) - , ' . . Bearing langth'4W (41 mm) . Ft. (m) ,. In. (cm) P1000 P1100 P2000 .P3000 P3300 P4000 P4100 P5000 P5600 P1001 P1101 P2001 P3001 P3301 P4001 P4101 P5001 P5501 2 (0.61) 24 (61) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.99 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 3 (0.91) 36 (91) 0.94 0.89 0.88 0.96 1.00 0.94 0.98 0.85 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4 (1.22) 48 (122) 0.88 0.78 0.75 0.91 1.00 0.88 0.94 0.70 0.77 1.00 0.98 0.98 1.00 1.00 0.98 1.00 0.97 0.98 5(1.52) 60 (152) 0.82 0.68 0.61 0.88 0.98 0.83 0.91 0.55 0.67 0.97 0.93 0.92 0.98 1.00 0.93 0.96 0.90 0.93 6 (1.83) 72 (183) 0.78 0.59 0.48 0.84 017 0.79 0.89 044 0.58 013 0.87 0.85 015 0.97 0.88 012 0.83 0.87 7 (2 13) 84 (213) 0.75 0.52 0.41 0.82 0.96 0.75 0.86 0.38, 0.51 0.89 0.82 0.78 0.92 0.95 0.83 0.89 0.76 0.81 8 (2.44) 96 (244) 0.71 0.47 0.35 0.79' 0.94 0.72 0.84 0.33 0.46 0.85 0.76 0.71 0.88 0.92 0.79 0.85 0.68 0.76 9 (2.74) 108 (274) 0.69 0.43 0.32. 0.77, 0.93 0.69 0.82 0.30 0.42 0.81 0.70 0.64 0.85 0.90 0.74 0.81 .0.61 0.70 10 (3.05) 120 (305) 0.66 0.40 0.29 0.75 0.92 0.66 0.80 0.28 0.40 0.78 0.65 0.57 0.82 0.87 0.69 0.78 OM 0.64 12 (3.66) 144 (366) 0.61 0.36 0.25 0.70 0.89 0.60 0.76 0.24 0.36 0.70 0.54 0.45 0.76 0.82 0.60 0.71 0.43 0.53 14 (4.27) 168 (427) 0.55 0.32 0.23 0.66 0.86 0.55 0.73 0.22 0.32 0.63 0.45 0.38 0.70 0.78 0.51 0.64 0.35 0.45 16 (4.88) 192 (488) 0.51 0.30 0.21 0.62 0.84 0.50 0.69 0.21 "0.30 0.56 0.39 0.32 0.64 0.73 0.44 0.57 0.30 0.39 18 (5.49) 216 (549) 0.47 0.28 0.19 0.58 0.81 0.47 0.65 0.19 0.28 0.49 0.34 0.28 0.58 0.68 0.39 0.50 0.27 0.34 20 (6.10) 240 (610) 0.44 0.26 0.18 0.54 0.78 0.43 0.61 0.18 0.26 0.44 0.31 0.25 0.52 0.63 0.35 0.45 0.24 0.30 BEARING LOADS ON UNISTRUT CHANNEL are Loads' calculated based an 2001 Specification For The Design Of Cold Formed Steel Structural Members published by AISI it LOAD II I . ....li - ... LOAD •A> ,,,4 .‹..m..iii. .. • , 05 LOAD pliti 1 • • . • Bearing Length 1W (41 mm) - , ' . . Bearing langth'4W (41 mm) . , . Bearing Length 31/i. (82 mm) , • , Maximum Allowable Loads ' Maximum Allowable Loads • Maximum Allowable Loada, • , 2, Channel Lbs (414) Lbs (kN) '" Lbs (JN) P1000 6,700 3,100 7,700 29 14 92 P1100 3,500 1,700 4,000 15 7 18 P2000 2,500 1,200 3,000 11 5 13 P3000 6,700 3,200 7,700 29 14 34 P3300 6,800 3,200 7,800 29 14 34 P4000 2,600 1,200 3,000 9 5 13 P4100 3,500 1,800 4,100 16 8 18 P5000 6,500 3,000 7,500 28 13 33 P5500 6,600 3,100 7,600 29 14 33 sti P5000 & P5001 Channels P5000 - BEAM LOADING UNISTRUT P5001 - BEAM LOADING Span In Max Allowable Uniform Load Lbs Den. at Uniform Load In Uniform Loadin at Deflectlo 9 n Span1180 Span/240 Span/360 Lbe Lbs Lbs 24 5,260 0.03 5,260 5,260 5,260 36 3,500 0.07 3,500 3,500 3,500 48 2,630 0.12 2,630 2,630 2,630 60 2,100 0.18 2,100 2,100 1,920 72 1,750 0.26 1,750 1,750 1,330 84 1,500 0.36 1,500 1,470 980 96 1,310 0.47 1,310 1,120 750 108 1,170 0.59 1,170 890 590 120 1,050 0.73 960 720 480 144 880 1.06 670 500 330 168 750 1.43 490 370 240 192 660 1.88 370 280 190 216 580 2.35 300 220 150 240 530 2.95 240 180 120 Span In Max Allowable Uniform Load Lbs Da M Uniform• , Load In 119 Uniform LOadi at Deflection - Span1180 , SpanD40 Span/360 Lbs Lbs Lbs 24 6,890* 0.01 6,890* 6,890* 6,890* 36 6,890* 0.02 6,890* 6,890* 6,890' 48 6,890* 0.05 6,890* 6,890* 6,890' 60 6,420 0.10 6,420. 6,420 6,420 72. 5,350 0.14 5,350 5,350 5,350 84 4,590 0.19 4,590 4,590 4,590 96 4,020 0.25 4,020 4,020 4,020 108 3,570. 0.32 3,570 3,570 3,360 120 3,210 0.39 3,210 3,210 2.720 144 2,680 0.57 2,680 2,680 1,890 168 2,290 0.77 2,290 2,080 1,390 192 2,010 1.01 2,010 1,590 1,060 216 1,780 1.27 1,680 1,260 840 240 1,610 1.58 1,360 1,020 680 P5000 - COLUMN LOADING Unbraced Height In Maximum Allowable Load at Slot Face Lbs Masks= Column Load Applied at C.G. K 0.65 K 10M K1.0 K 12 Lbs Lbs Lbs Lbs 24 5,650 16,870 15,180 12,850 10,600 36 4,690 13,140 10,600 7,650 5,660 48 3,560 9,550 6,860 4,790 3,660 60 2,730 6,680 4,790 3,450 2,710 72 2,160 4,980 3,660 2,710 2,170 84 1,760 3,950 2,960 2,240 1,820 96 1,500 3,270 2,500 1,930 1,580 108 1,310 2,800 2,170 1,690 1,390 120 1,170 2,450 1,930 1,510 144 980 1,980 1,580 " 168 850 1,670 1,340 " ** P5000/P5001 - ELEMENTS OF SECTION Parameter P5001 - COLUMN LOADING Unbraced Height In Maximum Allowable Load at Slot Face Lbs Maximum Column Load Applied at C.G. K=0.65 K=0.80 K =r10 K 12 Lbs Lbs Lbs Lbs 24 10,670 39,230 38,030 36,210 34,240 36 10,350 36,450 34,240 31,200 28,260 48 9,940 33,220 30,200 26,430 23,190 60 9,290 29,950 26,430 22,470 19,380 72 8,560 26,880 23,190 19,380 16,450 84 7,860 24,140 20,520 17,040 12,090 96 7,220 21,790 18,370 13,330 9,250 108 6,600 19,790 16,450 10530 7,310 120 5,760 18,130 13,330 8,530 144 4,390 14,020 9,250 168 3,420 10,300 6,800 ** P5000 P5001'. Area of Section Axis 1-1 Axis 2-2 0.897 In' 1.793 1n2 Moment of Inertia (I) 1.098 In' 6.227 In' Section Modulus (S) 0.627 In' 1.916 In' Radius of Gyration (r) 1.107 In 1.864 In Moment of Inertia (I) 0.433 In' . 0.866 In' Section Modulus (S) 0.533 In' 1.066 In' Radius of Gyration (r) 0.695 In 0.695 In Notes: Load limited by spot weld shear. ** KL/r > 200 NR = Not Recommended. 1. Beam loads are given in 1021 uniform load (W Lbs) not uniform load (w lbsIft or wlbsfin). 2. Beam loads are based on a simple span and assumed to be adequately laterally braced. Unbraced spans can reduce beam load carrying capacity. Refer to Page 56 for reduction factors for unbraced lengths. 3. For pierced channel, multiply beam loads by the following factcc. "KO" Series 95% '7" Series ..........85% "HS" Series 90% "SL" Series ..85% "H3" Series 90% "DS" Series.. ...... 70% 4. Deduct channel weight from the beam loads. 5. For concentrated midspan point loads, multiply beam loads by 50% and the corresponding deflection by 80%. For other load conditions refer to page 18. 6. All bearn loads are for bending about Axis 1-1. Awl • Wire Rope Guidelines Breaking Strength Selection Criteria The table at right gives approximate factor values to apply for some specific applications. Note: These guidelines should be applied with caution because spe- cific applications may often have more stringent requirements. To determine breaking strength, multiply your factor and maximum load together. Factor x Maximum Load = Breaking Strength For example, if you are using a gantry crane, which has a factor of 5, and your maximum load is 1000 lbs., you'll need a wire rope with a mini- mum 5000 lbs. breaking strength: 5 x 1000 = 5000. Type of Service Minimum Factor Value Uses Guy Ropes 3.5 Wire Rope Slings 5 Overhead and Gantry Cranes 5 Small Electric and Air Hoists 5 Construction Class Selection Criteria Construction is the number of strands, the number of wires per strand, and the core composition used to make the wire rope. For example, a 6x 7 fiber core wire rope consists of six strands, each made with seven wires, and formed around a fiber core. The following common wire rope constructions are known as class constructions: 6x7, 6x19, 6x37, 7x19, and 8x19. Within a given class construction, the number of wires Is allowed to vary within established Industry guidelines. For example, a 6x 37 class fiber core rope may have 27 to 49 wires in one strand. Construction Class Features Uses 1x7 Characterized by relatively low flexibility, these single -strand constructions are not suitable for use with drums and pulleys. Straight load applications such as bracing, guying, and standing rigging. 1 x19 6x7 As the number of wires per strand increases, flexibility increases but crush resistance and abrasion resistance de- crease. IWRC constructions offer higher strength and more crush resistance than fiber cores. Six -strand wires have better crush resistance than seven -strand wires. - 6x and 7x con ions •3; re , i =1 less flexible an best, 6x19 6 x 37 su -.1 • • i i • any• •s, and mechan cal power transmission app mations. Al o er constructions are commonly used for slings, hoisting, and running rigging. As drum and pulley diameters de - crease, you should use more flexible constructions. 7x7 7x19 3x7 Offered only in small diameters, constructions in this range are extremely flexible. Fishing cable, dial cable, and light duty controls. 7x3 6 x42 Most flexible of the six -strand constructions, but with lower strength and less abrasion resistance. Ideal for hand lines and steering controls. 8 x 19 Offers maximum flexibility. Note: Fiber core rope should not be used under heavy crushing loads. Flexibility makes this rope well suited for use with drums and pulleys. 19x 7 The outer strands lay in the opposite direction of the inner strands, creating a rope that resists rotation under load. Effective in single -line hoist applications and where rotation - resistant properties are essential. &MASTER•CARR. Copyright 'y 2007 McMaster -Carr Supply Company. All rights reserved. Page 2 of 2 Document 8912TAC 4 . McMaster -Carr .• MtMASTER.CARR r OVER 490,000 PRODUCTS Need help finding a product? _ E-mail or call (562) 692-5911. Page 1 of 4 Type 302 and Type 304 Stainless Steel Wire Rope 1 a 7 Strand 1x19 Strand 3x7 Hollow Core 6 x 19 Class IWRC 6 x 37 Class IWRC. 6 x 42 Fiber Core 7 x 3 Strand Core 7 x 7 Strand Core 7 x 19 Strand Core 19 x 7 Strand Core All are preformed and unlubricated (unless noted). 1 x 7 and 1 x 19 Strand—Ideal for linear force applications, these single -strand constructions have good abrasion resistance, but low flexibility. The 1 x 19 strand is slightly more flexible, but less abrasion resistant than the 1 x 7 strand. 3 x 7 Hollow Core—Perfect for light duty applications, this small diameter construction is extremely flexible. 6 x 19 and 6 x 37 Class IWRC—IWRC rope is stronger and more crush resistant than fiber core rope. The 6 x 37 construction is more flexible, but fess abrasion resistant than the 6 x 19. 6 x 42 Fiber Core—This is the most flexible rope of a8 the six -strand constructions we offer. However, it is not as strong or abrasion resistant as the others. 7 x 3 Strand Core—Offered in small diameters, this rope provides more flexibility and higher fatigue resistance than single -strand constructions, but has a lower breaking strength. 7 x 7 Strand Core and 7 x 19 Strand Core—These constructions are stronger, but less flexible than 6 x 19 and 6 x 37 class constructions. The 7 x 19 class construction is both more flexible and more fatigue resistant than the 7 x 7 construction. 19 x 7 Strand Core—The most flexible of all our stainless steel constructions. The center strand of this rope lays in the opposite direction of its outer strands, resulting in a rotation -resistant rope. To Order: Please specify length from those listed; continuous lengths greater than the longest length listed are also available. View additional information about selecting wire rope. Warning! Breaking strength should never be considered the rope's working load. 1 x 7 Strand x 7 strand Breaking Dia. Strength, lbs. Available Len hs, ft. 0.012" 25 50, 100, 200, 300, 500 1164" 40 50, 100, 200. 300. 500 0.018' 55 50, 100, 200, 300, 500 0.021" 80 50, 100, 200, 300, 500 0.024' 100 50, 100, 200, 300, 500 0.027" 125 50, 100, 200, 300, 500 1/32" 150 50, 100, 200. 300. 500 0.038" 260 50, 100, 200. 300, 500 3/64" 375 50, 100, 200, 300, 500 1/16" 500 50, 100, 200, 300, 500 3132' 1,200 25, 50, 100, 300, 500 1/8" 2,100 25, 50, 100. 300, 500 ..--_ 3116" .4221,„ 10, 25, 50, 100, 300 114" 8.500 10, 25, 50, 100, 300 318" 18,000 5, 10, 25, 50. 100 Lubricated. Type 302 Stainless Steel Meets Spec. MIL-DTL-87161 MIL-DTL-87161 MIL-DTL-87161 Type 304 Stainless Steel Per Ft. Per Ft. 3458T141 $0.08 346171 $0.07 3458711 .07 346172 .07 3458T142 .07 346173 .07 34587115 .07 3461T4 .07 34587144 .07 346175 .07 34587145 .07 348176 .07 34587151' .10 3461761 .07 345871 .08 346178 .08 34587131 • .16 346179 .12 3458714" .23 3461711 .20 3458716 .42 3481T12 .47 3458T17 .57 3461713 .62 3458719 1.05 34617131 1.21 34587195 1.32 34617132 1.38 3458T2 2.59 34617133 2.68 http://www.mcmaster.com/ 11/16/2012 SIOU UCHUT Response To Plan Review Memo Project Name: Boeing 9-101 Cafeteria Permit #: .11d..2..018 419 THIRD AVENUE WEST SEATTLE, WA 98119 T — 206 682 3030 F — 206 682 6627 SCHUCHART.COM 1.) All plans prepared by design professional licensed in the State of Washington need to be stamped by that person. Response: Stamped Drawing of Refrigeration Unit under Building Permit # D12-214 See Drawing FS2A514. Also see RFS511 under Structural Detail. 2.) Please provide structural plans and calculations for any modifications necessary to the roof structure and to confirm the roofs ability to'support the load of the new unit #171. Response: Copy of structural calcs for unit #171 attached (also under D12-214) 3.) Please provide anchorage details for the interior coolers and freezers to resist seismic displacement Response: Stamped seismic detail attached. RECEIVED CITY OF TUKWILA Please let me know should you require any additional information. FEB 13 2013 �-�-� ✓�---�— PERMIT CENTER Dirk Ruana Superintendent Schuchart Corporation DR/dmr constructive. February 4, 2013 CZ ofTukwila Jim Haggerton, Mayor • Department of Community Development Jack Pace, Director Charlie Harrington 20838 SE 240 Street Maple Valley, WA 98038 RE: Correction Letter #1 Mechanical Permit Application Number M13-018 Boeing #9-101 Cafeteria — 9725 East Marginal Wy S Dear Mr. Harrington, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building. Department. At this time the Fire Department has no comments. Building Department: Dave Larson at 206 431-3678 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) 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, I can be reached at (206) 431-3670. File No. M13-018 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • Tukwila Building Division Dave Larson, Senior Plan Examiner Building Division Review Memo Project Name: Boeing #9-101- Cafeteria Permit # M13-018 Plan Review: Dave Larson, Senior Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36. Please submit all plans on the same size paper. Revised plans need to be the same size as originally submitted). (If applicable) Structural Drawings and structural calculation sheets shall be stamped and signed. 1. All plans prepared by a design professional licensed in the State of Washington need to be stamped by that person. 2. Please provide structural plans and calculations for any modifications necessary to the roof structure and confirm the roofs ability to support the load of the new unit #171. 3. Please provide anchorage details for the interior coolers and freezers to resist seismic displacement. 0 Should there be questions concerning the above information please contact the Building Division at 206-431-3670. "/113ERMIT COQRD COP? PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: M13-018 DATE: 02/13/13 PROJECT NAME: BOEING #9-101 CAFETERIA SITE ADDRESS: 9725 EAST MARGINAL WY S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: D�— A-wc, Building Division III Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ISIJ Comments: Incomplete ❑ DUE DATE: 02/14/13 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Esp, REVIEWER'S INITIALS: DATE: Structural Review Required ❑ No further Review Required ❑ APPROVALS OR CORRECTIONS: DUE DATE: 03/14/13 Approved ❑ Approved with Conditions 1SV Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: �A • P TC t:h D c : Y PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: M13-018 DATE: 01-18-13 PROJECT NAME: BOEING #9-101 CAFETERIA SITE ADDRESS: 9725 EAST MARGINAL WY S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPART ENT e Building ivision Public Works n G.k Fire Prevention Structural Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete ❑ Complete Comments: DUE DATE: 01-22-13 Not Applicable Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02-19-13 Approved Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Documents/routing slip.doc 2-28-02 Ping 0 PW 0 Staff Initials: /06. • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: M13-018 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Boeing #9-101 - Cafeteria Project Address: 9725 East Marginal Wy S Contact Person: Dirk Ruana Phone Number: 206 682-3030 Summary of Revision: See attached REc :0F TUonLO Pw t 13 2013 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Pe it Center by: Entered in Permits Plus on 2 13 C:\Users\jennifer-m\Desktop\Revision Submittal Form.doc Revised: May 2011 Contractors or Tradespeopleinter Friendly Page • General/Specialty Contractor A business registered as a construction contractor with MI 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 SEATEMP LLC UBI No. 603121226 Phone 2068708367 Status Active Address 20838 Se 240Th St License No. SEATEL"8920W Suite/Apt. License Type Construction Contractor City Maple Valley Effective Date 9/16/2011 State WA Expiration Date 9/16/2015 Zip 98038 Suspend Date County King Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company sociated Licenses License Name Type Specialty'l Specialty 2 Effective Date Expiration Date Status SEATE""971C4 SEA- TEMP Construction Contractor Commercial/Industrial/Refrig Unused 2/24/2003 2/27/2013 Re Licensed Business Owner Information Name Role Effective Date Expiration Date HARRINGTON, CHARLES E Partner/Member 09/16/2011 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 2 Lexon Ins Co 9804581 12/16/2011 Until Cancelled $12,000.00 01/09/2012 1 Lexon Ins Co 9804581 08/15/2011 12/16/2011 $6,000.0009/16/2011 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 3 Ohio Security Ins Co BKS55004674 02/05/2012 02/05/2014 $1,000,000.0001/24/2013 2 American States Insurance Co 01CG50245580 02/05/2012 02/05/2013 $1,000,000.0002/02/2012 1 American States Insurance Co 01CG50245580 07/01/2011 02/05/2012 $1,000,000.0009/16/2011 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period httns //fortress.wa.onv/lni/hhin/Print.asnx 02/21/2013 40'-0" (TYP BAY) 2.-0" 9 EQUAL CONCRETE PANELS 0 4'-0• = 36'-0• 2'-0" 2'—O"I TTT PACES ® 10'-0' = 30 j ® 10'-0' = 30' CL VI W M G 27'x15' AHRM5 4" MIN CLR Ry 1 AHRM6 Stu 1 CAFETERIA - IFP t, 24• SQ EQ iEQ EFRN4 1-- _L 118" SQ 1'-4" (MIN) 2'—lO" EFRM4 I ti_24" Q EQ I EO ¢122• SQ IEQIIEll EFRN5 1 1/2"0 THRU—BOLT (TYP) I I 7 jH&(t25 " EQ EQ 15'-6" -1 3" VENT o I EQ EQ © 4" WATER HEATER VENT j 1'-4" (MIN) ,18" SQ ©1" GAS L _ REGULATOR VENT ©1" GAS RELIEF VALVE VENT EFRP5 VIEWED FOR ECOMPLIANCE APPROVED FEB 15 2013 City of T.jkwiIa I I p1VIE 1 3'-10" PARTIAL ROOF SLAB PLAN SCALE: 1/4"=1'-0" S MC6x15.1 COORDINATE WI EQUIPMENT BASE 1 3/4" SECTION SCALE: 1 1/2"=1'-0" RECEIVED CITY OF TUKW LA JAN 182013 PERMIT -CENTER REFRIGERATION UNIT EQUIPMENT ANCHORS BY EQUIPMENT CONTRACTOR (E) 1 1/2" CONCRETE ROOF SLAB 1/2"0 THRU—BOLT (FILL W/ EPDXY ADHESIVE) (3) EACH LONG SIDE (2) EACH SHORT SIDE TYPICAL ROOF OPENING 4• (MIN) CLR TO ROOF PANEL JOINT TYPICAL ROOF PENETRATION SCALE: 1/2"=1'-0" CONSTRUCTION NOTES CORE DRILL CORNERS — MINIMUM 2"0 PRIOR TO SAW CUTTING OF OPENING. PROVIDE ROOFING MEMBRANE APRON SYSTEM AT GREASE EXHAUST FANS. © CUT AND PATCH ROOFING MEMBRANE AT ROOF MOUNTED MECHANICAL EQUIPMENT CURBS. PROVIDE CANT STRIP, SHEET METAL CLOSURE, AND ROOFING AS REQUIRED AT EACH ROOF CURB. L ISSUED FOR CONSTRUCTION 4' 2' 0 2' 4' 8' Otedo SCALE 1/4"=1'-0" 9 0• NHarris Group Inc. E niysro Ara Lie. 12469.00 • wrw harris rou com m APPROAII VIA REVISOR or IMMO 006 12254733 HO SEL 06.04.12 2 CAFETERIA - IFC 12254733 HCI SOL 06.18.12 re;LarazczArAg• ACCEPTABILITY 1145 0151011 Atfp/ROciiya SPECFICA1011 IS APPROVED BY DEPT. BATE 0RA4N A. WOO MITRED P. HECA C. VAJL .UTE 05.31.12 06.04.12 SUBTITLE KEY PLAN SCALE: NONE 0 PARTIAL ROOF SLAB PLAN AND DETAILS CDRREN0 n[Ns0N 12254733 SYMBOL 2 EWE 06.18.12 06.04.12 CHECK4O L SHOWALTER 06.04.12 s� APPROVED 06.04.12 TIE STRUCTURAL MASTER CAFETERIA BUILDING 09-101 COL. M—N/4-6 DEV. CENTER, WA RFS511 JOB HO. 12254733 COW HO. 09-101—RFS511 26' 5" 25' 9" //////////////////////l/////////////////////////////hitt/ I I 1 I 1 1 / O NL508 16 OA S/S CORNER GUARD MOSULARM 75H 4.44")(48 ' ALARM SYSTEM 16 GA STAINLESS CORNER GUARD 4'x4'x48" '36x78 Fine Line 14'x24' VIEVPURT HEATED GLASS HEATED FRAME DISTANCE ABOVE WALK-IN -'STOP CHANNEL BUILDING CEILING CLOSURE PANEL WALK-IN /////////////// ADVISE LJ f\ N I MATCHING REMOVABLE CLOSURE PANELS ABOVE THE EXPOSED WALLS, EXTENDING TO THE CEILING (ADVISE THE REQUIRED HEIGHT) T #4'x24' VIEWPORT HEATED FRAME HEATED GLAS�/ —H 36"x78" DOOR 14 O° STAINLESS KICKPLATE, 24'H INTERIOR & EXTERIOR 20 GA STAINLESS EXTERIOR EXPOSED WALLS 18 GA STAINLESS DOOR SECTION INT I EXT DOOR PLUG INT I EXT I I STAINLESS THRESHOLD EXTERIOR HEATER WIR 3/8' .f INTERIOR FINISHED FLOOR MUST BE TRANSIT LEVEL AND SHIOTH VAPOR BARRIER 6 HIL POLYETHYLENE OR 30 LBS. ASPHALT FELT OR HOT ASPHALT (BY OTHERS) SWEEP GASKET INTERIOR RAMP I9}' A eu INTERIOR RAMP FLOOR DETAIL 4' MIN SUB -SLAB DETAIL 005C BD 10/13/09 PLEASE RETURN THE APPROVED DRAWINGS AS SOON AS POSSIBLE TO PREVENT ANY DELAY IN FABRICATION. I I I I I I APPROVED APPROVED AS NOTED NOT APPROVED -RESUBMIT SIGNED DATE IMPORTANT+ CHANGES MADE AFTER THE PRINT APPROVAL MAY INVOLVE ADDITIONAL CHARGES AND THE POSSIBILITY OF A REVISED SHIPPING DATE -BOTTOM CHANNEL REMOVABLE CLOSURE PANEL DETAIL PVC CONDUIT W., BOX ASSEMBLY (SHIPPED LOOSE) n ' HOLE IN II CEILING PANEL CEILING PANEL „J.LL, VC CONDUIT FOAMED -IN-PLACE DOOR SECTION OR WALL PANEL DETAIL 033A BD 5/20/94 CONCEALED THROUGH PANEL ELECTRICAL DETAIL ,A MINIMUM 0F2' CLEARANCE MUST, BE ALLOWED AT ANY POINT WHERE THE VALK-IN WALL IS ERECTED NEXT TO AN EXISTING BUILDING WALL. ALL PANELS ARE FOAMED -IN-PLACE WITH HFC -134A, CFC FREE POLYURETHANE INSULATION. ZERO OZONE -DEPLETION DETAIL 030B BD 10/14/10 023533 Quote NL1255107SL—A Nor—Lake is registered by UL to ISO 9001-2008. California State Contractor License #940932. Construction Approvals: NSF Approved, UL Electrical and UL Flame Spread -25 in accordance with ASTME-84 To comply with the US Energy Independence & Security Act of 2007, all walk—in doors opening into the ambient (indoors or outdoors) are required to hove a method for minimizing infiltration when the doors are open. All Nor—Lake walk—in doors will include a spring hinge to comply with this standard by 1-1-09, however; to further minimize infiltration, Nor—Lake recommends the use of a strip curtain or strip door for all exterior doors. (1) Nor—Loke FINELINE Walk—In Cooler 26' 5" long, 8' 0" wide, 8' 7" high. Finishes: 040 Stucco Aluminum — Interior wall 26 Gauge Corrosion Resistant Stucco Embossed Coated Steel — Exterior wall 20 Gauge Stainless Steel — Exposed wall, Interior door frame, Exterior door frame, Interior door, Exterior door 040 White Smooth Aluminum — Interior ceiling 1/8 Diamond Aluminum — Interior floor (1) 36" X 78" Walk—In Door right—hand swing Includes door closer, cam lift hinges (one spring loaded), NL9800 deadbolt key/padlock handle with inside release, magnetic gasket, heater wire, double sweep gasket, vapor proof light and NL508 combination digital thermometer and switch w/pilot light, (1) Door Through Panel Electrical; All Conduit Concealed Inside The Door Frame, Hole Pre—Drilled Through Ceiling And Field Installed Ceiling Mounted Junction Box With Conduit Provided. (1) 36" Wide X 24" High Exterior, 16 Gauge Stainless Steel Kickplate (Includes Extra Hinge) (1) 36" Wide X 24" High Interior, 16 Gauge Stainless Steel Kickplate (Includes Extra Hinge) (1) 36" Stainless Steel Threshold For Interior Ramp (16 Gauge Stainless Steel) (1) Curtron M Series M108—PR-4080 Strip Curtain For Use With A 36" x 78" Walk—In Door (8" x .080 Thick Strips), Shipped Loose And Field Installed. (1) 14" x 24" 3—Pane Heated Viewport With Heated Glass And Frame Heater (1) Thermostatically Controlled Door Heater Wire (Control On Door Sections) (1) 36" Interior Romp With Non—Skid Strips Applied To Top (24" Deep) 3/4" Marine Plywood Subfloor for Cooler (35.0'F) (1) Modularm 75B Alarm System Installed In Wall With Through Panel Electrical. Refrigeration is not included with this quotation. Other Walk—In Accessories: (5) 48" LED, Vapor—Proof, All Temperature Light Fixture With Bulbs (Shipped Loose) (1) Identification Labels, COOLER or FREEZER (Shipped Loose) (1) 4" x 4" x 48" Corner Guard, 16 Gauge Stainless Steel (Shipped Loose For Field Installation) (2) 3" x 3" x 8' 7" Angle Trim Strips 20 Gauge Stainless Steel (1) Set of Removable Closure Panels 25' 6" long 20 Gouge Stainless Steel (1) Interior and exterior of door and frame to be 18 ga. S/S (1) Stainless Steel Ramp in lieu of Aluminum (1) 14 ga Stainless Steel Kick Plates in lieu of 16 go Quotation is subject to change upon receipt of detailed specifications and/or refrigeration load information. RECEIVED CITY OF TUKWILA JAN 1 8 2013 PERMIT CENTER \OR—LASE, INC. -- SINCE 1947-- P. 0. BOX 248 HUDSON, WIS. 54016 PHONE 715-386-2323 N.S.F. WALK-IN NACOOLER FOAMED -IN-PLACE WITH FLOOR 26'5' x 8'0' x 8'7" PREPARED SMITH 0, GREENE 19015 66th AVE. SOUTH KENT, WA 98032-1154 PROJECT: BOEING ITEM #67 • 1/8' 35° COOLER DIAMOND ALUM, FLOG' DRAT BY BOB D APPROVED APP. ENG. NSR REVIEW: DING. NO D23533 3/4' MARINE PLYWOOD SUB DOR I LE) FIXTURE 48' �I - - -LED FIXTURE 4B' I` - - - LCD FIXTURE 48' IL- LED FIXTURE 48' J L LED FIXTURE 18' I CUR TRON STRIP C Rlj 7AIN / INTERIOR RAMP / 115V 04 AMP \ '...-25"36" STAINLESS STEEL .13154 P 8" 20' • / O NL508 16 OA S/S CORNER GUARD MOSULARM 75H 4.44")(48 ' ALARM SYSTEM 16 GA STAINLESS CORNER GUARD 4'x4'x48" '36x78 Fine Line 14'x24' VIEVPURT HEATED GLASS HEATED FRAME DISTANCE ABOVE WALK-IN -'STOP CHANNEL BUILDING CEILING CLOSURE PANEL WALK-IN /////////////// ADVISE LJ f\ N I MATCHING REMOVABLE CLOSURE PANELS ABOVE THE EXPOSED WALLS, EXTENDING TO THE CEILING (ADVISE THE REQUIRED HEIGHT) T #4'x24' VIEWPORT HEATED FRAME HEATED GLAS�/ —H 36"x78" DOOR 14 O° STAINLESS KICKPLATE, 24'H INTERIOR & EXTERIOR 20 GA STAINLESS EXTERIOR EXPOSED WALLS 18 GA STAINLESS DOOR SECTION INT I EXT DOOR PLUG INT I EXT I I STAINLESS THRESHOLD EXTERIOR HEATER WIR 3/8' .f INTERIOR FINISHED FLOOR MUST BE TRANSIT LEVEL AND SHIOTH VAPOR BARRIER 6 HIL POLYETHYLENE OR 30 LBS. ASPHALT FELT OR HOT ASPHALT (BY OTHERS) SWEEP GASKET INTERIOR RAMP I9}' A eu INTERIOR RAMP FLOOR DETAIL 4' MIN SUB -SLAB DETAIL 005C BD 10/13/09 PLEASE RETURN THE APPROVED DRAWINGS AS SOON AS POSSIBLE TO PREVENT ANY DELAY IN FABRICATION. I I I I I I APPROVED APPROVED AS NOTED NOT APPROVED -RESUBMIT SIGNED DATE IMPORTANT+ CHANGES MADE AFTER THE PRINT APPROVAL MAY INVOLVE ADDITIONAL CHARGES AND THE POSSIBILITY OF A REVISED SHIPPING DATE -BOTTOM CHANNEL REMOVABLE CLOSURE PANEL DETAIL PVC CONDUIT W., BOX ASSEMBLY (SHIPPED LOOSE) n ' HOLE IN II CEILING PANEL CEILING PANEL „J.LL, VC CONDUIT FOAMED -IN-PLACE DOOR SECTION OR WALL PANEL DETAIL 033A BD 5/20/94 CONCEALED THROUGH PANEL ELECTRICAL DETAIL ,A MINIMUM 0F2' CLEARANCE MUST, BE ALLOWED AT ANY POINT WHERE THE VALK-IN WALL IS ERECTED NEXT TO AN EXISTING BUILDING WALL. ALL PANELS ARE FOAMED -IN-PLACE WITH HFC -134A, CFC FREE POLYURETHANE INSULATION. ZERO OZONE -DEPLETION DETAIL 030B BD 10/14/10 023533 Quote NL1255107SL—A Nor—Lake is registered by UL to ISO 9001-2008. California State Contractor License #940932. Construction Approvals: NSF Approved, UL Electrical and UL Flame Spread -25 in accordance with ASTME-84 To comply with the US Energy Independence & Security Act of 2007, all walk—in doors opening into the ambient (indoors or outdoors) are required to hove a method for minimizing infiltration when the doors are open. All Nor—Lake walk—in doors will include a spring hinge to comply with this standard by 1-1-09, however; to further minimize infiltration, Nor—Lake recommends the use of a strip curtain or strip door for all exterior doors. (1) Nor—Loke FINELINE Walk—In Cooler 26' 5" long, 8' 0" wide, 8' 7" high. Finishes: 040 Stucco Aluminum — Interior wall 26 Gauge Corrosion Resistant Stucco Embossed Coated Steel — Exterior wall 20 Gauge Stainless Steel — Exposed wall, Interior door frame, Exterior door frame, Interior door, Exterior door 040 White Smooth Aluminum — Interior ceiling 1/8 Diamond Aluminum — Interior floor (1) 36" X 78" Walk—In Door right—hand swing Includes door closer, cam lift hinges (one spring loaded), NL9800 deadbolt key/padlock handle with inside release, magnetic gasket, heater wire, double sweep gasket, vapor proof light and NL508 combination digital thermometer and switch w/pilot light, (1) Door Through Panel Electrical; All Conduit Concealed Inside The Door Frame, Hole Pre—Drilled Through Ceiling And Field Installed Ceiling Mounted Junction Box With Conduit Provided. (1) 36" Wide X 24" High Exterior, 16 Gauge Stainless Steel Kickplate (Includes Extra Hinge) (1) 36" Wide X 24" High Interior, 16 Gauge Stainless Steel Kickplate (Includes Extra Hinge) (1) 36" Stainless Steel Threshold For Interior Ramp (16 Gauge Stainless Steel) (1) Curtron M Series M108—PR-4080 Strip Curtain For Use With A 36" x 78" Walk—In Door (8" x .080 Thick Strips), Shipped Loose And Field Installed. (1) 14" x 24" 3—Pane Heated Viewport With Heated Glass And Frame Heater (1) Thermostatically Controlled Door Heater Wire (Control On Door Sections) (1) 36" Interior Romp With Non—Skid Strips Applied To Top (24" Deep) 3/4" Marine Plywood Subfloor for Cooler (35.0'F) (1) Modularm 75B Alarm System Installed In Wall With Through Panel Electrical. Refrigeration is not included with this quotation. Other Walk—In Accessories: (5) 48" LED, Vapor—Proof, All Temperature Light Fixture With Bulbs (Shipped Loose) (1) Identification Labels, COOLER or FREEZER (Shipped Loose) (1) 4" x 4" x 48" Corner Guard, 16 Gauge Stainless Steel (Shipped Loose For Field Installation) (2) 3" x 3" x 8' 7" Angle Trim Strips 20 Gauge Stainless Steel (1) Set of Removable Closure Panels 25' 6" long 20 Gouge Stainless Steel (1) Interior and exterior of door and frame to be 18 ga. S/S (1) Stainless Steel Ramp in lieu of Aluminum (1) 14 ga Stainless Steel Kick Plates in lieu of 16 go Quotation is subject to change upon receipt of detailed specifications and/or refrigeration load information. RECEIVED CITY OF TUKWILA JAN 1 8 2013 PERMIT CENTER \OR—LASE, INC. -- SINCE 1947-- P. 0. BOX 248 HUDSON, WIS. 54016 PHONE 715-386-2323 N.S.F. WALK-IN NACOOLER FOAMED -IN-PLACE WITH FLOOR 26'5' x 8'0' x 8'7" PREPARED SMITH 0, GREENE 19015 66th AVE. SOUTH KENT, WA 98032-1154 PROJECT: BOEING ITEM #67 • DATE, 10-11-12 SCALE, 1/2'=1' DRAT BY BOB D APPROVED APP. ENG. NSR REVIEW: DING. NO D23533 40'-0" REFRIGERATION RACK 40'-0" R00 L �D�`, IZE 1X72 6 'HIGH WEIGFIT: Imp 5 LBS. NOTE: PLUMBING REQUIREHENTS FOR JANITOR SINK AND FAUCET I BY PLUM. DIV.) 448X21 48X21 o •••(2)(30 048x24 048x24 36X21 42X21 48X21 FREEZER 3 ) (-10' TO —5') 150 I. a ..fid 42X21 °.I 8X22 6X22 (5 ) CHILLER PRODUCTION—COOKING +` ( 15 ) SOAP AND TOWEL DISPENSER (OSCI) SO DIS AND TOWEL ENSER (OSCI) \I/ POT/UTENSIL MED ® WASHING /,ORD� ® ® i1Z! •.ry fid 38 11111M r `G'erPO .>I] I �I Ia N IC+i] I' �!�'II' I� Al jek�Io48x24 X X X / ( 41) / 48x21 KITCHEN TRASH CAN (BY OWNER) MEAT PREP DRY STORAGE 48x21 88X21 ;X21 LIR°mn�ununRll SAFE BELOW (BY OTHERS) 48x21 VEG PREP COOLER (+35') SOAP MD TOWEL DISPENSER (OSCI) 48X21 .t A SYM 1 2 c -o 0 447i111111M48X21 48X21 448X21 TRASH CAN BELOW L (BY OWNER) CREAM COFFEE ( 80 PASTRY DISPLAY RACK (BY OWNER) COFFEE CUPS/UDS SPACE ( 72 ) BREADS DISPLAY RACK (BY OWNER) ANDBREADS PASTRY DECORATIVE PLATE STORAGE i111 KS ® i» © i® ®UBS CARVERY CONDIMENTS ACTION / FLEX SEPARATE PERI 0 Mechanical IIectrical tumbing Piping of Tukwila l .. . D VISION PAY 1 CASHIER PAY FRESH GRILL PIZZA Sc PASTA y. DRY SNACK DISPLAY (BY OWNER) DECORATIVE PLATE STORAGE SCALE, POS AND STOOL (BY OWNER) CONFIRM EXTERIOR FINISH OF WALK—IN (PAINT COLOR) REACH—IN GLASS DOORS SOUP DECORATIVE PLATE STORAGE SALAD BAR ( 155) EXPRESS O(Y CONDIMENTS I IIIIIIIIIIII I IIIIIIIIIIII I ThIII 111 II r I I I I I I I I I I I I I I IIIIIIIIIIIIII IIIIIIIIIIIIII 11111111111111 BEVERAGE/ GRAB'N'GO COOLER "' +35' (170 S0. FT.) COLD PREP AND DISPLAY SCALE, POS AND STOOL (BY OWNER) r (150) IUD (147 ) 818X21 im (RL c: REVISION REVISIONS No chances shall be made to the scope —' r% without prior approval of 1 :!Z Building Division. ! �� ���c will require a new plan submitt^I in.:,:ud3 additional plan review fz CAFETERIA — IFP CAFETERIA — IFC 12254733 12254733 BY CA CA APPROVED BH BH DATE SYM REVISION ENLARGED FOOD SERVICE PLAN — EQUIPvIENT( 2Al2, 2A13, 2A18, 2A19 FS2A450 SCALE: 1/4" = 1'-0" BY APPROVED DATE 06.04.12 06.18.12 SOAP AND TOWEL DISPENSER (OSCI) .mareyrAwss Permit No. ti trv;e li approval is subject to errors and omissions. at c;;irstruction documents does not authn~ie e or ordinance. Receipt is acknowledged: ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED Data: ' City OfG DIVr5N Ktri3.../ 18 'tLkwila DRAWN K. LOEPFE DATE 06.04.12 APPROVED BY DEPT. DATE CHECKED B. HALL 'LNUINtttt 06.18.12 SUBTITLE O LEGEND NOT USED GENERAL NOTES NOT USED REFERENCE DRAWINGS 09-101—FS2A500 09-101—FS2A501 09-101—FS2A502 09-101—FS2A503 09-101—FS2A504 09-101—FS2A505 09-101—FS2A506 09-101—FS2A507 09-101—FS2A508 09-101—FS2A509 09-101—FS2A510 09-101—FS2A511 09-101—FS2A512 09-101—FS2A513 09-101—FS2A514 UTILITY SCHEDULE UTILITY SCHEDULE UTILITY SCHEDULE NOTES AND DETAILS ELEVATIONS AND DETAILS ELEVATIONS AND DETAILS ELEVATIONS AND DETAILS EXHAUST HOOD ENGINEERING EXHAUST HOOD ENGINEERING EXHAUST HOOD ENGINEERING EXHAUST HOOD ENGINEERING EXHAUST HOOD ENGINEERING EXHAUST HOOD ENGINEERING EXHAUST HOOD ENGINEERING REFRIGERATION ENGINEERING CONSTRUCTION NOTES NOT USED REVIEWED FOR CODE COMPLIANCE APPROVED FEB 15 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 182013 PERMIT CENTER 4' 2' 0 2' 4' 8' IIIII Mil SCALE: 1/4"=1' —0" ISSUED FOR CONSTRUCTION •G.EVE•NGOR lihoCIZ1Th/ EOOpSEI E BAxERY, tqj ui61);,RRE.ELYRefi1 DEBGNICO S1ATINd '�'46'1Nt( Ppr4.Qi cE+mE:voomus occoms mrosaa�mEwsoccox wxxaEvamnwecmu ENLARGED PLAN - EQUIPMENT PLAN CURRENT REVISION 12254733 Harris Group Inc. & ie -k,q Solution kr 0 Better Wodd 12469.00 ® www harrisgroup.com SYMBOL 2 DATE 06.18.12 CHECKED APPROVED APPROVED TITLE CAFETERIA BUILDING 09-101 FOOD SERVICE MASTER DEV. CENTER, WA SHEET FS2A450 JOB NO. 12254733 COMP NO. DWG NO. 09-101—FS2A450 ;01) ;'F —..�A iiiAid -.r.�- .__.:=3L i=:._ TRASH CAN BELOW L (BY OWNER) CREAM COFFEE ( 80 PASTRY DISPLAY RACK (BY OWNER) COFFEE CUPS/UDS SPACE ( 72 ) BREADS DISPLAY RACK (BY OWNER) ANDBREADS PASTRY DECORATIVE PLATE STORAGE i111 KS ® i» © i® ®UBS CARVERY CONDIMENTS ACTION / FLEX SEPARATE PERI 0 Mechanical IIectrical tumbing Piping of Tukwila l .. . D VISION PAY 1 CASHIER PAY FRESH GRILL PIZZA Sc PASTA y. DRY SNACK DISPLAY (BY OWNER) DECORATIVE PLATE STORAGE SCALE, POS AND STOOL (BY OWNER) CONFIRM EXTERIOR FINISH OF WALK—IN (PAINT COLOR) REACH—IN GLASS DOORS SOUP DECORATIVE PLATE STORAGE SALAD BAR ( 155) EXPRESS O(Y CONDIMENTS I IIIIIIIIIIII I IIIIIIIIIIII I ThIII 111 II r I I I I I I I I I I I I I I IIIIIIIIIIIIII IIIIIIIIIIIIII 11111111111111 BEVERAGE/ GRAB'N'GO COOLER "' +35' (170 S0. FT.) COLD PREP AND DISPLAY SCALE, POS AND STOOL (BY OWNER) r (150) IUD (147 ) 818X21 im (RL c: REVISION REVISIONS No chances shall be made to the scope —' r% without prior approval of 1 :!Z Building Division. ! �� ���c will require a new plan submitt^I in.:,:ud3 additional plan review fz CAFETERIA — IFP CAFETERIA — IFC 12254733 12254733 BY CA CA APPROVED BH BH DATE SYM REVISION ENLARGED FOOD SERVICE PLAN — EQUIPvIENT( 2Al2, 2A13, 2A18, 2A19 FS2A450 SCALE: 1/4" = 1'-0" BY APPROVED DATE 06.04.12 06.18.12 SOAP AND TOWEL DISPENSER (OSCI) .mareyrAwss Permit No. ti trv;e li approval is subject to errors and omissions. at c;;irstruction documents does not authn~ie e or ordinance. Receipt is acknowledged: ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED Data: ' City OfG DIVr5N Ktri3.../ 18 'tLkwila DRAWN K. LOEPFE DATE 06.04.12 APPROVED BY DEPT. DATE CHECKED B. HALL 'LNUINtttt 06.18.12 SUBTITLE O LEGEND NOT USED GENERAL NOTES NOT USED REFERENCE DRAWINGS 09-101—FS2A500 09-101—FS2A501 09-101—FS2A502 09-101—FS2A503 09-101—FS2A504 09-101—FS2A505 09-101—FS2A506 09-101—FS2A507 09-101—FS2A508 09-101—FS2A509 09-101—FS2A510 09-101—FS2A511 09-101—FS2A512 09-101—FS2A513 09-101—FS2A514 UTILITY SCHEDULE UTILITY SCHEDULE UTILITY SCHEDULE NOTES AND DETAILS ELEVATIONS AND DETAILS ELEVATIONS AND DETAILS ELEVATIONS AND DETAILS EXHAUST HOOD ENGINEERING EXHAUST HOOD ENGINEERING EXHAUST HOOD ENGINEERING EXHAUST HOOD ENGINEERING EXHAUST HOOD ENGINEERING EXHAUST HOOD ENGINEERING EXHAUST HOOD ENGINEERING REFRIGERATION ENGINEERING CONSTRUCTION NOTES NOT USED REVIEWED FOR CODE COMPLIANCE APPROVED FEB 15 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 182013 PERMIT CENTER 4' 2' 0 2' 4' 8' IIIII Mil SCALE: 1/4"=1' —0" ISSUED FOR CONSTRUCTION •G.EVE•NGOR lihoCIZ1Th/ EOOpSEI E BAxERY, tqj ui61);,RRE.ELYRefi1 DEBGNICO S1ATINd '�'46'1Nt( Ppr4.Qi cE+mE:voomus occoms mrosaa�mEwsoccox wxxaEvamnwecmu ENLARGED PLAN - EQUIPMENT PLAN CURRENT REVISION 12254733 Harris Group Inc. & ie -k,q Solution kr 0 Better Wodd 12469.00 ® www harrisgroup.com SYMBOL 2 DATE 06.18.12 CHECKED APPROVED APPROVED TITLE CAFETERIA BUILDING 09-101 FOOD SERVICE MASTER DEV. CENTER, WA SHEET FS2A450 JOB NO. 12254733 COMP NO. DWG NO. 09-101—FS2A450 22'-S" 22' '7////////////////////////////////////////////////jj/ � o C❑❑LER 1/8' DIAM❑ND ALUM. FLOOR 3/4' MARINE PLYWOOD SUBFL❑❑R r---- �r -' r r ----1 I LED FIXTURE 48' Co CURTRON STRIP C RTAIN 115V .04 AMP L---- MATCHING REMOVABLE CLOSURE PANELS ABOVE EXPOSED WALLS, EXTENDING TO THE CEILING (ADVISE THE REQUIRED HEIGHT) T T T T T I15V 4.8 �I JL ryr� 1 MP (I / I 12,' LED FIXTURE 48' it .J L 7 1 1 1 1 1 1 1 1 1 LED FIXTURE 48' 0 JL r- SHELVING 1 7 TIER 1 1 1 LED FIXTURE 48 T 1 1 1 1 J 7 1 1 1 1 1 120V 1 1 1 INTERIOR STAINLESS RAMP STEEL d-25" 36" I: 1 _ 186}„L MODULARM 75B ALARM SYSTEM 16 GA STAINLESS CORNER GUARD- 4'x4'x48' 6x78 Fine Line 14'x24' VIEWPORT HEATED GLASS HEATED FRAME <6) STYLELINE GLASS DOORS WITH 7 TIER SHELVING AND LIGHTS THU V 1Jt ADVISE, / /THE / / / / / MATCHING REMOVABLE CLOSURE PANELS ABOVE EXPOSED WALLS, EXTENDING TO THE CEILING (ADVISE THE REQUIRED HEIGHT) T T T T T / / / / / // / / / // // / DATE' 10-11-12 SCALE' 1/2"=1' DRN. BY' BOB D APPROVED' APP. ENG. MSR REVIEW' DRWG. NO D23532 ®FRAME 14'x24'7/ VIEWPORT HEATED HEATED GLAS/ Aa II N 36'x78' DOOR 14 Ga STAINLESS INTERIOR KICKPLATE& EXTERIOR � � �\ammo STAINLESS THRESHOLD 20 GA STAINLESS EXTERIOR EXPOSED WALLS 18 GA STAINLESS DOOR SECTION INT & EXT DOOR PLUG INT &EXT EXTERIOR HEATER WIRE. 3/8' T... DOOR INTERIOR FINISHED FLOOR MUST BE TRANSIT LEVEL AND SM 11 WEEP GASKET INTERIOR RAMP 19k HRESHOLD a. A AA' • VIEW VAPOR BARRIER' 6 MIL POLYETHYLENE OR 30 LBS. ASPHALT FELT OR HOT ASPHALT (BY OTHERS) i. ' A a WALL PANEL FLOOR PANEL INTERIOR RAMP FLOOR DETAIL a A 4 MIN. SUB -SLAB DETAIL 005C BD 10/13/09 DISTANCE ABOVE WALK-IN CHANNEL BUILDING CEILING CLOSURE PANEL WALK-IN --,BOTTOM CHANNEL REMOVABLE CLOSURE PANEL DETAIL II PVC CONDUIT W/'J' BOX ASSEMBLY (SHIPPED LOOSE) CEIL NGEPANEL I Jam. CEILING PANEL I VC CONDUIT FOAMED -IN-PLACE DOOR SECTION OR WALL PANEL DETAIL 033A BD 5/20/94 CONCEALED THROUGH PANEL ELECTRICAL DETAIL PLEASE RETURN THE APPROVED DRAWINGS AS SOON AS POSSIBLE TO PREVENT ANY DELAY IN FABRICATION, T APPROVED APPROVED AS NOTED NOT APPROVED—RESUBMIT SIGNED DATE IMPORTANT: CHANGES MADE AFTER THE PRINT APPROVAL MAY INVOLVE ADDITIONAL CHARGES AND THE POSSIBILITY OF A REVISED SHIPPING DATE DETAIL 030B BD 10/14/10 ea MINIMUM OF 2' CLEARANCE MUST 1 BE ALLOWED AT ANY POINT WHERE THE WALK-IN WALL IS ERECTED NEXT TO AN EXISTING BUILDING WALL. ALL PANELS ARE FOAMED -IN-PLACE WITH HFC -134A, CFC FREE POLYURETHANE INSULATION. ZERO OZONE -DEPLETION D23532 Quote NL1255108SL—B Nor—Lake is registered by UL to ISO 9001-2008. California State Contractor License #940932. Construction Approvals: NSF Approved, UL Electrical and UL Flame Spread -25 in accordance with ASTME-84. To comply with the US Energy Independence & Security Act of 2007, all walk—in doors opening into the ambient (indoors or outdoors) are required to have a method for minimizing infiltration when the doors are open. All Nor—Lake walk—in doors will include a spring hinge to comply with this standard by 1-1-09, however; to further minimize infiltration, Nor—Lake recommends the use of a strip curtain or strip door for all exterior doors. (1) Nor—Lake FINELINE Walk—In Cooler 22' 8” long, 8' 6" wide, 8' 7" high. Finishes: 040 Stucco Aluminum — Interior wall 26 Gauge Corrosion Resistant Stucco Embossed Coated Steel — Exterior wall 20 Gauge Stainless Steel — Exposed wall, Interior door frame, Exterior door frame, Interior door, Exterior door 040 White Smooth Aluminum — Interior ceiling 1/8 Diamond Aluminum — Interior floor (1) 36" X 78" Walk—In Door right—hand swing Includes door closer, cam lift hinges (one spring loaded), NL9800 deadbolt key/padlock handle with inside release, magnetic gasket, heater wire, double sweep gasket, vapor proof light and NL508 combination digital thermometer and switch w/pilot light. (1) Door Through Panel Electrical; All Conduit Concealed Inside The Door Frame, Hole Pre—Drilled Through Ceiling And Field Installed Ceiling Mounted Junction Box With Conduit Provided. (1) 36" Wide X 24" High Exterior, 16 Gauge Stainless Steel Kickplate (Includes Extra Hinge) (1) 36" Wide X 24" High Interior, 16 Gauge Stainless Steel Kickplate (Includes Extra Hinge) (1) 36" Stainless Steel Threshold For Interior Ramp (16 Gauge Stainless Steel) (1) Curtron M Series M108—PR-4080 Strip Curtain For Use With A 36" x 78" Walk—In Door (8" x .080 Thick Strips), Shipped Loose And Field Installed. (1) 14" x 24" 3 -Pane Heated Viewport With Heated Glass And Frame Heater (1) Thermostatically Controlled Door Heater Wire (Control On Door Sections) (1) 36" Interior Ramp With Non—Skid Strips Applied To Top (24" Deep) 1 Opening only for glass doors; 186 15/16" wide, 73 3/4" high. 3/4" Marine Plywood Subfloor for Cooler (35.0'F) (1) Unheated Air Vent For 4" Cooler (Installed In Wall Or Corner Panel) (1) Modularm 75B Alarm System Installed In Wall With Through Panel Electrical. Refrigeration is not included with this quotation. Other Walk—In Accessories: (4) 48" LED, Vapor—Proof, All Temperature Light Fixture With Bulbs (Shipped Loose) (1) Identification Labels, COOLER or FREEZER (Shipped Loose) (2) 3" x 3" x 8' 7" Angle Trim Strips 20 Gauge Stainless Steel (1) Set of Removable Closure Panels 22' 8" long 20 Gauge Stainless Steel (1) Interior and exterior of door and frame to be 18 ga. S/S (1) Stainless Steel Ramp in lieu of Aluminum (1) 14 ga Stainless Steel Kick Plates in lieu of 16 ga (1) System of 6 Styleline Doors. 20/20 Plus G2 Satin Black Smooth, LED Plus lighting, with 36" Black shelves (7 tier) and super slide trac. Doors ship direct from Sarasota, FL Quotation is subject to change upon receipt of detailed specifications and/or refrigeration load information. 1 3- 01 REVIEWED FOR CODE COMPLIANCE APPROV FEB 15 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 8 2093 PERMIT CENTER NIR -LAKE, T\ 1. -- SINCE 1947-- P. 0. BOX 248 HUDSON, VIS, 54016 PHONE 715-386-2323 WALK-IN ❑AC❑❑LER PLACE WITH FLOOR 22'8' x 8'6"x 8'7' PSMITHO& GREENE 19015 66th AVE. SOUTH KENT, WA 98032-1154 PROJECT' BOEING ITEM #164, 165, 169 DATE' 10-11-12 SCALE' 1/2"=1' DRN. BY' BOB D APPROVED' APP. ENG. MSR REVIEW' DRWG. NO D23532 17'-6" 16'-10" ////////////////////////////////////// / / 4 //// TRIM STRIP 3'x3' ANGLE LU V) a.— Fine7Line 7 N` 14'x24' VIEWPORT HEATED GLASS HEATED FRAME MODULARM 75B ALARM SYSTEM ',TRIM STRIP 3'x3' ANGLE co N 16 GA S/S CORNER GUARD 4'x4'x48' MATCHING REMOVABLE CLOSURE PANELS ABOVE THE EXPOSED WALLS, EXTENDING TO THE CEILING (ADVISE THE REQUIRED HEIGHT) I L LED FREEZER 1/8' DIAMOND 3/4' MARINE "IXTURE 48' II LED _it_ ALUM FLOOR PLYWOOD SUBFLOOR FIXTURE 48' i\t IL.. S \ 115V 1 4.7 AMI LED FIXTURE 48' I CURTRON CURTAIN INTERIOR RAMP STAINLESS STEEL STRIP q 11'-8" 36" _. 26"1P `L'"4 AMP a.— Fine7Line 7 N` 14'x24' VIEWPORT HEATED GLASS HEATED FRAME MODULARM 75B ALARM SYSTEM ',TRIM STRIP 3'x3' ANGLE co N 16 GA S/S CORNER GUARD 4'x4'x48' MATCHING REMOVABLE CLOSURE PANELS ABOVE THE EXPOSED WALLS, EXTENDING TO THE CEILING (ADVISE THE REQUIRED HEIGHT) -8'-7" - - - ADVISE ATl\/TC`C 14'x2%0 VIEWPORT HEATED FRAME HEATED \LASS — 20 GA STAINLESS EXTERIOR EXPOSED WALLS 18 GA STAINLESS DOOR SECTION INT & EXT DOOR PLUG INT & EXT 36'x78' DOOR 14 Ga STAINLESS KICKPLATE, 24'H INTERIOR & EXTERIOR EXTERIOR INTERIOR VIEW FINISHED FLOOR MUST BE TRANSIT LEVEL AND SMOOTH VAPOR BARRIER' 6 MIL POLYETHYLENE OR 30 LBS. ASPHALT FELT OR HOT ASPHALT. (BY OTHERS) STAINLESS THRESHOLD WALL PANEL SWEEP GASKET INTERIOR RAMP HEATER WIR 3/8' I-- 4. A . INTERIOR RAMP FLOOR DETAIL 4' MIN, SUB -SLAB DETAIL 005C BD 10/13/09 GA STAINLESS CORNER GUARD 4'x4'x48' DISTANCE ABOVE WALK-IN ----TOP CHANNEL BUILDING CEILING CLOSURE PANEL WALK-IN =BOTTOM CHANNEL REMOVABLE CLOSURE PANEL DETAIL CEILING PANEL PVC CONDUIT W/'J' BOX ASSEMBLY (SHIPPED LOOSE) CEILING PANEL r VC CONDUIT FOAMED -IN-PLACE DOOR SECTION OR WALL PANEL DETAIL 033A BD 5/20/94 CONCEALED THROUGH PANEL ELECTRICAL DETAIL PLEASE RETURN THE APPROVED DRAWINGS AS SOON AS POSSIBLE TO PREVENT ANY DELAY IN FABRICATION, APPROVED APPROVED AS NOTED NOT APPROVED -RESUBMIT SIGNED DATE IMPORTANT: CHANGES MADE AFTER THE PRINT APPROVAL MAY INVOLVE ADDITIONAL CHARGES AND THE POSSIBILITY OF A REVISED SHIPPING DATE i DETAIL 030B BD 10/14/10 "A MINIMUM OF2' CLEARANCE MUSTN BE ALLOWED AT ANY POINT WHERE THE WALK-IN WALL IS ERECTED NEXT TO AN EXISTING BUILDING WALL, ALL PANELS ARE FOAMED -IN-PLACE WITH HFC -134A, CFC FREE POLYURETHANE INSULATION, ZERO OZONE -DEPLETION D23351 Quote NL1255044SL—A Nor—Lake is registered by UL to ISO 9001-2008. California State Contractor License #940932. Construction Approvals: NSF Approved, UL Electrical and UL Flame Spread -25 in accordance with ASTME-84. To comply with the US Energy Independence & Security Act of 2007, all walk—in doors opening into the ambient (indoors or outdoors) are required to have a method for minimizing infiltration when the doors are open. All Nor—Lake walk—in doors will include a spring hinge to comply with this standard by 1-1-09, however; to further minimize infiltration, Nor—Lake recommends the use of a strip curtain or strip door for all exterior doors. (1) Nor—Lake FINELINE Walk—In Freezer 17' 6" long, 8' 0" wide, 8' 7" high. Finishes: 040 Stucco Aluminum — Interior wall 26 Gauge Corrosion Resistant Stucco Embossed Coated Steel — Exterior wall 20 Gauge Stainless Steel — Exposed wall, Interior door frame, Exterior door frame, Interior door, Exterior door 040 White Smooth Aluminum — Interior ceiling 1/8 Diamond Aluminum — Interior floor (1) 36" X 78" Walk—in Door left—hand swing Includes door closer, cam lift hinges (one spring loaded), NL9800 deadbolt key/padlock handle with inside release, magnetic gasket, heater wire, double sweep gasket, vapor proof light and NL508 combination digital thermometer and switch w/pilot light. (1) Door Through Panel Electrical; All Conduit Concealed Inside The Door Frame, Hole Pre—Drilled Through Ceiling And Field Installed Ceiling Mounted Junction Box With Conduit Provided. (1) 36" Wide X 24" High Exterior, 16 Gauge Stainless Steel Kickplate (Includes Extra Hinge) (1) 36" Wide X 24" High Interior, 16 Gauge Stainless Steel Kickplate (Includes Extra Hinge) (1) 36" Stainless Steel Threshold For Interior Ramp (16 Gauge Stainless Steel) (1) Curtron M Series M108—PR-4080 Strip Curtain For Use With A 36" x 78" Walk—in Door (8" x .080 Thick Strips), Shipped Loose And Field Installed. (1) 14" x 24" 3—Pane Heated Viewport With Heated Glass And Frame Heater (1) Thermostatically Controlled Door Heater Wire (Control On Door Sections) (1) Door Controlled Fan Switch (1) 36" Interior Ramp With Non—Skid Strips Applied To Top (24" Deep) 3/4" Marine Plywood Subfloor for Freezer (-10.0'F) (1) Heated Air Vent For 4" Thick Panel (Installed In Wall Or Corner Panel) (1) Modularm 75B Alarm System Installed In Wall With Through Panel Electrical. Refrigeration is not included with this quotation. Other Walk—In Accessories; (3) 48" LED, Vapor—Proof, All Temperature Light Fixture With Bulbs (Shipped Loose) (1) Identification Labels, COOLER or FREEZER (Shipped Loose) (1) 4" x 4" x 48" Corner Guard, 16 Gauge Stainless Steel (Shipped Loose For Field Installation) (2) 3" x 3" x 8' 7" Angle Trim Strips 20 Gauge Stainless Steel (1) Set of Removable Closure Panels 2' high x 20' 6" long 20 Gauge Stainless Steel (1) Interior and exterior of door and frame to be 18 ga. S/S (1) Stainless Steel Ramp in lieu of Aluminum (1) 14 ga Stainless Steel Kick Plates in lieu of 16 ga Quotation is subject to change upon receipt of detailed specifications and/or refrigeration load information. Sa- 0 I REVIEWED FOR CODE COMPLIANCE APPROVED FEB 15 2013 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 8 2013 PERMIT CENTER \LIR-LAKE, INC -- SINCE 1947-- P. 0. BOX 248 HUDSON, WIS. 54016 PHONE 715-386-2323 PROJECT' BOEING 9-101 ITEM #1 N.S.F. FOAMED -IN-PLACE WALK-IN FREEZER WITH FLOOR 17'6" x 8'0" x 8'7" PREPARED FOR+ SMITH & GREENE 19015 66th AVE. SOUTH KENT, WA 98032-1154 DATE' 10-10-12 SCALE' 1/2"=1' DRN. BYE BOB D APPROVED' APP, ENG, MSR REVIEW' DRWG. NO' D23531 REFRIGERATION' ■ SYM COIL DRAIN LINE DETAIL TYPICAL PIPING FOR VERTICAL RISERS GENERAL NOTES COIL SPECIFICATIONS UNIT COOLER MODELS: ADT/LET 4-3/16" 1-3/4"- .1-15/16' 0 oas.a w °81881180 "V B A 13-7/16" ilti fitti Ir� DRAIN CONNECTION PHYSICAL DATA +- 8-1/B" MAD . No. DIMENSIONS (N) CONNECIIONNS (In.) APPROIL A B C SUCTION COIL INLET DRAIN NET WT. (LBS.) ADT090 45-1/2' 33-1/4' - 7/8' LD. 1/2' OD 3/4" MPT 48 AD1120 45-1/2" 33-1/4' - 7/8" 1.1). 1/2'. OD 3/4' MPT 51 MODEL No. DIMENSIONS (INCHES) CONNECTIONS (INCHES). 1111 A S C CON. DIET SUCTION DM RAIL DRAIN NET WE (mg.) LET140 61-1/2" 49-1/4' - 1/2" 0D 7/8' ID 1/4" OD 3/4 MPT 82 GENERAL I. CORR/ ORS 9YLL YDMY Al OREEIONS Me Ca018MM1E M11N DMF/ MIP OiMER/Ma L ITMILLE N®MI 0SWY 110 COPE 8MB COMM/CM110ON Ile FON. ROWING or 110.N D E MIMED AS A COME >. ALL 0008 I/ae MUM ON JOS AE 1O BE PROEM SY OMSK COaRW10R. 4.ALL 0:499 NOW MALL EE FIRWROMD AS REAM BY loftcats IN COWLCONTRACTOR. a IMAM AM OR 7Y 0EE18E POR MOSS 240 MOM 09PN690R RI[K 188 FOR 5010222122. E&RN a 3e" 0FEM110E N Fete M ELLCM1B: PAIR L POT AT OF 11040017110400171151011WMI . 41(9 MEM. NCIOR SIAL 9*tl0SL 11E PIM ""'D 00 IN DSM CUPPLIED OL MY ON 118 NR9WO 001 (NEM 0mum �S�6 NOTED IMMO �NI0 1. NL COPPER 101840 10 1E 060011 ORM TYPE 1.". MIS FOR AL MD COPPER 11B10 00MU. LW COOLERS W11110/21. 5•11011 UM 10 111/ MOMS4 MUMS/ RR NIIN 1/2" 1r/IL PWIM 1160/21011 2. MI. SUCIMN UM ON tor. OR SORE 01886. RIM ME 10 E TRAPPER FOR PROPER CL maR14. 3; FOR SIM. WI COM COMMIS. USE /WMR SCAM FM COIN 10 COPPER CONELI0NS. WE Mics. (MT 5012I 81181. NOE E. USED FOR REOCMMMT 8803). 4. AL Rp19FN *0010 9181.E PEO1ME MOD MIN MINOCMI AT 300 P9 (COLS * RACK IS 130 P9). S. M1. COMM 10/116131.121011 Mee MUSE EC [ACMES ID 500 MOMS OR IMO 8101 WORE PMP. A FLOM ND NMI. A 6 Mt PER IR 288 148114 TME ON 8'A2 -11I NEW NMI 7. NL COLS SOME M 01100 SUSS RFK 0PA SILO V8WMCOMMIE MIN M 16pOMWIT USED ON MRN SYMBOL L ML MID PPNO IMPORTS MID 1ME.MOW N1(LAIN0 1611 4 C1NIP8 MD PRM. 10 COPPER 10 SIM OaNr1r MIMEO. 0. OMR MP NOV ESRMR®IE FOR FMD 814110. EYN SYS181 MD EAPCRACe E SIPPED ODER MIMEO PRESSURE. SAFETY CAUTION: USE MJ IMI ND SIEROSE. MEW PT ALL 700 WMt 01111(0 ILO ON OBPCRAOM AD REFREMICO SOK ELECTRICAL 1. ELECINICAL COM 00 1 O EOE tF RAM CIS TO P18'ONNOOE FOR DEFROST PS PM WINNE MOM 2. 83011811. 0611510406 NNEMN 18) 70 PROM 3-58 COIDR COMER SENSE FROM ESE M*9008 PNMAc[OO�tl108N COLS M M BORE F01 MOW= DERME UNLESS ELUEPAINT MOM 3. DECIMAL MO MD NNML0M11 Se/ M N AOWROW(RIM M WRING MOM M D A SWIGS. O00MGER MIME 10)10 PROM ANY DISCONNECT MCI 88 IN (218 CMN. L /OR F.M. DNS. 1101014E ND MEMO ARO 10 COL SY FMD 8MNM % • PLUMBING 1. AMMO 1112-8 1 ncr al 10 PMYDE ow ACR OR WM V COPPER IIOE817LMMAN MI NMEMO F /DON LINES IN FOMM MUST I NSW TO 4Ops0 1 At 10 ORtil LIM WOR MAN Et 0POER0OUTSIDE 00 OEMS SOX TO EPMNO Wel AR PROM IMAM MIN IRO a MEMO WM TOR t 70 WEEPY 141110DAA RMY 110D USED D WORM FOR mule CORE. MIN 8 a 1111 N MLI. SHOULD E CONE DIME M WO 8 CLOSED OW WIRING DIAGRAM REFRIGERATION SCHEDULE A° Warn ng: Refrigeration Installer must have nitrogen flowing through all pipes during all weldinos_ Factory will not pay for any damage In the solenoid or expansion valve caused by scale In the pipe. MARL MIST POINT OF CONNECTION BY =CT. CONTRACTOR LI 12 IT . 11•7.1 C13�J{'M'^1 ['I'M. .1-, X-, Ls 208/230c .70 660.1* CCH rrrri II F` L MAY iPS. 43) MRI 40 N 3 - X 'OI SCHEDULE "A" MULTI -CIRCUITED RACK 1111 Mows 807 COW MOOS (4 1 -.--ACCESS FOR IIBRCW. 0 NM & ELECT. LL-! -MAIN DISCONNECT DATE: 4/9/2012 u u I NOTES: PROJECT NAME: Boeing Bldg. 9401 REPRESENTATIVE: Schulz Associates LOCATION: Tukwila, WA I CONTACT: Jeff Schulz BID BY: SeaeI I CONSULTANT: Clevenger Associates ITEM/MODEL OF RACK: 6171 IOTBL2-AW 13-03 CONTACT: Brent Hall SIZEMR OF RACK: 72" X 40" X 36"1,040 lbs. COMP PWR VOLT COIL ITEM SYS DESCRIPTION BTU FIX SUC R COMPRESSOR CAP HP WT. PH RLA .LRA LI L2 W OTT COIL FAN DEF PH WT. 2 A Walk-in Freezer#1 11.2 -10 -20 404A LANA.032E TAC 12.5 3.0 280 208/3 12.8 112.0 14.3 14.3 12.8 1 LET14OBEK 1.5 11.7 208/1 90 70 B Welkdn Cooler #67 14.2 +35 +25 404A ERCA-021E-TAC 18.3 2.0 200 208/3 8.8 48.0 8.8 8.8 6.8 2 ADT090AEK 2.0ea 115/1 140 167 C Beverage Coder#164 21.0 +35 +25 404A ERFA-031E-TAC 26.7 3.0 230 208/3 12.4 82.0 12.4 12.4 12.4 2 ADT120AEK 2.0ea 115/1 150 Condenser Fan - 208/1 2.9 2.9 2.9 Condenser Fan 208/1 2.9 2.9 2.9 LINE AMPS: 38.4 38.4 39.8 380 CONN: 39,8 MIN: 43.4 MAX: 60.0 208 Vat, 3 Phase, 60 Cycle A° Warn ng: Refrigeration Installer must have nitrogen flowing through all pipes during all weldinos_ Factory will not pay for any damage In the solenoid or expansion valve caused by scale In the pipe. MARL MIST POINT OF CONNECTION BY =CT. CONTRACTOR LI 12 IT . 11•7.1 C13�J{'M'^1 ['I'M. .1-, X-, Ls 208/230c .70 660.1* CCH rrrri II F` L MAY iPS. 43) MRI 40 N 3 - X 'OI AN O 1111 BROKEN UNES INDICATE FIELD WIRING BY FIELD ELECIRICIAI. CONTRACTOR CC.H P.S. C.C.H C P MAE t RAE 71111E WE `n-/111 03 OPEN IMI• V TYPICAL WIRING DIAGRAM FOR OFF CYCLE AIR DEFROST TIME CLOCK 15 MINUTE CYCLE SET AT 12:00 AM$112:00PM MOUNIED AND RE -WIRED TO SINGLE POINTPCONNECTION WITH EVAP FANS. OFF CYCLE AIR DEFROST 1111E CLOCK FOR SYSTEMS: B B C OMNI TEMP REFRIGERATION RACK Ell UMW CONFORMS TO UL STD 1995 MODEL: BL • PLAN VIEW ELEVATION ELECROCAL CONTRACTOR TO RUN DEFERENT COLORED WIRES TO FREEZER COIL & CONNECT. AS SHOWN ON WIRING DIAGRAM. E0E 1111011. SUPPLY INLK-IN PREM WALK -4N COOLER BEVERAGE COOLER SECTION VIEW ROOF PENETRAIgNN 6' HIGH ROOF PAD & GA. G.I. METAL COVER TO BE PROVIDED BY OTHERS TUBING SEQUENCE CURB DETAIL THIS PLAN IS PRIMARILY A GENERAL ARRANGEMENT OF EQUIPMENT FOR THE CONVENIENCE OF CONTRACTORS AND IS. WADE FROM AVAILABLE INFORMATION. BUT MEASUREMENTS ARE 1O SE VERIFIED 014 THE JOB. PLUMBING. ELECTRICAL. REFRIGERATION, AND VENT OUTLETS HAVE BEEN LOCATED AS ACCURATELY AS POSSIBLE AND ARE INDEED TO. SUIT EQUIPMENT TO BE SUPPLED. WE ACCEPT NO RESPONSIBILITY FOR WORK DONE BY SAID CONTRACTORS AND WILL NOT STAND ANY EXPENSE FOR CHANGES MADE NECESSARY BY LOCAL BUILDING CODES, ORDINANCES, STRUCTURAL CONDITIONS. OR BY THE SUBSTIRRION OR CHANGES W 60.11MDIF SHOWN ON THIS PIAN. THIS 0800460 IS 11E PROPS Y OF OMNI TEPP REFRIGERATION. IT IS NOT. TO BE. REPRODUCED OR DISTRIBUTED. EITHER IN WHOLE OR IN PART. - NO. REVISION DATE BY NO. REVISION DATE BY o m n iTe m p Refrigeration Division of Omniteam, Inc. 9300 Hall Road, Downey, CA. 90241 Phone: (562) 923-9660 Fax: (562)882-7466 E -Mall: Cathyb@omniteaminc.com California Contractors License #:471945 Boeing Bldg. 9-101 DATE 05-09-12 JOB f: xxxx SCALE: None Refrigeration Plan DRAWN BY: Fidel Lopez CHECKED: SHEET NUMBER: R1 of 1 REVISION By APPROVED DATE SYM REVISION BY APPROVED DATE 1 2 CAFETERIA - IFP CAFETERIA - IFC 12254733 12254733 CA CA BH BH 06.04.12 06.18.12 1.„.Airt0E'ArAW° ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED ti41t•3 01G DRAWN K. LOEPFE APPROVED BY DEPT. DATE CHECKED B. HALL ENGINEER DATE 06.04.12 06.18.12 SUBTITLE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 15 2013 City of Tukwila - BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 8 2013 PERMIT CENTER ISSUED FOR CONSTRUCTION REFRIGERATION ENGINEERING )1Yi00•ECTP_VOA . '{53107111:'10,(E4J)&1415 '• :.. MEA1£.N#)1 m.IR•P7.e.PAP$e: . • CURRENT REVISION - 12254733 Harris Group Inc. Engineering SoldioGs for o Better Wed 12469.00 ®. www harrisgroup.com SYMBOL 2 DATE 06.18.12 CHECKED APPROVED APPROVED TITLE CAFETERIA BUILDING 09-101 FOOD SERVICE MASTER DEV. CENTER, WA SHEET FS2A514 JOB NO. 12254733 COMP NO. DWG NO. 09-101-FS2A514. IT -0' RACK �3-1/2 ELECT. PMIEL n• Mows 807 COW MOOS (4 1 -.--ACCESS FOR IIBRCW. 0 NM & ELECT. LL-! -MAIN DISCONNECT k u u PLAN VIEW ELEVATION ELECROCAL CONTRACTOR TO RUN DEFERENT COLORED WIRES TO FREEZER COIL & CONNECT. AS SHOWN ON WIRING DIAGRAM. E0E 1111011. SUPPLY INLK-IN PREM WALK -4N COOLER BEVERAGE COOLER SECTION VIEW ROOF PENETRAIgNN 6' HIGH ROOF PAD & GA. G.I. METAL COVER TO BE PROVIDED BY OTHERS TUBING SEQUENCE CURB DETAIL THIS PLAN IS PRIMARILY A GENERAL ARRANGEMENT OF EQUIPMENT FOR THE CONVENIENCE OF CONTRACTORS AND IS. WADE FROM AVAILABLE INFORMATION. BUT MEASUREMENTS ARE 1O SE VERIFIED 014 THE JOB. PLUMBING. ELECTRICAL. REFRIGERATION, AND VENT OUTLETS HAVE BEEN LOCATED AS ACCURATELY AS POSSIBLE AND ARE INDEED TO. SUIT EQUIPMENT TO BE SUPPLED. WE ACCEPT NO RESPONSIBILITY FOR WORK DONE BY SAID CONTRACTORS AND WILL NOT STAND ANY EXPENSE FOR CHANGES MADE NECESSARY BY LOCAL BUILDING CODES, ORDINANCES, STRUCTURAL CONDITIONS. OR BY THE SUBSTIRRION OR CHANGES W 60.11MDIF SHOWN ON THIS PIAN. THIS 0800460 IS 11E PROPS Y OF OMNI TEPP REFRIGERATION. IT IS NOT. TO BE. REPRODUCED OR DISTRIBUTED. EITHER IN WHOLE OR IN PART. - NO. REVISION DATE BY NO. REVISION DATE BY o m n iTe m p Refrigeration Division of Omniteam, Inc. 9300 Hall Road, Downey, CA. 90241 Phone: (562) 923-9660 Fax: (562)882-7466 E -Mall: Cathyb@omniteaminc.com California Contractors License #:471945 Boeing Bldg. 9-101 DATE 05-09-12 JOB f: xxxx SCALE: None Refrigeration Plan DRAWN BY: Fidel Lopez CHECKED: SHEET NUMBER: R1 of 1 REVISION By APPROVED DATE SYM REVISION BY APPROVED DATE 1 2 CAFETERIA - IFP CAFETERIA - IFC 12254733 12254733 CA CA BH BH 06.04.12 06.18.12 1.„.Airt0E'ArAW° ACCEPTABILITY THIS DESIGN AND/OR SPECIFICATION IS APPROVED ti41t•3 01G DRAWN K. LOEPFE APPROVED BY DEPT. DATE CHECKED B. HALL ENGINEER DATE 06.04.12 06.18.12 SUBTITLE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 15 2013 City of Tukwila - BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 8 2013 PERMIT CENTER ISSUED FOR CONSTRUCTION REFRIGERATION ENGINEERING )1Yi00•ECTP_VOA . '{53107111:'10,(E4J)&1415 '• :.. MEA1£.N#)1 m.IR•P7.e.PAP$e: . • CURRENT REVISION - 12254733 Harris Group Inc. Engineering SoldioGs for o Better Wed 12469.00 ®. www harrisgroup.com SYMBOL 2 DATE 06.18.12 CHECKED APPROVED APPROVED TITLE CAFETERIA BUILDING 09-101 FOOD SERVICE MASTER DEV. CENTER, WA SHEET FS2A514 JOB NO. 12254733 COMP NO. DWG NO. 09-101-FS2A514.